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Plans (36)
/4 3 t. 6(G—Qi'23 - /3`/1/ Sec, /u p'/Cio Vee/12.'--- - 40'-0' RIGH _ t- 11-11" GARAGE T -� .— v U Cg U U cc) o cco co ti co A ch N , AR1 ASJ1 __ V _____ ASJ1 ASJ2 / ASJ2 • j' 6:12 A1-11(2) AH2 - - - — - AH3 - — AH4C AH5C AH6 = Ny -- 4 ` - A1 (4) ti A117En .n _ AH6 6:12 - 6:12 / Ali5-- AH4 ---- — BH3 _� — - BHZ - 6:1� RNA. 1D2 (2) (3�s _12 vf. 8:12 D1 < 4 .___ .., __ gi , ....._-_- /'� g c C1 6:12 l E' 1 t 8: ® CONFORMS TO DESIGN CONCEIT c�I ( r cin 7 ElCONFORMS TO DESIGN CONCEgWITI- 'n C9 ' "' REVISIONS AS SHOWN of - H1 - ❑ NON-CONFORMING-REVISE ANL) (ESOBMIi ®CONFORMS TO DESIGN CONCEPT L e1-9' 201-41r SHDP DRAWING HAS BEEN R VIE1'I_D FOR GENERAL CONFOP.614NCE CO ISIONSS TO DESIGN CONCEPT WITH REVISIONS NOTED THE DESIGN CONCEPT owy AND DOES NOT RELIEVE THE NON-CONFORMING—REVISE&RESUBMIT FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ID T v!+G:[RAMC:EL E?I F£:BhID KA CBEV1 OWORWwE `�'� DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY MDE -ESM =an ELY RD CDG 1.471 4411E.: 11‹ OVER THIS SHOP DRAT/ING. CON'RACTOR SHALL VERIFY ALL DIRENSIONS. fORTIFh'.VL-:R OFF'Arr.5Ek1.11 FOE CC!SIFO Yf.Ti DOWN DPR fo.SPECFLOO147'S.AM lWJ0.iE C<i.Et ANU OF RHG 4441 CP. ira'RRaS:. ORAVM 40140' By: Todd R. Eaton Date: September 19, 2014 By Alexia Fukui Dale 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERIFJ3©RigightCompuTruslnc.2ooe BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT CUULLLATiOONNSAANER D° PROJECT TITLE REVISION-1: DRA INGs oRuiFFURTHHERIrk . PLAN 5-B COFFER DESIGNSIBLEF DESIGNER/ENGINEER RECORDNFORMATION. raum F\ umniuer RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER REVIEW AND APPROVE OF ALL TO &' T R U S S '1 COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. 4n 401 O1 y r . GARAGE LEFT • 1 11'-11' i qp N M IA m ti aD O CD CO TP ASJ1ASJ1 CNI ASJ2. / ASJ2 AH1 2 8 J12 AH2 /r v AH3 AH6 - --� AHI .. .. 4 - Al (4) vi s -- --- \ -- .-rte S NI aAHI o 6:12 8:12 AH4 BH3 -�, BH2 BH1 (2) I :12 „ . ..,,,,„fe)2? 4R _ \ \D2 (2] S Di--..i 6:12 �� 11.19 E2 (3T H_. 8:11 I fic g • o 1 ► :12 , Ji ®Ti£ONFORMS TO DESIGN CONCEPT 12 I •1 / �.""�- aim( P�4,4? . ❑► CONFORMS TO DESIGN CONCEPT WITH _. e II Olt its, REVISIONS AS SOWN -4 1/2Ok u - E CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMING-REVISE AND RESUBMI I V ,7 CONFORMS TO DESIGN CONCEPT WRH REVISIONS NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE' 91-Er NON-CONFORMING-REVGEBRESUBMIT WITH THE DESIGN CONCEPT 0 Y NIB DOES NOT RELIEVE THE MS SHOP WAWA:HAS NETS FEAY.%FCC mem CC16C CCCCT FABRICATOR/VENDOR OF RESP ISIBILITY FOR CONFORMANCE WITH THE FoxulvatXMJaE sHWsva?aOFm%{FmuKn1ro-HTa DESIGN QRAWINGS AND SFECI iCATIONS ALL OF WHICH HAVE PPICRITY 40'-ir OVER THIS SHOP DRAWING. yTRMCTI+4 sNAII VFPTTV E11 RT11=t1CTn4S By Alexia Fukui Date 9/22/16 By: Todd R. Eaton Date: September 19, 2014 M I L B R A N D T ARCHITECTS 11 CT ENGINEERING INC 0 Copyright CompuTrus Inc.2006 B NI...,. 7550t DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSS CALALCULATIONSAANER D PROJECT TITLE REVISION-1: DRAWNGS FENGINOR ALL FURTHER TRUCTURAL • ii, \ „umber PLAN 5-B COFFERDESIGN°ERIENG NEEROF RECORDPao PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: °EREVIIEEW_NGNAPPROEER OFVE OFF AALRDL TO •■ �1+t (j COMPANY' DESIGNS PRIOR TO CONSTRUCTION. V- �! '''yk DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. 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. 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(Milek). ° l $ ii., 40 , ilko • i, I . i ., (Ate h '1 13 z4t43 2, 26. �U q r� !{• 1Z x', 0.4fi rst° {' �jd�.:..�O� �• in/+0af- (O(/�/1/ 4. -m • . EXPIRES 6130/15 1E 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 N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF !MIR SPACED 24.0' 0.C. 2- 3= -3001) 1231 10-11=(-697) 2186 10- 4=1-120) 564 WEBS: 2x4 KDOF STAND 3. 4= -2717) 1165 11-12=(-716 2136 4-11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8o(-960) 2567 11- 5=(-551) 1293 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6.(-1912) 966 11- 60(-785) 486 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-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=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED 8RG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -276/ 1775V •226/ 226H 5.50' 2.84 KDDF625 40'- 0.0' -276/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 gsfl uplift at 24 'ox saacing.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 = 0.178' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.330' @ 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 = 0.070' 0 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. T T '( 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. f ,r 1. Wind: 140 mph h=24,2ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 6.00(7 ° Q 6.00 load duration factor=l,6, 4.0 Truss designed for wind loads 5 ' in the plane of the truss only. M-5x6(S) M-5x6(S) 3,t 0.25" 0.25" rh 0 4 +t M 1.5x4 AHAL)1%,popM 1.5x4 0 0 0 0 0 l0 1 '/ 12 • 'moo o -3x8 M-3x4 d.25° M-3x4 M-3x8` o M-5x8(S) J.. J. J. J. J. J. y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - Alscale: 0.1552 �S. ' IN 6'S/O WARNINGS: GENERAL NOTES,unless otherwise noted: 1/-9. 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -�,;.0 i E r Truss: Al end Warnings before construction commences. building component.Applicability of design parameters and proper • 7 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 steblby during construction 2.Design assumes the top and bottom chords to be laterally braced at �f' 2'o.e.and at 10'o.e. astivey unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of ) ®�P continuous sheathingr suchr plywoodre aired where s and/or drywall C. `ria!,.- 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{ Q. 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. OREGON �t./- SEQ. : 5 9927 91 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, TRANS I D: 403334L /.7'/Y � �D f� design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. / q y ;20 �� 6.Design assumes fun bearing at all supports shown.Shim or wedge If 14, fabrication,handling,shipment and Installation of components. necesassumes sary. provided.e Is IRA IL4 6.This design Is furnished subject to the Imitations set forth by 8.Platesshallbe located uoneboth fac s of truss,and placed so their center 111111111111111111 TPINVTCA In BCSI,copies ofwhieh will be furnished upon request. Tangs coincidedicwith joint centernche, 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-1666(MITek) EXPIRES:12/31/2015 I111111011II This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0' TC: 2x4 KDDF R18BTR LOAD DURATION INCREASE = 1.15 IBC 20 R) MAX MEMBER FORCES 0WA/D2-/3e( 0 BC: 2x4 KDDF g18BTA - 3=( 0) 42 2-13=(-1422) 2605 12- 3=( 0) 2919 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=( •597) 786 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 <= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7=S 481 778 16.10=(-1447) 2608 6-1501-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15='•102) 534 NOTE: 2x4 BRACING AT 24'OC UON. FOR 7- 8= -597) 766 15- 9=(•547) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ LL = 25 PSF Ground Snow (Pg) 8. 9=•2505) 1688 9.16=( 0) 291 9.10=l-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. M•1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 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. Connector plate prefix designators: ICOND. 2: Design checked for nett-5 psi) uplift at 24 'oc saacin.g.) C,CN,C18,CN10 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 =MiTek MT series MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.063' 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 T �( f NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 ; 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting -03-0d f ' 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 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load 6,00 5J M-3x8$ ; Q 66.00 loadsTrussddesigned ffor owind 6 in the plane of the truss only. M-4x6 - M-4x6 d N M-5x6(S) $ M-5x6(5) V 0.25" O 3 0.25" Y }. } YY es o _ o 12 13 14 , 15 16 +� 10 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) k k k k k k k J, k 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 k k 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0,1547 GJ�� �01NLy 745un WARNINGS: GENERAL NOTES,unless otherwise noted: ` Z.. AH7 L.1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Ct. . J, 6 E O 1- Truss: Al 17 and Warnings before construction commences. building component.Applicability of design parameters end proper 77�LLLL• ttt 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the reaponsidGty of the building designer. 3.Additional temporary bracing to insure stadily during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BSy 2'o.c,and at 10'o.c.respectively unless braced throughout their length by '�w Is the erapo structure of the erector.Additional permanent bracing of continuous sheathing such as plywood sheelhing(rC)and/or drywalNBC). I"r�'S„ DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until aver all bracing and 4.Instal anon of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992792 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �G �/ design loads be applied to any component and are for"dry condition*of use. -44, - 01 '` TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, 2 4- tabricatlon,handling, necessary. L� P shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4." R R I L\-- IIIIII VIII IIID VIII I III III VIII IIII IIII 6.This design Is furnished subject to the Mations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIMIfCA In BCSI,copies of which will be furnished upon request. Ones colndde with Joint center Ones. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Digits siIncconnectocate size rplf alate In Inches. te design values see ESR-1311,ESR-1e88(MiTeW EXPIRES:12/31/2015 111111 1111111 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 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF A13BTR SPACED 24.0' O.C. 2- 3=(-3057) 1363 12.13=(-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-) 0) 0 14.15=( -957) 2433 13- 6o(-540) 250 TC LATERAL SUPPORT <= 12'0C. 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,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5,50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 psfl 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 = 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 system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 l' 1' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 7-03-04 6-05-04 2-03-0S 4- 00-05 4-00-05 S-03- 03 6-05-04 7-03-04 (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. f 12 M-4x6 5 7 M-4x6 12 M-3x8 6,00 6 M 5x8(Q 6.00 M-5x8(S) v 0.25" 0.25" O 3 + + It:.O yvi. M M O O CD 1` 12 13 1II 49 f _15 16 --. 1 � o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 O M-5x6(S) y y y J- 1, y y J, 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 o JOB NAME : POLYGON PLAN 5-B NH - AH6 c•,�� ‘ GINE #sja Scale: 0.1547 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based any upon the parameters shown and Is for an Individual �� •O�® 2-f7 6 E .< and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 6 Incorporation of component is the responsibility of the building designer. / // 2.2x4 compression web bredng must be installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'os.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 sheathing(TC)and/or drywallC). / "! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impost bridging or lateral bmdng required where shown++ M tr SEQ. : 5992793 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. OREGON 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, - ,, vON design loads be applied to any component. end ere for"dry conditioni of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibilty for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If Q 14,2 0� necessary. M-R R 114 + fabrication,handling,shipment and Installation of components. 7. eassumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII III III III I IIII VIII IIII IIIITPUUYTCA in SCSI,copies of which will be furnished upon request. g cddde with join t in inches.nche. Di 9.Digits indicate size of platetinIn . MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10. sFor basic connector plate design values see ESR-1311,ESR-1988 EMIT(*) EXPIRES:12/31/2015 IIII 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 ' TO: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2.10= -931 2619 10- 3=( 0) 291 BC: 2x4 KDDF #188TR SPACED 24.0' 0.0. 2- 3=(-3057) 1165 0-11=(.933) 2616 3. 11=(-534368 WEBS: 2x4 WOOF STAND 3- 4.1-2492) 1038 11.12e(-698) 2433 11- 4e(-241) 708 LOADING 4- 5.1-2136) 1015 12-13e(-698 2433 11- 5n(-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 <o 12.00. 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'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) Connector plate prefix designators: 40'- 0.0' -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICONO. 2: Design checked for nett-5 psfl 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 = 0.179' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP OEFL = -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 he22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads f f T 1' in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 M-4x6 M-3x8 M 4x6 a 6.00 /- 5 M'-5x8(S) '~ M-5x8(S) 0.25" 0.25" v r; co 0 0 10 11 1s T 13 to 44- o M-3x8 M-1.5x4 M-3x8 u.25" M-3x8 M-1,5x4 M-3x8 0 M-5x6(S) y 1' 3' 3' 3' 3' 3' , y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 ,, y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 �' `' NGPNE RSS/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 �� 7:g211 i E -9r Truss:: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. AO", 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 10'0.e.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `liar,-- 0� 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 responsibility of the respective contractor. - -y OREGON <v SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G ff - ,fib /• TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / T y .r 2.0 ±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,n Q ry. fabrication,handling,shipment and Installation of components. Design ass ''1R R 11-\- 6.This design is furnished subject to the irritations set forth 7.Design assumes adequatenbothrhinace Is provided. 11111111111111111 0 1 by a.Plates shall be located on faces of truss,and placed so their center TPIMRCA In BCSI,copies of which will be furnished upon request. Dies coincide with joint center Ones. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) EXPI RES: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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF WEBS: 2x4 KDDF STANDR SPACED 24.0' O.C. 3-2- 4=(- 2812)1314 15.16=(-1289) 3398 14- 6=1414 14-15=(-1211 3183 14- (-976) 899 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12'0C. 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 BOT L TACLOAD = 42.0 PSF 7- 8=(-3285) 7-16=(-197) 1508 16- 8=) - ) 32 304 6.10=(-2455) 1236 8.17=(-976) 443 NOTE: 2x4 BRACING AT 24'0C 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 BAG REQUIRED BRG AREA C,CN,C18,C018 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 1110 5.50' 2.84 KDDF ( 625 40'- 0.0' -304/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) )GOND. 2: Design checked for nett-5 psfl 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 = 0.273• @ 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 'f I. f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D{r) , 5-01-08 4-07 1I,2-10.09 5-01-12 5-01-12 2-10-0911, qI, 4-07 5-01-08 load duration factor=l,6, T T -03-03 ' T T -03-03 1 4' Truss designed for wind loads 10-00 10-00 in the plane of the truss only. s 12 M-4x6 5 M-5x6(S) 9 M-4x6 12 6,00 D 4 M- x4 0.25" M- x4 9 Q 6,00 .4- M 1.5x3 •1.5x4 u; f v 1 = 4p� -�1v 10 ' ' 17 0 o M-3x8 M-3x8 .25 0.25 M 3x8 M-3x8 0 M-5x6(S) M-5x6(S) ; ; L. y J' 1, 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 JOB NAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 �•<<.?c3NF-' ' WARNINGS: GENERAL NOTES,unless otherwise noted: 5 /// I' 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 '4C ,((h 6 S _E 9r Truss• AH4 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 bredng to Insure stolidly during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY• BS 2'o.c.and et 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (BQ I� plywood sheathing re shown and/or drywsll(eC). �.f w... DATE: 7/11/2014 the overall structure Is the responsiblAty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , (t. 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 �(f SEQ. : 5992795 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Inc noncorrosive environment, L 1A design loads be applied to any component. and are for"dry condition"of use. / q j., rLQ ..L„• TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsidAty for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0 14, Q' fabrication,handling, Desessary. /�L R} 0 shipment and installation of components. 7, necessary. assumes adequate drainage Is provided. "�rr r'i \,. 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 IIIIII VIII I I III I VIII IIII(IIII IIII IIIITPIMRCA in SCSI,copies of which will be furnished upon request. Digit c dicawith jointainn Ines. 9.Digits Indicate size offpplatete in Inches. MiTekUSA,InC./CORIpuTtunSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 ' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) ( ) BC: 2x4 KDDF q1&BTA 42 2.13=(-1012) 2587 3.13= -136 307 SPACED 24.0' O.C.OC2- 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 1 TC LATERAL SUPPORT <= 12.0C. 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 <= 12'0C. MON. 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'OC MON. 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' Connector pplate no ix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cnn,coCpa (aP xrdesi] = orspuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -241/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -245/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for nett-5 psfl 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' @ 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 = 0.148' @ 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. 0-06-08 fl 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 f in the plane of the truss only. 10-00 '1 •f 12 M-4x6 M-5x6(S) M-4x6 12 .1 6,0017 M-?3x4 6 y.25" M-33x4 e , Q 6,00 o M-1.5x3 M u \/\/X -1.5x4 i o u> 10 M O 2 V o M 3x8 M 3x8 b4 .25" 0,25�� M 3x8 M-3x8 M-5x6(S) M-5x6(S) y y ), y y y y l 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 S�� N NF R so WARNINGS: GENERAL NOTES,unless otherwise noted: 5 [/ 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 (t .,r5 2 0).r Truss: BH3 and Warnings before construction commences, building component.Applicability of design parameters and proper 777000 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 stablity during construction 2.Design assumes the tap end bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'ntin and at 10'ac.respectively unless braced throughout their length by O�P DATE: 7/11/2014 responsibilitybuilding g continuous sheathingehsuch as plywooequire hing(TC)and/or drywalt(BC). fb�a.,, the overall structure Is the res nsibiR of the designer. 3.2z Impact bridging or lateral bracingrequired where shown++ CC 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44/' SEQ. : 5992796 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 - N ,t•, design loads be applied to any component, and are for"dry condition'of use. / 2 t.��• 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 II O 91. 14, fabrication,handling,shipment and Installation of components. necessary. /4" This design Is furnished subject to the Imitations set forth e.Plates assumes adequate onne bothfaces drainage is provided.e. '(�PARA- 6. I IIIIII I III IIIII IIIII IIIA IIII VIII IIII IIII g 1 by 8.Plates shall be located of truss,end placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. Ines edndde with joint center Anes. 9.Digits Indicate size of plate In Inches. MITekUSA,IOC./CompUTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) EXPIRES:12/31/2015 11111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/OOF/Cq=1.00 TC: 2x4 KDDF @18BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1214) 2654 3.13=) -13) 272 2x6 KDDF @18BTR T2 SPACED 24.0' O.C. 2- 3= -3102 1424 13.14= -2120 5340 13- 4=( -309) 975 BC: 2x6 KDDF @16BTA 3. 4=(-3143 1441 14.15=,-2516, 6278 13- 6=(-2713 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( OI 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 TC LATERAL SUPPORT <= 12'OC. 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=( -596) 200 8- 9=(-2744))) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748 1332 B-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=1 0) 180 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 M,M2OHS,MI8HS,M16 =MiTek MT series 'COND. 2: Design checked for net(-5 esti 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 = 0.536' @ 19'- 6.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.975' @ 19'- 6.0' 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 = -0.097' @ 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 'r ( f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 05.05 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, Truss designed for wind loads 2-05-1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00' 6.00[ . 4.0" Q 6.00 9 4N f 5 o M-5x6 M- x8 M-3x8 M-5x16_,/°°.°...4111100.. .....m0-3x4 M 1.5x4 0 0 + rn v cy �$ C7 CD It d. 2 v o /M 3x8 M-4x12 104.25" M-1�5x4 0.516 M-5x12 M-1�5x4 M-3x8 o y y =M-8x8(S) (S) y =M-8x8(S) (S) y y y J, y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 J• J• 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: 0.148, 5��' 5G N s�‘-'1'17.. WARNINGS: GENERAL NOTES,unless otherwise noted: ty�. 1�®,_ C -, 1.Builder end erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and Is for an individual CC r0 Ilrr��SS G and Warnings before construction commences. building component Applicability of design parameters and proper Truss: B H 2incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bredng to insure stebiflty during construction2'c.c.and at 17 o.c,respectively unless braced throughout their length by ��!" DES. BY: BS is the responalbmy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai�C). s•, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ f 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respecgve contractor. y A_OREGON 4,/ SEQ. : 5992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4- 4Ai)/ 1�` �: design loads be applied to any component end are for'dry condition'of use. / '9 y :2a TRANS I D: 403334 5.CompuTras 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, Q,, fabrication,handling, siggss q g MFR.RIO- shipment and Installation of components. 7,necessary.Design assumes adequate drainage provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II III II I VIII/III III III)/III fPINYTCA in BCS!,copies of which win famished upon request (logs lndcui with joint ais Inches.9.Digits indicate size of plate In inches. MTek USA,lnc./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 III IIIIIII'I 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/DDF/Cq=1,00 TC: 2x4 KDDF #18BTR; 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 018BTR T2 2- 3= -6484) 1158 12.13= -2356 12824 12- 4= -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788 121813-14= 778) 15096 12- 5=(-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 TC LATERAL SUPPORT <= 12.00. 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 LL( 50.0)+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 9.100( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24.00 UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS 0 11'- 8.0' 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DI= 1384.0 LBS @ 19'- 6,0' 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG 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,M18HS,M16 = MiTek MT series 1,_ ( 2 ) complete trusses required. (GOND. 2: Design checked for net(-5 psi') uplift at 24 'or. spacing.) 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' oc 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, h=21.7ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads 13-00-12 f f f f in the plane of the truss only. 13-00-122-10-15f 6-03-15 7-02-06 5-07-11 4-07-05 i' 4-07-06 T 5-07-10 12 12 M-4x6 12 6.00 6.00 Q 6.00 4.0" 8 ff C2 M-5x6 M 3x10 M-3 10 M 5x16 M 3x4 c M-1.5x4 � 5 1� ' 0 + + + `� 0 M 3x6 0 cm /- .L olt me!' �"" I i 4 '�1-a / is tis 117 .,awl 4,o O M-3x8 M-5x12 30.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 11,841# 11384# yy y y y y J, y J. 9-1p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 971g JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.14 O 10 �5-c(<:' NF .(1, 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 shovm end Is for en Individual � ,k.i E 'fir Truss: BH 1 end 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 Inc building designer. 3.Additional temporary bracing to Insure slablity during constrectton 2.Design assumes the top end 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 ofoi�" continuous sheathing such es plywoodsheathing(TC)ores and/or drywalt(eC). /�Y�!. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ft 4.No load should be applied to any component until after all bracing and 4.Installation of Miss is the responsibility of the respective contractor. '=7 OREGON SEQ. : 5 992798 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 �� design loads be applied to any component. and are for"dry condition'of use. / q)r 3:1 .V- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Desgn assumes full bearing at all supports shown.Shim or wedge it O 14, fabrication,handg necessary. 0. ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. � R R L.\,. 6.This design Is furnished subject la the Irritations set forth by 8.Plates shall be located on both laces of truss,and placed so their center IIIIII 111111111111 VIII VIII till IIII Jwhich request. lines 9. MTe USA,lnCCompuT S Software 7.6.6(1L)-E coincide10. is aForrbac connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III IIIIIIIII 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 KODF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #188TR SPACED 24.0' O.C. 2- 3=1-4625) 1974 15.16=1.1549) 3653 3-16=(-721) 416 WEBS: 2x4 WOOF STAND 3- 4=(-3338) 1493 16-17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=0840) 1382 17.18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12.00. UON. 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 <= 12.00. UON. DL ON BOTTOM 312 TOTALCHORD LOAD = 42.0 PSF 7- 8=)-2785) 1416 20.25 1=)-1031) 2727 2776 17.18=7- (.153) 492 8- 9=(•2797) 1389 21-22=(-1092) 2794 18. 8=(-182) 325 NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22-23=(-1136) 2635 20- B=(•665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(•1134) 2638 8-21=1 -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=084) 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,C18,CN18 (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 KDDF625 40'- 0.0' -309/ 1775V 0/ QH 5.50' 2.84 WOOF ) 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc s acing.) 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' MAX TL CREEP DEFL = -0.466' @ 16'- 6.2' Allowed = 2.606' 0-01-05 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083- 1f 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 -05-04 6-01-04 03 0 6-03-04 1' MAX HORIZ. TL DEFL= 0.188' @ 39'• 6.5' 1' f f -03-0 f '3-04-13 I 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T '" Design conforms to main windforce-resisting 12 M-63x4 to 12 system and components and cladding criteria. 6.D0[7 M-4x6 M- x8 M- x4 /- M-4x6 Q 6.00 5 7 1 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=l,6, M-3X4 3X4 Truss designed for wind loads CD + in the plane of the truss only. %M•4x4 o N o M-3x8 e� M 3x8 0 o� �_ ._ =�8, -..%,4 v -o o c� �� 15 16 17 18 9 20 22 23 o M-5x8 M-3x4 M-3x8 NI-0(6 0.281 M-3x8 M-1.5x4 0 0 o M-3x4+ M-4x10 M 3x42.75 1.89 2 M-5x6(S) J.12 J. y os 1 J- J' J. J. k , 2-05-08 4-05-12 4-07-08 1,08-02 6-03-06 6-01-04 5-05-04 6-01-08 y , 0-110 2-105-08 11-11 y2-00 23-07-08 01-10 y y 14-04-08 25-07-08 ) 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5CScale: 0.1332 e�'S. GIINE6.> WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contredor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual 'k 7.1'241.fE "9r Truss: AH5C and Warnings before construction commences. building component.Applicability of design parameters and properJ 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 atedWry 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 by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood shealhin C and/or d gR) ywan�ec). . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tr 4.No load should be appled to any component until atter an bracing and 4.Installation of truss Is the responsibility of the respective contractor. '`9 OREGON 1(/ SEQ. : 5992799 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, ` �he design Toads be applied to any component and are for-dry condition-of use. / '.1,{, r20 4 TRANS I D: 403 334 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 O14, . P fabrication,handling,shipment and installation of components. nesessary. /� 7.Design assumes adequate drainage Is uss,provided. "' _(�All- 6. 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 II I VIII III I III I 1111 II II III TPI/VJTCA in SCSI,copies of which will be furnished upon request Digs indicate with joint pate in Inches.9.Digits Indicate size of plate to Inches. MiTekUSA,InC.lCompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20= •264) 807 BC: 2x4 )(IMF S1ANTR SPACED 24.0. D.C. 2-3- 4=(-3338) 1292 14-15=(-1028` 2930 14.14e( -14) 386 289 10-21=).380) 242 WEBS: 2x4 HOOF STAND 1712 3653 i 302 LOADING 4- 5=(•2840 1155 15-16= •815) 2757 4.15=(-519) 342 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•2481) 1098 17.18=( 0) 0 15. 5=(-337) 969 BC LATERAL SUPPORT <= 12'OC, UON. DL ON BOTTOM TOTAL LOAD = 42.0 PSF 7- 8=(•2797) 1159 18.19=1177 ( -802) 2727 2776 16-16=(•161) 244 492 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. 8-20=(-710) 275 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BOG 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) ICOND. 2: Design checked for net(-5 psfl 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.O01' @ 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 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. .1 Q T f Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. T f 12 f f -05-0i' f 1 '( f Wind: 140 mpph ho22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 (All Heights), Enclosed, Cat.2, Exp.B, MV(FRS(Dir), 6.00 M-4x6 M- x4 M- X8 M• X4 • M-4x6 Q 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 •cr 4, .181-3x4 O + M-3x8 ,„11,3*_____...1 A A ...,......gir. ,.. ...... .4k,.....,411L1 illiiiin. v, CD CV 0 0 mo o tM-5x8 M 3x4 M-3x8 1617 18 0,25f� 20 21 �2 0 M-3x4+ M-5x6 B9 M-4x10 M-3x8 M-1,5x4 M-3x8 0 M-5x6(S) M-3x4+ a 2,75 12 12 2.09-12 y2 y y y y y y y , ?-05-0, 4-05-12 4-07-08 1r08-0 6-03-06 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1 2-05-08 11-11 y2-00 23-07-08 0-10 y yy14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 •.'i'' N d, 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 CC _ 1:.�2;, _E r Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper /LLL 2.2x4 compression Web bracing must be installed where shown+. Incorporation of component la the responsibmty of the building designer. 3.Additional temporary bracing to Insure stability during construdlon 2.Desitin assumes the top pe d venom cAs braced d throughout braced et DES. BY: BS Is the responslbfaty of the erector.Additional permanent bracing of continuous2nend at 1athin such as ply unldss bathed throughout dryrlen Qth by `�a. DATE: 7/11/2014 ty g 2bridgingsheeng such l bracing noeequred where s aod/ordrywell(eC>. /Mal . the overall structure la the responsibility of the buildingdesigner. 3.2x impact or lateral required where shown++ -CC. 4.Na load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992800 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. 9L -.7 f,, ,�. design loads be applied to any component and are for"dry condition'of use. / ..1)'. .2.01 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 O 14, P fabdcatlon,handling,shipment and Installation of components. necessary.sig41&.13R11.\- 7.Design assumesadequateon eodrainage isf provided.,a 6.This design is furnished subject to the Irritations set forth by 8.Platen shall be located on both faces of truss,end placed so their center 11111111111111111111 VTPIANTCA In SCSI,copies of which wiU be furnished upon request. linesgcoincideiwith joint pate In nche. -- - 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-1969(MiTek) EXPI RES:12131/2 01 5 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 30( -209) 663 BC: 2x4 KDDF #1SBTR SPACED 24.0' 0.C. 2- 30(4158 1779 17-180(.1262) 3045 17- 4=) •186) 353 WEBS: 2x4 KDDF STAND 3- 4=(•3725) 1660 18-190(.1439) 3656 4-18= -191) 182 LOADING 4. 5=(•3215 1467 20.21= 0) 0 1B- 5=( -402) 1134 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21= -1501) 4109 1B- 7=(•1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BO907 TTOM CHORD LOAD = 42.0 PSF 7- 8=(- 4286) 1837 22.23= -1449 1359 21-22= ) 3686 8.19=4171 , -269)85 9 TA46 8- 9=(-4282 1836 23-15=(•1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24'OC 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=0994) 1670 21.10=) -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=5.2515) 1227 10-22=( -310 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(0 2-13= 0) 0 22.11=( -80) 536 OVERHANGS: 10.0' 10.0' 13.14=(-2863) 1308 11-23=(•1427) 576 BOTTOM CHORD CHECKED FOR 1OPSF 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,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50' 2.84 KDDF 625) 40'- 0.0' •301/ 1775V 0/ OH 5.50' 2.84 KODF ) 625) ICOND. 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' 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' T MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' 2-08-08 2-03-03 3-01-04f -01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' .( T 1 ' f T T MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' 2-01-12 2-10-04 0- 8t-05 2-01-12 5-04-05 -03-0 3-10-08 f-----,( .( 'f i'-f 1`-'( '1 -( 1-----1 T 1' MAX HORIZ. LL DEFL = -0.131' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207' @ 39'• 6.5' - 8-00 T 1' 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 M-3x4 M-3x412 d 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. f M-5x6 M-1 5x4 0 5" =M-4x4 M-4x6 5/ 7 A 9 y ra 11 Wind: 140 m h h=21.7ft, TCDL=4.2,BCDL=6.o, ASCE 7.10 M 3x44 xr M-1.5x4 (All duration'factors'ds'Cat.2, Exp,B, MWFRS(Dr), cr o M 1.5X4 + Truss designed for wind loads to 3 / 4 in the plane of the truss only. 0 oM-3X8 �dik_n_./Allik v cov 1SIM`_ 6 to A_ c0 M-5x10 M 3X8 1` -o 20 21 23 1 0 o M 3x M+ M-6x10 0.2 M-3x8 M-3x8 0 M-3x4+ M-4x12 .-2.75 1.89 - M-5x8(S) 12 12 y k y i' )' i' y y 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 yy y y b J, J, 0-19 2-00 11-11 ,2-00 24-01 0y 10 13-11 26-01 /, y yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 scale: 0.1400 c'���NGNE S/ WARNINGS: GENERAL NOTES,unless otherwise noted: [// Z 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �W !f{J,®e _E 9f._.. and Warnings before construction commences. building component.Applicability of design parameters and proper 9L Truss: AH 3Incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be ed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at stabil 3.Additional temporary bracing to Insure stabiity during construction 2'o.e,and at 10'o.c.respeetivey unless braced throughout their length by ®�► DES. BY: BS is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or d yweli(9C). '®" • DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ sA (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. -9. OREGON SEQ. : 5992801 fasteners are complete and at no lime should any loads greater than 5.DesIgn assumes trusses areto be used In a non-corrosive environment, L. 1t` ,10 design loads be applied to any component. and are for"dry condition'of use. / 41-' 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 O14, necessary. 444F. �.` fabdcatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R..R(t.4 6.This design Is furnished subject to the irritations set forth by 9.Plates shall be located on both faces of truss,and placed so their center IIIIII I II III I II I VIII II I(III III(III TPINVTCA In BCSI,copies of which will be furnished upon request. gInes. (Digitindicate size of plate inintrinches. 10. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 11111111 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 N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF e16BTR SPACED 24.0' 0.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4= -173) 353 WEBS: 2x4 KDDF 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'OC. 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 <= 12.00. UON. DL ON BOTTOM 07 TOAL LOAD = 42.0 PSF 7- 8=)-4282` 1558 20-2 1560 1=)-1162) 3686 7.17=4171 ) -275)85 956 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24'0C 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= -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. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 KDDF ( 625) 1.0 • r „ r . , I - •r. 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 = -0.354' @ 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 = 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. I 2-01.1 3-01-07 3-01-04 5-07-13 5-04-05 5-01-02 1. 4-01-03 3-10-08 system conforms to main dicladdingrcriterig system and components and cladding criteria. 2-08-081 12-08-05� -01-1 12 Wind: 140 mpht h=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10+ 12 M-3x4 M-5X6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-4x6 Q 6.00 load duration factor=l.6, 6.00 5 M-gx4 M-1 j5x4 a 0125" =M-10x4 I Truss designed for wind loads M-3x4 Mr in the plane of the truss only. 4 M-1.5x4 0' M-1.5x4 2 v cc M-3x8 v 0 csj 0 0 1r.� -4/41#1°111111...111111111111111111111111111' 0 eco o 1 :x.15 M 5x10 1s 1718 =' ( 4 -,Ci 0 o M-3x4+ M-3x8 M-6x10 19 0.25'0 21 1 M-3x4+ M-3x8 M-3x8 0 a 2.75 1.89 A M-4x12 M-5x8(S) 12 y , 12 y J, )' )' J• J, ,, j2-00j 5-06-12 6-04-04 1-00.12,, 9-03-04 8-02-04 7-06-12 y , 0-1 2-00 11-11 ,2-00 24-01 (1)-10 ), 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0,1550 SPROP 0D e <<, N os 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 '.'k. ;�,( Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper ® E �� 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. B Y: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing ofan (B ) � erAP ,- DATE: 7/11/2014 responsibilitybuilding designer. continuous Impact sheathingr suchr labbracing plywoodqured where sown drywall c. _4 the overall structure Is the res onslWli of the 3.2x bridgingor lateral required where shown++ 1:C. c n 4.No load should be applied to any component until ever all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�7 OREGON 4(/ SEQ. :. : 5992802 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 //� ,�b ` design loads be applied to any component. and are for-dry condition'of use. -./ '9y r7.0 4-. 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 1 Q, A P fabrication,handling,shipment and installation of components. necessary.Design ass R R II,- 7. latesassumesadequatedrainageIof provided. � ,. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII IIID VIII VIII IIII IIIITPINVlCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. g.Digits Indicate size of plate to Inches, MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPI RES:12/31/2015 1111E111 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 TC: 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, 13 2- 3=(-10036) 3504 14.15=(- 2800, 8048 3.15=( -842) 308 20.11=(-2B8) 726 BC: 2x6 KDDF #1&BTO 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)+0L( 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 TC 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)+OL( 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: 2x4 BRACING AT 24'0C UON. FOR TC CONC LL 250.0 +DL 70.0)= 320.0 LBS @ 6'- 0.0' 10-11=! -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL) 250.0)+DL) 70.0 )= 320.0 LBS @ 34'- 0.0' 11.12=( -6230 2234 8.19=(-1142) 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,C018 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50' 5.43 KDDF ( 625) M,M20HS,M18HS,M16 =MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) ter. ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9' oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.l )()K \ 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 rows 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 mphh=20.7ft, 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), load duration factor=l.6, T ( 1' Truss designed for wind loads 2-09 3-02-11 3-08-05 4-05 03-0� 6-02-11 5-11-03 5-06 2-10-15 3-0012� in the plane of the truss only. f 320# 4,320# 12 M-7x8(S) 12 f 6.00 M-4x10 M 5x6 =M 6x4=M-tx4 0. 5' M 9x10 M-5x6 a 6.00 0 -o- %M-4x 3 T2 w r y l ... M-1.5x4 -N-,„o c M•3X10 .....4.....i._�o �� o ui 1 15 lB 17 ` = ��• T- 3 � /-c G �.. 14 .( - 0 C G M-6x8 M-4x10 =M-4x4 =.1-10x10 1M18HS-7x14 0.2581'9 M-4x10 M-3x8 0 M-3x4+ - 2.75 M-3x4+ =M-8x8(S) M-3x4+ 12 2.75 . M-3x4+ yp /2-11 041, y 12 > ,J y y y > , -05-0A 4-06-12 4-05 y2-00> 9-02-04 9-00-08 5-04-12 ,, > 0,119 2-05-08 11-11 2-00 23-07-08 0,-19 0-10� 0-00 0-10-1 JOB NAME: POLYGON PLAN 5-6 NH - AH 1Scale: 0.1548 '' 'G NE S'/ WARNINGS: GENERAL NOTES,unless otherwise noted: A- 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' ,( s e r 2'yr and Warnings before construction commences, building component.Applicability of design parameters and proper L Truss: AI-11 Incorporation of component Is the responsiblity of the building designer. 2.2x4 compression web bredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stabialy during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by441011°,7 /00i DES. BY: BS is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/ordrywali(BC). / fir! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ A Lr 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. --y OREGON i(/' SEQ. : 5992803 fastenera 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 � design loads be eppaed to any component. and are for"dry condition"of use. / '9y ,Z0\ 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 O 4,, fabrication,handling,shipment and installation of components. necessary. M� `-- �, P P° 7.Designlatesassumes adequated drainage Is provided. A R I 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center IIID VIII II II IIII IMO 1111111111 III IIII IIII TPIANTCA In SCSI,copies of which will be furnished upon request. 9.lines indicaate size tof plate inrInches. MITak USA,Inc./CompuTrus Software 7.6.6(1 L)•E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0' ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.] TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C, ,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mpht h=20.4it, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B,M,M2OHS,M18HS,M16MWFRS(Dir),= MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF 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 4-09 4-09 complete specifications. i' T T 12 12 6.00 17' ' 6.00 IIM-4x4 A- 3 I I • aD 0 N 4 0 th O —/O 4 R O O 10 O M-3x4 M-3x4 4-----4 J-----4 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 ASN GINE' �s/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 end is for an individual CC 1.:12$in E �r Cland Warnings before construction commences, building component.Applicability of design parameters end proper Truss: C 2.2,r4 compression wob bracing must be Installed where shown+. Incorporation of component is the responsiblOty of the building designer. 3.Additional temporary bracing to Insure stebiaty during construction 2.Design assumes the top and bottom chords to be laterally braced at `p^. DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'hill respectively unless braced throughout their length by ` Po ty P 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 bracing required where shown++ d 4.No load should be appaed to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992804 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 N TRANS I D: 403334 design loads be applied to any component and are for"dry condition'ri of use. / '9y 2� P� 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at an supports shown.Shim or wedge if O 14, fabrication,handling,shipment and installation of components. Designneessary. -MCS g P Po 7. latesassumes located one hinace Is provided., CC R R I�- 6.This design is famished subject to the imitations set forth by 8.Plates shall be located both faces otrusa,and placed so their center •• •• I,copies of ncide with joint center lines. IIIIII VIII IIID ILII'VIII VIII VIII ILII ILIIMTITPe SA,InciCompuT gy 8.Platch will be urnished 7.6.6(1 upon request. 09..lines Digits is consize for plate design values see ESR-1311,ESR-1998(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&BTA LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2- 7.(-252) 1168 3- 7= 283 205 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2- 3= -1392 328 7- 8= -95 772 7- 4= -101 446 WEBS: 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 <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6.(-1395) 339 BC LATERAL SUPPORT<= 12.00. 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 IOW ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = Muck MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OND. 2: Design checked for nett-5 osfl 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. 'f 10-03 'f 10-03 1. Design conforms to main windforce•resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. '( '( '( '( '( Wind: 140 mphh=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7.10 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D{r), 6,00 M-4x6 4 6.00 load duration factor=1.6, 4 Truss designed for wind loads 4.0' in the plane of the truss only. u M-1.5x4 10111/11fM-1.5x4 U, 0 .' 0 u; co co 0 M-3x4 0'25° M-3x4 M-3x4 0 M-5x6(S) ie 1, 1, J, 7-00-03 6-05-11 7-00-03 J' J' . 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2Scale: 0.2933 G�.\`''''t4GN!r S'/ WARNINGS: GENERAL NOTES,unless otherwise noted: 5 // 2 1.Builder and erection contractor should be advised of all General Notes 1.Tris design Is based only upon the parameters shown and Is for an Individual CC !'92011 fts 9f'... Truss: D2 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 responsibiity of the building designer. 3.Additional temporary bracing to Insure stebiity 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 T o.c.and at 10'0.0.respectively unless braced throughout their length by ` ®' po atY P continuous sheathing such as plywood sheathing(TC)and/or drywaa�C). +,�►- DATE: 7/11/2014 the overall structure Is the responsibinty of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ t Cr 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. 9 A_.OREGON �. SEQ. : 5992805 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 %" 1a design loads be applied to any component and are for'dry condition"of use. / YrLQ TRANS I D: 403 334 5.Co Trus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim lir wedge if D 14, !�Q fabrication,handling,shipment and installation of components. Dnesign assumes. "L R R I L V g P P 7.Design adequate drainage isprovided.ruse,e ` �. 8.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111TPIAAITCA In SCSI,copies of which win be furnished upon request. Digs cdawith jointaIn Ines. 9.Digits indicate size offplate Inches. nches. MITek USA,InC./CORIpUTrus Software 7.6.6(11..)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111 111111 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#16BTR; LOAD DURATION INCREASE = 1.15 1.3=(.522) 168 1-5=(-127) 422 3-5=(0) 214 2x6 KDDF M16BTR Ti SPACED 24.0' O.C. 2.3= 0)) 0 5.4=(•123) 424 BC: 2x4 KDDF N16BTA 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 BAG AREA BC LATERAL SUPPORT<= 12'0C, UON, TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -382/ 424V -32/ 34H 137.50' 0.68 KDDF625 LL = 25 PSF Ground Snow (P9) 20'• 6.0' -68/ 417V 0/ OH 5.50' 0.67 ODE ( 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 osfl g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g uplift at 24 'oc spacing.] N-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members ton . MAX LL DEFL = 0.000' @ 11'- 0.0' Allowed 0.083• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000' @ 11'- 0.0' Allowed = 0.111' Connector plate prefix designators: MAX TL CREEP DEFL = -0.012' @ 15'- 9,0' Allowed = 0.572' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0.007' @ 13'• 2.0' Allowed = 0.291' M,M2OHS,MI8HS,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 mphh=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 T j' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, intss thedplaneed offor thewind trussoads onl 12 7--M-4x4+ 12 p y' 6.0017' ''' :-.16.00 M-4x6- Lr, 0 to + sa.. M-3x4+ 00 1 co 0 M-3x6(S) M 3x6 M-155x4 M-3x4 0 J, y J 11-05-08 15-09 y y 4-09 ), ), 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 S4.(5" F[F�0.0. WARNINGS: GENERAL NOTES,unless otherwise noted: ii R 2 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown end Is for an Individual - E O9. Truss: 01 and Warnings before construction commences. building component.Applicability of design parameters and properr71.2119III" 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 end bottom ass a to be laterally braced at DES. BY: BS 2'o.c and at 10'o.c.respectively us pity unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywaA(BC). rlr;- '� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 59928064lo .No toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L b #. TRANS I D: 403334 design loads be applied to any component, and are for"dry condition-of use. ,9 '\ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes N8 beating at all supports shown.Shim or wedge if O Y 14, 2° fabrication,handling,shipment and Installation of components. necessary. 0.' 7.Design assumes adequate drainage Is provided. t 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 A R I L�- VIII)II II VIII IIII VIII VIII VIII IIII IIIITPW TCA In SCSI,copies of which v411be furnished upon request. lines coincide with joint center Foes. 9.Digits Indicate sloe of plate In Inches. MITek USA,Imo/CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KOOF #18BTR BC: 2x4 KDDF N1&BTA LOAD DURATIONSPACED 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'OC. 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 BAG REQUIRED BRO AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0"- 0.0' -96/ 594V -50/ 57H 5.50' 0.95 KDDF 625 OVERHANGS: 10.0' 0.0' 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10080. 2: Design checked for nett-5 asfl uplift at 24 'cc sP acing. Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = rus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M20HS,M18HS,M16 = MiTek MT series 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 TO PANEL LL DEFL = 0.026' @ 8'. 6.3' Allowed = 0.383' MAX TO 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', NTENT DOES 12 t2 NOTIGN EXCEEDU119%ATESITIMEEOF MANUFACTURE. 6.00 ' IIM-4x4 a 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, - i1i* old duration, Enclosed, Cat.2, Ezp.B, MWFRS(Dir)lload durationfactor=l.6, Truss designed for wind loads in the plane of the truss only. 0 Mf;) 01 41 '4111111111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII lagilliffinOMIEMMININIMEMIIIIMLINIMMINIMINEEMIMMOMMEMOMMA 1i c 0 M-3x4 M-1.5x4 M-3x4 y y y 5-10 5-10 J. y y 0-10 11-08 JOB NAME: POLYGON PLAN 5-B NH - E2 Scale: 0.4999 s5a G11\1F 9ss/O WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ��� !(�� ?9('.'. and Warnings before construction commences. building component AppllcahiGty of design parameters and proper �® 'E Truss: E 2 Incorporation of component is the responsibility of the building designer. 2.Zx4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stabitty during construction DES. BY: BS Is the responsibility of the erector.Additional permanent bred of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ®� W H P rW continuous sheathing such es plywood sheathing(TC)and/or drywae(BC). j/+! - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a Q 4.No load d should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON Zlj' SEQ. : 5992807 fasteners are complete end at no time should any loads greater than 5.Design assumes Wsses are to be used Ina non-corrosive `e environment, ?f \ A design loads be applied to any component and are for'dry condition"of use. / '9)" 2. i 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., AQ fabdcatlon,handling,shipment and Installation of components. nesigs assry.umes p :/�e L V. 6.This design Is furnished subject to the Irritations set forth by 7.Plates shall be locatedgon both faces sl of truss,and placed so their center R'`" III II II II VIII III I I III VIII III IIII IIIITPIANTCA in BCSI,copies of which will be famished upon request 8.lines coincide with Digits indicate sizejof joint plate nInrinches. 10. MiTek USA,InalCompuTrus Software 7.6.6(IL)-E For basic connector plate design values see ESR-1311,E5R-198e(Welt) EXPIRES:12/31/2015 MILLI I ILII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' ICOND 2' Design checked for nett-5 psf) uplift at 24 'oc spacine.l TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 816BTfl SPACED 24.0. O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 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. 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: 140 mph, hts),6En Enclosed, at.2,LExp. ASCE 7.101 M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 12 12 6.00 17 I I M-4x4 Q 6.00 3 m 0 r, 0 t7 m 4 m e,,— O Tr R � ,- 1 0 O o M-3x4 M-3x4 ), ), ), y 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 S���NGpN IStjO WARNINGS: GENERAL.NOTES,unless otherwise noted: ,(/I 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual �4� '-52'0 0 E �r Truss: El 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 responsibialy of the building designer. 3.Additional temporary bracing to Insure stabaty during construction 2.Design assumes the top and bottom chs to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout lhelr length by Is the responsibility of the erector.Additional permanent bracing of continuous sheath) such as plywood sheathin C and/or d (B ) �' DATE: :7/11/2014 responsibilitybuilding designer. bridging or Plyeq g(r s rywan c, f, a.,.. i the overall sWdure is the lea ns16111 of the 3.20 Impact brio I or lateral bracingrequired where shown « 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,7 OREGON 4' SEQ. : 5992808 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. Zj 1a ,` design loads be applied to any component. and are for'dry condition"of use. / -1), siO 4 TRANS I D: 403334 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If Q 14, `y fabrication,handling, rte sign assumescessary. MERR lt.-L e shipment and Installation of components. 7.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,and placed so their center s coinci with j center Ines. IIIIII II I VIII VIII VIII VIII VIII ILII ILIIMITe USA,InCs/CompuT s(SoI/WTCA In BCI,copies of whch ftware 7.6.6(IL)-E ll be furnished uponrequest 10.For basic coon ectoroint plate design values see ESR-1311,ESR-1088(Wok)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 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF J/1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4e(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF q1&BTR 2-3=) .10) 5 WEBS: 2x4 NODE STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <o 12'0C. UON. IC 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 LL231. +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 KDDF 625 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. ICOND. 2: Design checked for net1-5 psfl uplift at 24 'oc spacing.' specs..R For hanger - See approvedplans BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD, TOP pP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX IC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,C18,C1418 (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' T f T MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 1Z. 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, co -All (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads l CO in the plane of the truss only. 0 O 4 O O �I . 0/111111111111111111111111111111 0 „ 4 M-5x16 M-3x10 5-08-04 0-03-12 y ), 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRDScsle: 0.5462 g<<,JG NE '61 WARNINGS: GENERAL NOTES,unless otherwise noted: 45 rid 17- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual r7{ 0 E 1•! Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper S 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 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 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,.f®!.- 141111.".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 'Cr 4.No load should be applied to any component until after at bradng and 4.Installation of truss Is the responsibllily of the respective contractor. OREGON l(/ SEQ. : 5992809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used In a non-corrosive environment. 4- v \b ,` design loads be applied to any component. and erefor'dry condition'of use. / '91' i2o TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility tor the 6.Design assumes Tull bearing at all supports shown.Shim or wedge If O 14., 6P fabrication,handling,shipment and Installation of components. necessary. 6.This design Is famished subject to the 6rNtations set forth 8.Designlatesassumes adequate one otac drainage Is provided., M RA I LL 1111111 II II II II VIII VIII VIII VIII 11111 Ell 9 1 by B.Plates shall be located both feces of truss,and placed so their center TPINVICA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITeItUSA,Inc./CompUTrumSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 1111 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/D0F/Cq=1,00 TC: 2x4 KOOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=(-54) 72 2.4=(-187) 169 BC: 2x8 HOOF #1&BTR 2-3=1 10 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12'OC. MON. 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 <= 12'0C. UON. BC UNIF LL120. )+DL(102.2)= 223.0 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -170/ 881V -41/ 104H 5.50' 1.41 KDDF ( 625 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. )COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) '• For hanger specs. - See approvedplans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9 p pp 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 TO PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' M,M2OHS,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 6.0017- 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 7-10t i (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), l .6, Truss designed for wind loads .Illiiii11111 in the plane of the truss only. to cI 4- 01111111111111111111111111111111 0 v 0 M IiI m 4 0 -,, M-5x16 M-3x10 *R 5-08-04 0-03-12 J, 1, 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 ��j<r�tJGINF R0 WARNINGS: GENERAL NOTES,unless otherwise noted: / Z 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 . 7,92$11 E �r Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown+, incorporation of component Is the respensidity 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. B Y: 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 continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). `/i�� '' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l 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. 9 OREGON l(/ SEQ. : 5 992810 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- 'h \ ,` design loads be applied to any component. and are tor'dry condition'of use. / '9y 2� ..� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a0 supports shown.Shim or wedge If O lc P labdcation,handling,shipment and Installation of components. rte sessary. L R RIO' V 7.Design assumes adequate drainage Is provided. ) �. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (VIII II I VIII III VIII 1111 11111 IIII IIII TPI/WTCA In SCSI,copies of ( request. size MITekUSA,lna/CompuT s Software 7.6.6(1L)E lines iicooaFForbsindicate connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 11111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 8.9" ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.( TO: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k1&BTA SPACED 24.0' O.C. NOT EXCEED 194 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT serriesies (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 1' 1' 12 12 6.00 Q 6.00 IIM-4x4 f 3 • I 1 N- 0 to O N 4 C9 M O,e- --/O /` c/_ t %%////////////////////////////////////////////////////////////////// o M-3x4 M-3x4 1, y /, 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 Scale: 0.6079 '�'NGNE' 1Sj WARNINGS: GENERAL NOTES,unless otherwise noted: 41/ •.r'/®, E "V-7 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 /7i ILS Truss: G1 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 responsiblkty of the building designer. 3.Additional temporary bracing to Insure stadiy during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' BS 2'o.c.and at 10'(.s.respectively unless braced throughout their length by la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(aC). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e1 (r. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � OREGON SEQ. : 5992811 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, b � design toads be applied to any component. and are for"dry condition"of use. / q y _Z� 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility the 6•Design assumes NII bearing at all supports shown.Shim or wedge If O 14., 6�' fabrication,handling,shipment and Installation of components. necessary. �`'pr-� 7.Design assumes adequate drainage Is provided. �7 I1 i�>r 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 VIII I II VIII II I IIII VIII I III III(IIITPINVTCA In SCSI,copies of which will be furnished upon request. hags coincidewith Jointainn fines. 9.Digits Indicate size a}fpplatete in Inches. MITchUSA,Ina/COmpUTrusSoftware 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I111 11111 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 M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. 0.C. 2.3=(-63) 29 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: 14.2' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50' 0.65 KDDF 625) Connector late prefix designators: 5'- 0.2' 0/ 64V 0/ OH 5,50' 0.10 KDDF 625 C nN ctorCpla (or no prefix)g LL = 25 PSF Ground Snow (Pg) 5'- 3.0' -58/ 140V 0/ OH 1.50' 0.22 KDDF 625) N = CompuTrus, Inc 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: oesign checked for net(-5�sf1 uplift at 24 oc spacine.l 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' 4.00 ' 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 mphh=20ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, ,r, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads o in the plane of the truss only. M-3x4 N to m 0 I 2 4 >- y y y y 1-02-04 (PROVIDE FULL BEARING;IJts:2.4,3J 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 �50 PROpe ����ir 5/ WARNINGS: GENERAL NOTES,unless otherwise noted: - 2' G3 1.Builder and erection contactor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown end Is for an Individual �� !g2.11 E Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper � 2.244compression web bracing must be Installed where shown+, Incorporation of component Is the responsibitty 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 bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by O� DATE: 7/11/2014 responsibility g designer. continuous sheathing such as plywooegsheed when C)and/ordrywall(13C). /rte.. . the overall structure Is the of the building 3.Zx Impact bridging or lateral bradngrequired where shown++ -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 iz✓ SEQ. : 5992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G V - ,fib ,r\: design loads be applied to any component. end are for'dry condition'of use, / j.. 2�. _L. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hilt bearing at all supports shown.Shim or wedge if O 14, T fabrication,handling, necessary. jt L� �5 shipment and Installation of components. 7.Design assumes adequate drainage Is provided. i r�.RIO- 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 II II VIII VIII VIII VIII VIII IIII IIIITPlnnrrCA In BCSI,copies of which will be furnished upon request. Tinge coincide with jointcenter Ines. 9.Digits Indicatep size of plateteIn Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND, 2: Design checked for nett-5 psfl uplift at 24 'oc soacing,I TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF g16BTfl SPACED 24.0. O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. MON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12'OC. MON. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mphl h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,M,M2OHS,M18HS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF 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 complete specifications. 12 4.00G' 3 to 0 0 ct tn/-- O) 0 cV 1 i///////////////////////////////////////% 4 M-3x4 y J. /, 1-02-04 5-03 JOB NAME: POLYGON PLAN 5-B NH - G2 Scale: 0.7728 5��' NG NE S/ WARNINGS: GENERAL NOTES,unless otherwise noted: - ,!i/l, �•9` 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 'Cry. '-9L 0 E r.. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: G2 Incorporation of component Is the responsiblity of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.e,respectively unless braced throughout their length by o DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(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++ eD 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. `y OREGON SEQ. : 5 992813 fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used Inc non-corrosive environment, ` ,� �a � design loads be applied to any component. and are(or'dry condition'ofuse. / '9y iV. 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 r 14, �p necessary. -/y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R'R 1 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 III II VIII II IIID II VIII VIII I IIII TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint acenter Ones. _- 9.Digits oincide size of plate tino Inches. MITekUSA,InC./CompUTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 1411,BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 799 1-4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 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 BOG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12.00. 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 KODF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ;COND. 2: Design checked for net(-5 null uplift at 24 "Os soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 0-05-12 MAX HORIZ. TL DEFL = 0.000' @ 6'- 7.7' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19k AT TIME OF MANUFACTURE. 4.00(7 ". Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Iti.ris), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads iin the plane of the truss only, ......diiiiiiiiiii Lc) co e N . Z 121111111111111111111111111111111111111111111111111111111111111111111 0 1 ►�4 M-3x4 M-1.5x4 J. J. J. 6-07-12 0-05-12 y > 7-01-08 c1,5.0 PR opes, JOB NAME : POLYGON PLAN 5-6 NH - G4 Scale: 0.5588 e,��' ks4/ S'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �((h/ -f� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an individual � - 7G 0 E (� G4 and Warnings before construction commences. building component.Applicability of design parameters end proper / Truss: G4 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsiblity of the building designer. 3.Additional temporary bracing to Insure slabliry during construction 2.Design assumes the top end bosom chorda to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/�" DES. BY: B S Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaillBC). r�•'- DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. -7 OREGON b ��' SEQ. : 5992814 fasteners are complete and at no rime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L design loads be applied to any component. and are for"dry full bearing of use. LSO qY 14 V '`". TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge If �y`i necessary. P VV fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. L R A LL\-' 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 IAWCA in SCSI,copies of which will be furnished upon lines ncide with joint nter Ines. 1113111111111111 Mire USA,lnc.lCompUT S Software 7.6.6(1L)-E request. 10.Digits basic connector oplatedesign values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31(2015 1IIII II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacind.l TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #168TR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT<= 12'OC. UON. LOADING Design conforms to main windforce-resistin BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9 9 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mphh=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud tailifors, Refer to CompuTrus gable end detail for complete specifications. 12 2 .,, 4.00 C:,'" 0 0 . IIIIIII u7 N 1 1.-„,_ v 0 M-3x4 3 y y 5-01-08 JOB NAME: POLYGON PLAN 5-B NH - G5 Scale: 0.8258 '0'R��1)R°1NE. 0jp�l" WARNINGS: GENERAL NOTES,unless otherwise noted: G5 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and Is for en Individual ,.�;C/ . JE Truss: G5 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 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 c 0.0.and at 10'o.o.respectively unless braced throughout their length by oho DATE: 7/11/2014 responsibility m designer. continues bridging such as plywooequir sheathing(TC)n andlor drywatl�ec). Vie.. . the overall structure is the of the building 3.2r Impost brit I or lateral bracingrequired where shown++ CC 4.Na lad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992815 fasteners are complete and at no lime should any loads greater then 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. \ 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 4% .'9Y 14,`:Z0 - -L. fabriatlon,handling,shipment and installation of components. Dnesign provided.drainage is /�r t�A I- gP__ 6.This design is furnished subject to the Irritations set forth by 8.Plate shall be loategd on both faces of trs,and placed so their center C 1111111111111111 TPIANTCA In SCSI,copies of which will be furnished upon request. 9.linesDIindicate size of plate Inrinches. 10. MiTek USA,Ino.ICOmpuTNSSoftware7.6.6(1L)-Z For basic connector plate design values see ESR-1311,ESR-1988(dITek) EXPIRES:12/31/2015 IIIIII I III 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 TO: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1-3=( 0) 50 2.8=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. 2-3=(-366 181 3-4=(.259) 116 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5=(-189) 85 BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 6-7=( -42) 19 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.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' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'• 11.2' -169/ 346V 0/ OH 1.50' 0.44 KDDF i 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 net(-5 osf) uplift at 24 'oc spacing.I 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' MAX TC PANEL TL DEFL = •0.051' @ 2'- 11,9' Allowed = 0,596' 6 MAX HORI2. 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=l.6, Truss designed for wind loads c in the plane of the truss only. M-3x6(S) ' 0 PQ' ,- 3,) M 0 t. o i -/ 8 o M-3x4 J, J• y 1, 0-10 6-00 13-10-15 PROVIDEFI R ARIN.)Jt3:2,8 9.4 5.6 71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 �5�e �GPN qs�o WARNINGS: GENERAL NOTES,unless otherwise noted. 2 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual CC- e �0 0 :E r Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 7/LL 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 stablity during construction 2.Design assumes the top and broom ahs to bo 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 continuous sheathing such as plywood sheathing(TC)andfor drywal C). `)law.- 4W.. 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 tippled to any component until after all bracing and 4.Insletlation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5 99 2816 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, - /f' 1tu �� design loads be applied to any component. and are for'dry condition"of use. / .9 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge If O Y 14, 2 '+ fabrication,handling,shipment and Installation of components. necessary. hh1' NOD 6.This design Is furnished subject to the limitations set forth 7.Designlatesassumes adequate both drainage Is f provided.,a MFR R L`,; I IIIIII IIII�IIII VIII VIII VIII VIII III IIII jby 8.Plates shall be located on both faces of truss,and placed so their center • TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center Woes. 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 venues see ESR-1311,ESR-1888 pdiTek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-7=(0) 0 BC: 2x4 KDDF #18,BTR SPACED 24.0' O.C. 2-3= -327) 162 3.4= -220 97 TC LATERAL SUPPORT<= 12'0C. UON. LOADING 4-5= -154) 70 BC LATERAL SUPPORT<= 12'0C. 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 BOG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'. 0.0' -23/ 352V -69/ 301H 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' -168/ 347V 0/ OH 1.50' 0.44 KDDF ( 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 ICOND. 2: Design checked for net(-5 osft 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' @ 3'- 7.4' Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'• 11.9' Allowed = 0.596' ' 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. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6,0017 Wind: 140 mph, h=23,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads / v in the plane of the truss only. M-3x6(S) c o> ro•••••••••••••••••••3001011° ri m 0 o 1 -s 0 M-3x4 0-10 6-00 11-11-11 (PROVIDE FULL BEARING;Jts:2.7.3.4.5.6I JOB NAME: POLYGON PLAN 5-B NH - J9 Scale: 0.3077 5<(' NG NF 9'S WARNINGS: GENERAL NOTES,unless otherwise noted: 2�. 1.Builder and erection contractor should be advised ones General Notes 1.This design is based only upon the parameters shown and Is for an individual :� ,1:(�2 e e E r Truss: J9 and Warnings before construction commences. Incorporationuilng opof a nt.Applicability neN is the of responsibility parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Po P ry of the buildingd 3.Additional temporary bracing to insure alabiety doting construction 2.Design assumes the top end bottom chords to be laterally braced at , 1 -_ DES. BY: BS is the responsibility of the erector.Additional permanent brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ��► po h nD continuous sheathing such as plywood sheathing(TC)and/ordrywau(BC). _.....e ,......- DATE: �" - 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 CC- 4.No load should be applied to any component until alter all bracing and 4.Installation of truss 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 areLos o be used in a non-corrosive environment, �L /� 1� �� design loads be applied to any component. and ere tor'dry condition"of use. / '9 j+ rLQ . TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Mi bearing at all supports shown.Shim or wedge if O 14, ON fabrication,handling,shipment and installation of components. necessary. /� V. R po 7.Designlatesassumes adequatedon drainage is provided. FR R I L`" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center II II II II III III I I II VIII I III(III(III TPUWTCA In BCSI,copies of which will furnished upon request git cIndcide with joint pcenterteInches.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-1900(MiTek) EXPI RES:12/31/2015 III) I IIII 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 1/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF p1&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'OC. UON. LL( 25.0)+01.( 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 BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 353V -61/ 265H 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 INC 2012 NOT BEING MET. 5'- 11.2' -162/ 343V 0/ OH 1.50' 0.44 WOOF ( 625) 9'- 11.2' -119/ 239V 0/ OH 1.50' 0.31 KOOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -108/ 226V 0/ OH 1.50' 0.29 KOOF625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7' -15/ 32V 0/ OH 1.50' 0.05 KDDF ) 625) ICOND. 2: Design checked for net(-5 asfl uplift at 24 'oc spacing.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' 6 MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4' Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' (i MAX HORIZ. LL DEFL = -0.004' @ 15'. 10.9' 5 MAX HORIZ. TL DEFL = -0.004' @ 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 7-10t (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 3 co 0 0 1 -, 0 M-3x4 J, > J. J. 0-10 6-00 9-11-11 PROVIDEFI B ARIN•'Jts:2,7 3.4.5.6) PR Ope JOB NAME : POLYGON PLAN 5-B NH - J8Scale: 0.3315 �j‘ '•?svN> SAO � 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 and Is for an Individual CC .��0, E r- Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be where shown+, incorporation of component is the responaibiiry of the building designer. 3.Additional temporary bracing to Insure InstalledtAGty duhng construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: BS2'o.c.and et 10'hin such a unless braced throughout their length by Is the reaponslWGty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). .r L DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ / (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992818 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 b �� design loads be applied to any component. and are for"dry condition'of use. / '9r .201 P� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If O 14, fabrication,handling,shipment and installation of components. necessary. 4,/, . ARIL 0 7.Plates assumes adequateodondrainage Is ptruss, AIRIO, 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)IIII 1101 IIII 11111 )IIII IIII)IIII IIII TPINVICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. S 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-1888(Welt) 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 4WRIODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2- 0) 42 2-6=(0) 0 BC: 2x4 KDDF g18BTR SPACED 24.0. O.C. 2-3= -246 122 3-4= -148) 61 TC LATERAL SUPPORT<= 12'OC. UON. LOADING 4-5=( -67) 31 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 OVERHANGS: 10.0' 0.0' TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF 1625I C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 M,M2OHS,MI8HS,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 IAC 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. ICONO. 2: Design checked for net(•5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 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 MAX TC PANEL TL DEFL = -0.052' @ 2'- 11.9' Allowed = 0.596' y 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. it Wind: 140 mph h=22.7ft, 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 d in the plane of the truss only. 0 3 N. #1111111e1111/111111°111°.°11 m o� M-3x4 L. )' y y 0-10 6-00 7-11-11 (PROVIDE FULL BEARING;,jts:2.6.3.4.51 JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: D.3785 ,���.5) PR sj0' WARNINGS: GENERAL NOTES,unless otherwise noted: {///� 2.9- .. 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown end Is for an Individual '� .!y ®e E f Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2X4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibiity of the building designer. ,/ 3.Additional temporary bradng to Insure stability during consWdlon 2.Design assumes the top and bottom chords to be laterally braced at -/� rf'' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ®�► DES. BY: BS lathe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel C). `+an• DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a c 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. OREGON <!j' SEQ. : 5992819 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, L. .Pj ,fib r� design loads be applied to any component and are for"dry sondition'of use. / q y 2Q .t.,. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge If O 14, P fabrication,handlnecessary. /� R AtL� ng,shipment end Installation of components. 7.Designceassumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 9.Plates shall be located on both laces of truss,and placed so their center 1111111111111111111111 TPInNrCA In SCSI,copies of which will furnished upon request. Digs coincide ncatwith joint ate In Ines. 9.Digits indicate size of plate to inches. MITelo USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1956(MITek) EXPIRES:12/31/2015 011111 111 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 q1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2.3=(-208 105 3.4=(•102) 46 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -38) 18 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 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 KDDF 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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -159/ 354V 0/ OH 1.50' 0.45 KODF 625) REQUIREMENTSREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50' 0.24 KDDF ( 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(-5 psf) 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 TO 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' MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' �( to MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19'k AT TIME OF MANUFACTURE. I� � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22,2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, a Truss designed for wind loads o in the plane of the truss only. 0M O C 1,111111%. li 1111111111111.111111111111. 6►-� --:64. / 0 M-3x4 (, 3, 3, 3, 0-10 6-00 5-11-11 (PROVIDE FULL BEARING'Jts:2.6.3.4.51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 'S'�NG NE• P WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder end erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �� I��8 0 E �r Truss: J6 end 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 responslbinty of the building designer. iiii,r, 3.Additional temporary bracing to insure stednty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2' and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywea(BC). `r4199r! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Lr 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. '9 OREGON. b UJ SEQ. : 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, 4- 'j .� ,` design loads be applied to any component end are for"dry conditioni of use. / '9)✓ 2° -'- TRANS I D: 403334 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If O 14, HiQ fabrication,handling,shipment and Installation of components. necessary. .// 7.Designlatesassumes adequateatedon drainage Is truss,e R RIO" 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located both faces of truss,end placed so their center 1 11111(III'VIII VIII VIII IIID VIII(III(III TPIANTCA In SCSI,copies of which win be furnished upon request. Digit coincide lictwith joint ate In 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-1688(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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 N18BTR SPACED 24.0' O.C. 2.3=(-170 99 3-4=( -76) 34 IC LATERAL SUPPORT <= 12'0C. 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 BRG REQUIRED BRG 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)(or no prefix) = CompuTrus, Inc 5'- 11.2' -164/ 368V 0/ OH 1.50' 0.47 KDDF 625) M,M2OHS,M18HS,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 psf) uplift at 24 'oc soscing.I 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 IC PANEL LL DEFL = 0.028' 0 3'• 4.9' Allowed 0.397' 4 MAX TC PANEL TL DEFL = -0.048' @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = •0.002' @ 9'- 10.9' 12 w MAX HORIZ. TL DEFL = -0.002' @ 9'- 10.9' 6.00 1 .. 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All eights), Enclosed, Cat,2, Exp.B, MWFRS(D{r), load duration factor=l,6, �( c Truss designed for wind loads in the plane of the truss only. u'1 Co o v 1 e 5e� -, 0 M-3x4 . i, y y 0-10 6-00 3-11-11 :r r .. , JOB NAME : POLYGON PLAN 5-B NH - J5Scale: 0.4887 `C,.c‹<, N �L��ScS', WARNINGS: - GENERAL NOTES,unless otherwise noted: 5 -T ' . 1.Builder end erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown end Is for an individual :(�- - g2 v9 ®/ E r Truss: J 5 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 responsiblty of the building designer. 3.Additional temporary bredrg to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 4111,S :. . 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 continuous sheathing such as plywood sheatNng(TC)and/or drywal�C). `!,,- ®/ WP DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' 4.Na load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. ;-9 .OREGON �' SEQ. : 5 992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment. ` /J' 1� design loads be applied to any component. and are for"dry condition'of use. / q y 20 S. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim of wedge if O 14 necessary. 4 , T 6.This design is furnishedshipment subject to the irritations set setrforth bye 8.P. 7. latesassumes shallbe located on both faces oIs lWss,and placed so their center .1R/:111.•\"0P 1111 II I I II II VIII VIII 1111 IRO'(III TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTekUSA,IrtC./COfnpulrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 1111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-3=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-126) 92 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=( -64) 25 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 BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -24/ 353V -29/ 135H 5.50' 0.57 KDOF ( 625) C,CN,CI8,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,M20HS,M18HS,M16(or = Wel( MT series 5'- 11.2' -142/ 337V 0/ OH 1.50' 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -13/ OV 0/ OH 1.50' 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psft 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 • -eMAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3' Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' 6.00E77 ri 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. (� v. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, d Truss designed for wind loads in the plane of the truss only. c3 c v o 5► -7, M-3x4 1, y 1- y 0-10 6-00 (PROVIDE FULL REARING;its:2.5.3.41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 PRop �:iktp' SAO' WARNINGS: GENERAL NOTES,unless otherwise noted: 11 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown end is for an individual 4Z ,r(�S 0 _ E r Truss: J 4 end Warnings before construction commences. building component.Applicability of daslgn parameters and proper 7,kle 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabltty during construction 2.Design assumes the top end bottom chordss to be laterally t their 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 requiredething(re end/ordrywel C). fWM;- the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ 4 Cr 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 40 SEQ. : 5992822 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, 1Y` /f' 1a k TRANS I D: 403334 design loads hasbe apus controllied to aver aassut, and an assumfor es condition" dbearingf atse. all supports shown.Shim or wedge If 42 ''7-91,'9 y )4, Z�to- fabrication, �- 5.CompuTrus no over and assumes no responsibility for the 6.DesiV� fabdcoUon,handling,shipment and Installation of components, necessary. ^' V 6.This design Is furnished subject to the Imitations set forth 7.Designlatesassumes adequateodon othc drainage is provided.en ,y/ R R ILS' I VIII(VIII VIII VIII(III)VIII VIII(III(III g 1 by 8.Plates shall be located both faces of truss,end placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. Ones coincide with joint center toes. 9.Digits Indicate size of plate In Inches. MITekUSA,Inc./COmpuTfusSoftware 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 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 2-4=(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 <= 12'0C. 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/ 379V •22/ 104H 5.50' 0.61 KDDF i 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. (GOND. 2: Design checked for nett-5 asf) uplift at 24 'oc soacing.I 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 TC 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' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. c 0 c%) o v I c ►1 4.t M-3x4 3' 3' 3, 0-10 (PROVIDE FULL BEARING:Jts:2.4.3I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 5��nvG R `SS Scale: GENERAL NOTES,unless otherwise noted: h/ v-� 1.Builder and erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown and Is for an Individual ltd �L 0 0 -.E -,r'.. and Warnings before construction commences. building component Applicability of design parameters end proper Truss: J 3 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stabiOty 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 cc.and et 10'cc.respectively unless braced throughout their length by � `_� ���' continuous sheathing such as plywood sheathing(TC)and/or drywall C). ..---m...- DATE: - - DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ a C I, ' 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. y A- Cri OREGON SEQ. : 5 992823 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- "7 .. ,\t+ ;` TRANS I D: 403334 design loads be applied to any component. 5. and are for'dry condition'of use. 6. / 'Q)✓ .1P �- CompuTrus has no control over and assumes no responsibility for the Design assumes fun bearing at all supports shown.Shim or wedge It O 14., fabrication,handl) necessary. /y 0P. ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. RR 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 II VIII III 11 IIII VIII 101 11 1111 TPINJTCA in SCSI,copies of which will be furnished upon request Digs colndde with joint Ines. 9.Digits Indicate size off pplatete IInches. nches. MiTek USA,InciCompuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e9(MiTek) EXPIRES:12/31/2015 1111 11 III 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0)'0 BC: 2x4 KDDF #16BTR SPACED 24.0' 0.C. 2-3=(-63) 49 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOAZ BAG 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) 3'- 10.9' -99/ 114V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = NiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 9sf1 uplift at 24 'no spacing.) 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' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' 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' MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4' Allowed = 0.333' 12 6.00 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 system and components and cladding criteria. Wind: 140 mphh=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DLr), load duration factor=1.6, Truss designed for wind loads .1- in the plane of the truss only. 0 C:.1 m o1 v 0 1 -! M-3x4 y y .1- 0-10 0-10 •:o r , • • 6-00 R O A- JOB NAME : POLYGON PLAN 5-B NH - J2 Beale: 0.639a �\��<t'RNGIN .i 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 t� ;.C��0 0 E �r and Warnings before construction commences. buiIncorporation aompof cnt.mponen is the r design parameters and properj Truss: J 2 2.2x4 compression wpb bracing must be installed where shown Design assumes e the opant Is the mspo dto or the ally ing designer. �/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to bo laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.e.respectively unless braced throughout their length by 0� Pe ty P continuous sheathing such as plywood shealhing(TC)andlordrywalBC). �y�a! DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after an bracing end 4.Installation of buss is the responsibility or the respective contractor. OREGON 41/ SEQ. : 5992824 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- ' - - P\ r` and are for'dry condition'of use. / `9y. design loads be applied to any componentZ 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 O r4, r_ fabrication,handling, nesegsary. - V shipment and installation of components. 7.Design assumes adequate drainage is roWded. iii, FIR10- 6. 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 VIII)111111111111111 1111111111 111111111 1111TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint an lines. 9.Digits Indicate size of platete le Inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Welt) EXPIRES:12/31/2015 1E1 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 l-2= 0) 42 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0. O.C. 2.3=(-35 40 IC LATERAL SUPPORT<= 12'0C. 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 BAG 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 NODE ( 625) 1'- 10.9' -108/ 90V 0/ OH 1.50' 0.14 KDDF625) (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 NODE ( 625) Connectorplate prefix designators: 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 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 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' 1' T MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0' Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145' 12 MAX BC PANEL LL DEFL = 0.005' @ 2'- 8.6' Allowed = 0.250' 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' v in the plane of the truss only. c of 0 of 1 ►Z� ►�14 M-3x4 y ), y 0-10 (PROVIDE FULL BEARING'Jts:2„3.4) 6-00 JOB NAME : POLYGON PLAN 5-B NH - JiScale: 0,7144 '<c tin 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 ;��. !,. e.8� Truss: J1 and Warnings before construction commences. building component.Appacability of design parameters and proper77 E 2.2x4 compression web bredng must be installed where shown*. incorporation of component Is the responsibity of the building designer. 3.Additional temporary bredrp 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 bredng of 2'o.e.and at 10'o.e.respectively unless braced throughout their length by ®� DATE: 7/11/2014 p y g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,�.. the overall structure Is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after aR bredng and 4.Installation of truss Is the responsibility of the respective contractor. OREGON c' SEQ. : 5992825 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 ",0".. b iN design loads be applied to any component. end are for"dry condition"of use. 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 O ' y 14., 20 P} fabrication,handling,shipment end Installation of components. necessassumes ary. provided.s MF'AAIi.\- 6.This design Is furnished subject to the Irritations set forth by 8.Platesnshall be located on bouate th facese lof truss,sod placed so their center 11111111111111111111 TPIIVVrCA In SCSI,copies of which will furnished upon request. Digs Indicate with joint acenter nche. 9.Digits Indicate size of plate in Inches. MITekUSA,InC./COrI1pUTR15Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 III 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- 8=( -97) 190 8. 7=( 0) 18 BC: 2x4 KDDF 1,1&BTR SPACED 24.0' O.C. 2- 3=(-257) 48 7- 90(-158) 297 7- 3= 0) 49 WEBS: 2x4 KDDF STAND 3-LOADING 3. 4=(-2241) 105 05 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=) -68) 32 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 ERG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -29/ 351V -53/ 231H 5.50' 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 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 KDDF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'• 11.7' -50/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psfl 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 = 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' 'r T MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' i -/ 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 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, 3 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(D>r), load duration factor=l.6, o Truss designed for wind loads NI- c in the plane of the truss only. 0 r; M-4x6 co o M-3x4 R18 - c on g - off" M-3x4 c o N O N M-3x4 M-1.5x4 N 1. 1. ), ), 2-03-12 2-10-08 0-09-12 0-101. 2-05-08 ,, 11-06.03 y 6-00 7-11-11 [PROVIDE FULL BEARING:Jts:2.9.4,5,61 iD PR Scale: 0.3025 ',t, JG IN , s/a JOB NAME: POLYGON PLAN 5-B NH - J7C A- WARNINGS: GENERAL NOTES,unless otherwise noted: a (//; 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 03,L4a ,E 9< Truss: J7C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component Is the resporuldity of the building designer. / 3.Additional temporary bracing o insure stablity donng 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 length by ®/�' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheath) such as plywood sheathing(TC)C and/or d ft/U!,- DATE: 7/11/2014p Lino aR s rywati(ec). the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4�r7�,OREGON 40 SEQ. : 5992826 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, �`i "'7,9 01� design loads be applied to any component. and are tor'dry condition"of use. O ]' 14 2 ��� 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 fabrication,handling, necegsary. M� shipment and installation of components. 7.Design assumes adequate drainage Is provided. L 8.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII 11111 11111 III TPINJrCA In BCSI,copies of which will furnished upon request. Digit coincidetwith fplate comer Ines. P 9.For connect jointoeto Ines. EXPIRES:12/31/2015 MiTek USA,InC./Corti uTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII 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&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2. 8=(-102) 178 8. 7=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0' 0.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=(0 ) 49 WEBS: 2x4 KDDF STAND 3. 4=(-213) 71 3- 9=(-289) 171 TC LATERAL SUPPORT <= 12'0C. UON. LONDIOG 5. 6_ -1 77 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,N) ON TOP CHORD = 32.0 PSF 10O110 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 24.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) P 9 0'- 0.0' -27/ 356V -39/ 215H 5.50' 0.57 KDDF ( 625)18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF625 M,M2OHS,MI8HS,M16 = MiTek MTseries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -136/ 299V 0/ OH 1.50' 0.38 KDDF ( 625) 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: Design checked for nett-5 PO) 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' 11.11 11 MAX TL CREEP DEFL = -0.014' @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.042' @ 11'- 11.7' Allowed = 0.200' f 1' MAX TL CREEP DEFL = -0.048' @ 11'- 11.7' Allowed = 0.267' ', MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19'o AT TIME OF MANUFACTURE. 6.0017 I'd Design conforms to main windforce-resisting system and components and cladding criteria. co• Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c c load duration factor=l,6 Truss designed for wind loads m r, ,n in the plane of the truss only. M-4x6 ° M-3x4 co WB _ o ', O m 9 - t oJ� wolf minim M-3x4 M-1.5x4 ' a N 6 O O M-3x4 b J. J• 1- 2-03-12 2-10-08 0-09-12 J. 1- J' 1' 0-10,, 2-05-08 ,, 9-06-03 y 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2.9.4,51 JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 <0 GINE' FSS, WARNINGS: GENERAL NOTES,unless otherwise noted: /rJf R O�_� 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 ,:'C. .�G•• ❑ r Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bredng must be Installed where shown+- Incorporation of component is the responsiblity of the building designer. 3.Additional temporary bracing to Insure steblity 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.s,and at to'o.e.each tiv ly unless braced throughout their length by 0 DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing or such as pywoo�heed where s and/or drywen(ecJ. /.�.-- the overall structure is the res onsibill of the 3.2x Impact bridgingor lateral bradngrequired where shown++ 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. � OREGON �(/' SEQ. : 5992827 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, /� b design loads be applied to any component and are for'dry condition'of use. �� "�.9 �'\ e•- TRANS - 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 : Y r4, 2 P} fabrication,handling,shipment and installation of components. necessary. M�'R R 1L�� e.This design Is furnished subject to the imitations set forth 7.Designlatesassumes adequate one both drainage is truss,a 111111111111111111111 11111111111111(III 0 1 by 8.Plates shall be located on faces oftruss,end placed so their center TPINVECA in SCSI,copies of which wig 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIII II VIII 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 2.7= 69 178 7.6= 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2-3=(-245) 43 6-8=(-114) 278 6.3 =( 049 WEBS: x4 KDDF STAND 3-4=(-153) 71 3.8=(-289) 118 LOADING 4.5=( -70) 32 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 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 prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625) Conn,ctorC platea (or no prefix) = orspuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) CM,CN,C1 ,C818,(or n Mprek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50' 0.39 KDDF625 flEQUIREMENTS 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 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 osfl 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' T 9-11-11 T MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' f -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 %r Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads v c in the plane of the truss only. 0 c M-4x6 0ire .,. 0 6 _„ '` c ��'m M 3X4 M-1.5x4 0 M-3x4 M-3x4 1, 1 ) ) 2-03-12 2-10-08 0-09-12 J, 3. 3. 1 0-10,, 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 - J5CBale; 0.3783 �jG�NGIN•PRoP6'di WARNINGS: GENERAL NOTES,unless otherwise noted: - 'V 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t '..•��i A E Truss: J 5C 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 d laterally braced at -R DES. B Y: BS 2'o.s.and et 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). `t�lra►, 4166105P DATE: 7/11/2014 the overall structure is the responsibiity of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ I Cr 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. 77 OREGON UJ' SEQ. : 5992828 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 /� 1b 0 design loads be applied to any component. and are for"dry condition'of use. / - '9 y 20 4,- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tut bearing al all supports shown.Shim or wedge If O 44$. b1 4, eP fabrication,handling, necessary.ign assumes ` r:R I l-`' shipment and Installation of components. 7, ecadequate drainage is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center OWTCA In SCI,copies of whch ill be furnished upon r lines 1II I VIII VIII 11 I(1111 VIII 111 IIIIMTITPe USA,lncs/CompuT 9ISofttware+7.6:(1 L)-Eequest. 10.For bcoincide is co necoroplate design values see ESR-1311,ESR-1988(MITek) 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 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=( •84) 228 7.6=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3.(-297) 65 6.8=(-138) 358 6-3= 0) 50 WEBS: 2x4 KDDF STAND 3.4=(•153 ) 82 3 -8=(-372) 143 LOADING 4.5=)-100) 0 TC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12'0C. MON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG AEQUIflED BRG AREA OVERHANGS: 10.0' 23.7' 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 ( 625 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,M2OHS,M18HS,M16 = MiTek Mseries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.I 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 f T MAX HORIZ. LL DEFL = 0.007' @ 5'• 2.3' MAX HORIZ. TL DEFL = 0.011' @ 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. Wind: 140 mphh=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, c (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads 4 M 4x6 in the plane of the truss only. �I M-3x4 ��� o m c CD ME 8 ►. 4t grij1K M-3x4 M-1.5x4 c 0 o 7 C M-3x4 /, y 1, .1- 2-03-12 2-03-12 2-10-08 0-09-12 k 3' y J. 0-10 3' 2-05-08 5-06-03 , 3, 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.8,4I JOB NAME : POLYGON PLAN 5-B NH - J4CScale: 0.4268 �•t� NGNE �S-e 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 SCC !(�z� E �� Truss• J4C 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 responsid6ty 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 ��. 2'c.c.and at 10'o.c.respectively unless braced throughout their length by SII DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endfordrywal�C). �/rrl s!. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ el 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992829 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 A:OREGONNb ��j/ design Toads be applied to any component and are for"dry condition'ri of use. / '9Y 2.� T 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., ty fabrication,handling. necessary. L sshipment and Irritations of components. 7.Design assumes adequate drainage is provided. 41 R R I1A- 6,This design is furnished subject to the Anita8ons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIAArTCA in SCSI,copies of which coli be furnished upon request. rings coincidewith Jocenter jointInes. 9.Digits indicate size offplate 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) EXPI RES:12/31/2015 1 III IIIIIIIII 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 f/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(-135) 228 6.5=( 0) 18 BC: 2x4 KODF 101&BTR SPACED 24.0. O.C. 2.3=(-297) 65 5-7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 WOOF STAND 3-4=( •55) 41 3.7=(-372) 226 TC LATERAL SUPPORT <= 12.00. UON. LONDIOG BC LATERAL SUPPORT <c 12'OC. UON, LL( 25,0)+OL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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) C nnec 8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' 48/ 108V 0/ OH 1,50' 0.17 WOOF ( 625) M,M20HS,M18HS, or = 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 psf) uplift at 24 'oc s cp8 ing_) 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' @ 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. 0 5'- 2.3' 5-11-11 l' 1" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.0017 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,li ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CO in the plane of the truss only. 0 < M-4x6 0 c (h N eo M-3x4 �� _.. ilIl 0 887 -/CD o111.11EMIDIe M-3x4 M-1.5x4 --,o 0 c 6 0 M-3x4 y 1, ), /, 2-03-12 2-10-08 0-09-12 y ) L. y 0-10 2-05-08 6-00 3-06-08 IPRovIDE FULL BEARING:Jts:2.7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 \5'��''IN S/0 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 en individual - 7:920. E Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown+. Incorporation of component Is the responsiblity 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.such as plywood unless braced throughout their length by ®�► DATE: 7/11/2014 ,ybuilding designer. continuousshegetnhglnrsuchespiywooequirehing(Tsend/ordrywal C). f`r �, the overall structure Is the responsibility of the 3.24 impact bddging or lateral bracingrequired where shown++ jr. 4.No load should be tippled to any component until aver all bracing and 4.Installation of buss Is the responsibility of the respective contractor. OREGON 40 SEQ. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G- ;�b l design loads be applied to any component. and are for"dry condition"of use. / '9y Z� ..� TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O OR 4, f�t� fabrication,handling,shipment end Installation of components. Designneessary. 'r+n R IL`` V s 6.This design Is furnished subject to the Irritations set forth 7. assumes adequate one both faces drainage is f provided.a 11111111111111111111111111 0 1 by 6.Plates shall located both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be famished upon request. Goes coincide with joint center Anes. 9.Digits indicate size of plate In inches. MITekUSA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19n9(MiTek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1.2- 0 42 2.6=(-46) 123 6.5= 0) 18 BC: 2x4 KDDF @166TR 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<= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 1 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 SO.IN. (SPECIES OVERHANGS: 10.0' 0.0' 0'- 0.0' -48/ 325V -14/ 73H 5.50' 0.52 KODF;( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -84/ 70V 0/ OH 1.50' 0.11 KDDF" 625 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. ICOND. 2: Design checked for net( psi) uplift at 24 'oc s acp inegl 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' @ 0'--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 6.00[7' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 0 Truss designed for wind loads co in the plane of the truss only. vo _IIIIIIIIIII . N M-3x4 1011111 7 4Rk�W M-3x4 o M-1. 5x4 o ► 6 c M-3x4 c 1, .1 /, 1, 2-03-12 2-10-08 0-09-12 t. 1 y )- 0-10 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2.4.71 PRo JOB NAME : POLYGON PLAN 5-B NH - J2Csale: 0.5343 C' ' N�111j[r '6' 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 tt .(�� e E �r Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stabiity 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 length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d d� gR I rywel h b `�. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 OREGON 0,i SEQ. : 5992831 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, L 10n design loads be applied to any component. and are for"dry condition'of use. / q): SCh 'roli�,,,. TRANS I D: 403 334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fait heeding at all supports shown.Shim or wedge If O 14., fabrication,handling,shipment and installation of components. Dne sign asscessary. R p`l� 7.Plates assumes adequate ne drainage is of sprovided. n 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,end placed so their center [I'll VIII III I III l RI 1111 II III [III TPIANiCA in BCS[,copies of which will be furnished upon request. Mas cind awith jointacenter Ines. - - 9.Digits indicate size offpplatete to inches. MITek USA,Inc./COmpuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 III Ifil 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 g18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0. O.C. 2.3=(-6B 30 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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/ 604 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 WOOF ( 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(•5 osf) uplift at 24 'oc soacing.I 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)" MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 11NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, cw Truss designed for wind loads in the plane of the truss only. co,,,_ O 4 111 CD o/- I 2�111 4►�' -/ M-3x4 J, y ). i. 0-10 2-00 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - ASJ2Scale: 0.8541 <i- ,9‹.0 ,9 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 it. ! -Z 17- E l Truss: ASJ 2 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. 1.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom 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 responsibinty of the erector.Additional permanent bracing of continuous sheathingsuch as gg Or. plywood where s own drywall(BC). `1'• DATE: 7/11/2014 the waren structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown•+ �' 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 AOREGON. (C/ SEQ. : 5992832 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive I- 4_orrosive environment, N design loads be applied to any component. and are for"dry condition'of use. / "q1' (rLQ �.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge If O 14, P fabrication,henda necessary. �j rp,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. '' )R I 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 I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be furnished upon request. git coincidewith joint center Ines. Di 9. indicatep size of platete tInches. MITek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.tines For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1.2= -3) 42 2.4=(0) 0 BC: 2x4 KDDF g168TR SPACED 24.0. O.C. 2-3.-1-45) 15 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 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' -62/ 263V -7/ 43H 5.50' 0.42 KDDF(( 625) 1'- 9.2' -18/ 21V 0/ OH 5.50' 0.03 KDDF ( 625) 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,CN18 (or no prefix) = CompuTrus, Inc 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. [COND. 2: Design checked for net l•5 nsfl uplift at 24 'on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ O'--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 T 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' 6.0017. 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=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 .-1 oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 o co o c 0 1 ►__ 4►�� -e • M-3x4 i • y l y 0-10 2-00 JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 •C- r WARNINGS: GENERAL NOTES,unless otherwise noted:1.Builder and erection contractor should be advised of all General Notes 1.This design Is based ony upon the paremetew shown and Is for an individual -Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper E 2.2x4 compression web bredng must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to insure stad6y during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the res nsibl2' and at 10'o.e.respectively unless braced throughout their length by po titY of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ) ` - the overall structure Is the responsibility of the buildingdesigner. 6(r s drywall(BC).. r-.01 DATE: 7/11/2014 P my 6 3. Impact bodging or lateral bracing required where shown++ 4.Na load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 ,A OREGON �/ SEQ. : 5992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. 9y 2�1 '� TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fuR bearing at all supports shown.Shim or wedge If O 14, fabrication,handling,shipment and Installation of components. Dnecesnassumes ary. 7 p SFR R ILS-�P, 6.This design Is furnished subject to the Irritations set forth by 8.Platesshallbe locatedeon both fecesoftruss,and placed so their center I IVIII II II IIIIIIIII VIII IIIIIIIII IIII IIIITPIANTCA In BCSI,copies of which will be furnished upon request. Ones coinddewith Joint center Ines. 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-1688(MITelr) EXPIRES:12/31/2015