Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (7)
13 211 Sw l ?4/n � Ukz 4a-o� APR 4 2016 r F- • 1OFI 11 11 GARAGE RIGFFT C f ?s GAPI D 1p 7 g R '•7 ( > > > > LI > on, 4 cc9 > > a ! ' ASJ1 \ / _- ASJ1 ASJ2 ► 1�4 Al/ I ■ '!.1%%%! 12 /�i���VA% ■%///1ilig i AH3 o%////Ni AH5C - - livr,H. ---- --- - - -- AF w 1A1 (4) ti? U AH6 8:12 6:12 AH5 AH4 BH3 BH2 • - s 11111111111► F-WAD2 011 I 6:12 L. I ® CONFORMS TO DESIGN CONCEIT i? to ��❑ ro El CONFORMS TO DESIGN CONCECWITI- in iiiill in REVISIONS AS SHOWN i ❑ NON CONFORMING-REVISE AN6ltE506MIT ®CONFORMS TO DESIGN CONCEPT 81-5" Ary•1 'SHOP DRAWING HAS BEEN R VIDEO FOR GEIERAL CONFORMANCECONFORMS TO DESIGN CONCEPT WITH I'. ,H THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE REVISIONS NOTED FABRICATOR./VENDOR OF RESPONSIBILITY FOR CDNF ANCE WITH THE 0 NON-CONFORMING-REVISE&RESUBMIT 91-6a DESIGN DRAWINGS AND SPECIFIC.TIONS ALL OF V{ICH HAVE PRIORITY PC$.1O ^MOOtt;WS 4B!FPnCY9 Fay;FIERF1 GYFORWBI 11 PTF DEx31 DxY Flt o-00 MI FFi.JE OVER THIS SHOP DRAWINS. CON RACTOR SHALL VERIFY ALL DILENSIONS. FF D5505T)L-0FC-PIZPOILY.3.TFCR CONFOF01 5YF.Tx DEO., DFMMO't�..PEON....TVs.FOE A.>.ID*E ODOM ALL OF wren Wi'E F COITYQVER-.5SliO .R.Ota. By: Todd R. Eaton Date: September 19. 2014 BY Alexia ANFukui DT ARCHITECTS ® MComP Date 9/22/14/La CT ENGINEERIN i g MIIBRANDTu7ruslnaz006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TPLACEMENT USS A CU°IA IONSAANREFER D ENGINEERED STRUCTURAL P20JEC REVISIORNF RM TLL ORALDINGFURTHER Pacifi b . PLANN 5-5-B COFFER DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS i PLAN: DRAWN BY:JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO ■ ; P 1r 5 B CHECKED BY." REVIEW AND APPROVE OF ALL & TRU S 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. - .. . . - , ,, 401-0' 1GARAGE LEFT 11' . 1 1 46 ,--1— — — ASJI ASJ, cm ASJ2yr/ � � ASI2 AFH(2) 6:,2 AH2 AH3 / , • ' /, AH6 . AH7 Al (4) b 6:12 ' 6:12 AM BH3 BH2 — BH1(2) 6:12 2/ \ YI Z�� � v, 8:12 el F. e•R•19 (3] 6:11 GI - ' — re \1 I7 10 z In ®id}NFORMS TO DESIGN CONCEPT 12 :1 c9 ❑ CJNFORMS TO DESIGN CONCEPT WITH G1 p 1 f . _f__t_ REVISIONS AS SOWN 20-41/2' Sr,�m ®CONFORMS To DESIGN CONCEPT ❑ NON-CONFORMI G-REVISE AND RESUBMIT v CONFORMS TO DESIGN�NCEMWRH I]RVI510lENOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE( 941" NON-ODNFORMING-REVISELRBURMR WITH THE DESIGN CONCEPT ON_Y AND DOES NOT RELIEVE THE THE SRN>DRFI910 N.BEEN RIMMED FOR.`300111=FORMAN MTH DESIGN =COO ORO .ARID GOB KO REALE THE FABRICATOR/VENDOR OF RESPNSIBILITY FOR CONFORMANCE WITH THE FASE AR36 OAR unanYFORCOKFoaw TMRESTON DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 4V-0" G a DROVIN .sFcor -cun xaAwGAELEMOB.Auurr !WE FROWN OV tIN5SKIPMdGVMF SHO OVER THIS P DRAWING. maroon-mg CM61I VFFTFY!WI noru T.n.11C By Alexia Fukui Date 9/22/14 By: Todd A. Eaton Date: September 19, 2014 M I L B R A N D T ARCHITECTS CT ENGINEERING INC ICopyright CDmpuTrusInc.2006 BLih .. /JOVE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TPR S CALCULATIONS PROJECT TITLE: REVISION-I: DRAl"NGGSFOR FURTHER iF�nAU_STRUCTURAL PLAN 5-B COFFER OINFORMATION SIBLEFIN.BUILDING � � � DESIGNERMATI NEER OF RECORD ,,, PLAN: RESPONSIBLE FOR ALL NON-TRUSS 1- DRAWN BY JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DE REVIEVVA AND APPROVE OF RECORD TO Q TRU a C©MPAN REVIEW AND APPROVE vt DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Y. 1/8"=1' ..... All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated.by,-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Compulrus 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 TPINVTCA 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(MTek). 0 1ml,k „t ,if}i'ROt s>” , , , C3 1 fr. 1 -' idiV. — � dor 001 , r , ,,,0. ko4 f;, td is /0. A.;It3v' ' �,// ,3 at �� � PIR MOMS IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 7116BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 42 2.10= -958 2635 3.10=(-318 564 SPACED 24.0" O.C. 2- 3= -3001 1231 10-11=(-897 2186 10. 4=I.120j BC: 336 2x4 KDDF S1ANDR 3. 4= -2717 1185 11-12=(-716 2136 4.11= -785 486 LOADING WEBS: 2x4 KDDF STAND 4- 5= -1912 966 12- 8=(-960 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8= -1912 966 11- 6=i-785) 486 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -271 1165 6.12=I.120 565 TOTAL LOAD = 42.0 PSF 7- 8= -3001) 1231 12. 7= -318) 338 OVERHANGS: 10.0' 10.0' 8- 9= 0) 42 pp LL = 25 PSF Ground Snow (Pg) ConnectoC,CN,C18,CNIBt(orrr noiprefix)natCompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,MI8HS, 16 = MiTek M� series LIVE OFBY IBC 2002PSF. LOCATIONS0 - 0.0 -276/ 1775V -226NS /ACT226H 5.50' 2.84ZE N KDOFP(C625> 40'- 0.0' -276/ 1775V 0/ OH 5.50' 2.84 KDDF (( 625) (CORD 2. Oesian checked for ne1„(3gsf) uolift 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" MAX LL DEFL = 0.178' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.330' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.070' @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 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. 12t2 Wind: 140 mph h=24.2ft, TCDL=4.2,BCDL=8,0, ASCE 7-10 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 440x6 Q 6.00 Trussadduration designedfforowind8loads 5 „N in the plane of the truss only. M-5x6(S) M-5x6(S) 3.1 0.25" 0.25" m 0 4 0 25x4/\ Nop 0 + m N) 0 �,0 • 4 o -3x8 M 3x4 10.25" M 3x4 M-3x8 0 M-5x8(S) y y y 10-03-04 y 9-08-12 y 9-08-12 y 10-03-04 y y 0-10 40-00 0-10 JOB 'NAME : POLYGON PLAN 5-B NH - Al 6gale: Q.,552 \�``.. NS s,� WARNINGS: GENERAL NOTES,unless otherwise noted: / ! ,,_ 1.Builder and erection contractor should be advised of all General Notes 1.This design is basad only upon the parameters shovel end Is for an individual CC .=��11.0 E r Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing oust be installed where shown+. Incorporation of component is the responsibility of the bulking designer. ,/ 3.Additional temporary bracing to Insure stability during construction 2.Design aesumes the top and bottom chords to be laterally braced et 2'o.e.and at 10'o.c.respectivelyunless braced throughout their length by 489.10111°.DES. BY: BS Is the reeponaidlly of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). /'e® DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (,RECON �/ it 4.No bad should be applied to any component until alter ai bracing and 4.Installation of truss Is the responsibility of the respective contractor. , SEQ. : 5992791 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, A. p+� design bads be applied to any component. end aro for-dry condition"of use. �.��q�j'' 14 �.1a TRANS I D: 403334 5.Compu7rus her no control over end assumes no responsibility for the 6 oe a somas NN bearing m all supports shown.Shim or wedge If �+t� V fabrication,handing,shipment and installation of components. ry FflR I LL 7.Design assumes adequate drainage b provided. 8.This design Is furnished subject to the imitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 MiT USA,IncINVICA in /CompuTrus Software 7.8.8I,copies of which MN be (1 L)En request. 10.For DiOnes gits dicateectncide withof fplaatte plaint nte values ass ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 1- 2=((( 0) 42 2.12=(-1420 2608 12- 3=) 0) 291 BC: 2x4 KDDF 1/18BTR 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 13.14o(-1231 2235 13. 4= -102 534 LOADING 4- 5= -597) 766 14.15=(-1231 2235 13- 6= -348) 150 TC LATERAL SUPPORT <= 12'0C. 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -481 778 16-10=(-1447) 2608 6.15= -348) 150 TOTAL LOAD = 42.0 PSF 6. 8= -1683) 1035 8.15=I-102) 534 7. 8=( -597) 766 15- 9= -547 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ Ll = 25 PSF Ground Snow (Pg) 8- 9c(-2505( 1688 9.16=( U) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=1-3048) 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -460/ 1775V -197/ 197H 5.50' 2.84 KDDF625) Unbalanced live loads have been 40'- 0.0' -460/ 1775V 0/ OH 5.50' 2.84 KDDF j 625) considered for this design. 'COND. 2; Design checked for nett-5 psfl uplift at 24 'oc spacing.' Connector plate prefix designators:ComVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16, (or no MiTek prefix) = riesuTrus, Inc MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' = MT series MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.235' @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.098' @ 39'. 6.5" MAX HORIZ. TL DEFL = 0.123' @ 39'- 6.5' 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES �(( fNOT EXCEED 19%Al TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 1 00-0� 4-03-03 6-05-04 7-03-04 Design conforms to main windforce•resisting 2.03-0 system and components and cladding criteria. 14-00 14-00 Wind: 140 mph h=23.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 T 'I' 1' (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 oad duration factor=l.S ds 6.00 D q, M-3x8 Trss t. o Q 6.00 inuthe dplaneeofnd fthe or wtruss ind loonly. M-4x6 - M 4x6 N M-5x6(S) $ M-5x6(S) 0 0.25" 0.25" or el O G 12 13 1144' 15 16 s1 o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, J, y y y y 1. 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 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 ������n,R 0��Fyss,�l WARNINGS: GENERAL NOTES,unless otherwise noted: "T 1.Bulkier and erection contractor should be advised of all General Notes 1.This design la basad only upon the parameters shown and Is for an Individual (t� .�!� E Truss: AH7 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 stabMl during constmdlon 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and et 10'o.c.respectively unless braced throughout their le by po y permanent bredng of �y� -eiPor the overall structure Is the responsibility of the buIMin designer. continuousx ddgIng or suchr l bradng plywood aired where sown drywati C), DATE: 7/11/2014 po lir e g 3.2x Impact bddgirrg or lateral required where shown++ `40 Cr 4.No load should be applied to any component until after all bradng and 4.Instaltstlon of trues Is the responsibility otthe respective contractor. -, _ 4,4 OREGON �14/ SEQ. : 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, tA design loads be applied to any component. and are Mr"dry condition"of use. / ,2�1 N-L_ TRANS I D: 403 334 5.CompuTrus hem no control over and assumes no responsibility for the e.Design assumes fug bearing at all support shown.Shim or wedge If Q Y 14, `_T fabrication,handling,shipment end Installation of components. necessary.assumes. ME` 6 6.This deal n Is fumlahed sale ed to the irdtstlona set forth 7•Design hellladequateadrainage b provided. R I 111111111111111111 9 I by 9.Ones belocated on both faces of Was,and placed so their center TPIM/TCA In SCSI,copies of which will be famished upon request tinea cdndde pith Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina/CompuTrus Software 7.8.6(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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 2.12=(-1076) 2619 12- 3= 0 291 BC: 2x4 KDOF N16BTR SPACED 24.0' O.C. 2- 3= •3057 1363 12.131.1078))) 2816 3.13= -534 316 WEBS: 2x4 KDDF STAND 3. 4= -2492 1266 13.14= LOADING 4- 5= 0) 0 14.15= 2433 13. 6= -540) 250 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -2136 1206 15.16=)-1130) 2618 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) 318 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 SM.IN. (SPECIES Connector plate prefix designators: 0'- 0.0' •319/ 1775V -158/ 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 net(_5 pall uplift at 24 "Sc spacina.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 = 0.209' @ 26'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = •0.358" @ 20'- 0,0' Allowed = 2.606' MAX LL DEFL = 0.001' 9 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 194 AT TIME OF MANUFACTURE. ;4, Design conforms to main windforce-resisting system and components and cladding criteria. 8-00-10 15-11-11 15-11-11 ,' '( Wind: 140 mphh=23.2ft, TCDL=4.2,BCDL=6.6, ASCE 7-10 7-03-04 6-05-04 2-03 -0S 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 M-4x6 5 M- x8 7 fM-4x6 12 6.00 M 5x80 6.00 M-5x8(S) v 0.25' 0.25" 0 W / + ',..., mo O 8 1 v f o 12 13 121 14 15 16 .� c o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) /, 1, ,k 1, y 1, 1, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 5�`��GI t9/ Scale: 0.1547 WARMNOB: GENERAL NOTES,antras otherwise noted: - ®/ �9 1.Builder and erection contractor should be advised of a8 General Notes 1.TNs design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. buikang component.Applicability of design parameters and properig Truss: AH 6incorporation of component is the m sibility of the bulking designer. ner. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced a 3.Additional temporary bracing to Laura stability during construction 2'o.c.and at 10'ca respectively unless braced throughout their length by /, " DES. BY: BS h the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). leie. .."�'" ° DATE: 7/11/2014 the overallstructure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ di It SEQ. : 59927 93 4.No bad should be appled to any component until alter as bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON a 4., 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, k design loads be applied to any component. and are for"dry condition'of use. <0 all'' 14 2.° `�^• TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.assumes fad bearing at all supports shown.Shim or wedge if VP t� fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. nR(Lt" 8.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 CA in I,copies of ch will be furnished Ones coincide with Joint 1111111111111111111111 M Tek USA,Inc./CompuTrus 9)Software 7.6.6(1 L))-E request. 10.Digits rriba Indicate ccoon size ectorof plate In plaate designvaluesvalues see ESR-1311,ESR-1988(MITeq EXPIRES:12/31/2015 11E1111Ii11( 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2-10=(-931) 2619 10- 3= 0) 291 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2- 3=(-3057) 1165 10-11=(•933) 2616 3 .11=(-534 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-12=(-898 2433 11. 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(•698 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2138 1015 13-14=(-957 2616 12- 5= 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2492) 1038 14-. 8=(-955 2619 5-13=(-527 203 TOTAL LOAD = 42.0 PSF 7- 8=I-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 BOG 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 ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI160 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = •0.001' @ 0'••10,0' Allowed = 0.111" MAX LL DEFL = 0.179' @ 20'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = •0.358' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.7ft, 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 1' T T 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 M-5x8(S) '` M-5x8(S) 0.25" 0.25" v 0 Jo + + v� n co e co A- olL loot- 1n 11 ry4 13 to K'S :o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y ), 1, 1' 1' y 1- ,, 1 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01.08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 ROPen Scale: 0,1547 .0tGIP N .c, 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 J/� Truss AH 5 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. /'r 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at .' �/' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4fI�A►` DATE: 7/11/2014 responsibilitybuilding p continuous sheathing such as plywood shoe Where shown++ It 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7, A_OREGON �to loadsSEQ. : 5992794fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment. - b TRANS I D: 403334 design loads be applied to any component. S.and an assumes full condition" of all the respassumesresponsibility shown.Shim or wedge If _,/Q Y 14 Z� t� fabrication,handing,shipment and Installation of components. necessary. T' a.This design Is furnished subject to the Imitations set forth 7.PlatesDesigassumes el adequateatedon drainage is provided.a. �`� I�� 11111111111111111 9.Plates shall located both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines colndde with joint center Anse. 9.Digits Indicate size of plate In inches. MiTek USA,Ina/Compulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MITel4 EXPIRES:12/31/2015 111E111 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 k1SBTR LOAD DURATION INCREASE = 1.15 1. 2=( 0 42 2-14= -1134 2587 3.14=(-135 235 SPACED 24.0' O.C. 2- 3= -3022 1414 14-15= -1211 3183 14- 4= •296 899 BC: 2x4 KDDF S1ANDA 3. 4= -2812 1314 15-16. .1289 3398 14- 6.(-978 443 WEBS: 2x4 KDDF STAND LOADING 4. 5= 0) 0 16.17= -1264 3183 6.15= -32) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(•2455 1236 17.12. .1187 2587 15. 7= -197 130 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= •3285 1508 7-16= -197) 130 TOTAL LOAD = 42.0 PSF 7. 8= -3285 1508 16- 8= -32 304 8.10= -2455 1236 8-17= -976) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= 0 0 10-17= -298) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= •2812 1314 17-11= .135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= -3022 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13= 0 42 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES M,M2OHS,M1SHS,M16 = MiTek MT series0'- 0.0' -304/ 1775V -111/ 11tH 5.50' 2.84 KDOF ( 825 40'• 0.0' -304/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 IGONO 2 Design checked for net( psfl uclift 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 IL 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 (lain 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 T f f T A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10.09 5-01-12 5-01-12 1?-10-09 4-07 5-01.08 load duration factor=l.1� qI qI qI 1I, ' 1' Truss designed for wind loads Z-03 03 2-03-03 in the plane of the truss only. T 10-00 '1 10-00 1' 12M 5x6(S) ° M-4x6 12 6.00 D M-4x6 M- x4 0.25" M-ix4 9 a 6.00 'I.4711"V\\1/V11* CD M-1.5x3 M-1'5x4 CO 0 t� f c 14 1 a-1' 0 (1p 17 3 c o M-3x8 M-3x8 45.25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) 1, , /, /' 1, 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: o.t5a7 ti/eg:D PNS sip WARNINGS: GENERAL NOTES,unless otherwise noted: t•4 / ` 1, 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the paremetew shown and Is for an Individual •' � .11 Ats 1R Truss: AH4 and Warnings before construction commences. building component Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Instated 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 et 10'o.0.respectively unless braced throughout their length by �� DES. 8 BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheating(TC)and/or drywae(BC). .- ' -- DATE 7/11/2014 the overal structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ OREGON �C! 4.No bad should be applied to any component until after al bracing and 4.Installation of trues b the responsibility of the respective contractor. 4.1 SEQ. . 5 992795 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, �� 'S19 y S° necessary. 4, design cads be applied to any component and are for"dry condition"of use. Q }4, TRANS I D: 403 334 5.CompuTnn hes no control over and assumes no responsibility for the e.neeessassumes Ne bearing at all supports shown.Shim or wedge if • is t. fabrication,handling,shipment and installation of components. 7.Design a assumes adequate drainage Is provided. �'A.R I�-�'" �I 8.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of buss,and placed so their canter IIIIIIIIIIIIIIIIII�IIIIIIIIIII111111IIIIIIIII MTITPI/WTCA In e USA,tnaSCompuTrusI,copies of lSoftware 7 6(1L)E requestch will be furnished upon 1nter Ines. 0.Ones �ccot withjoint desigoval.esseeESR-1311,ESR-1888(MITeq ffffllll EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 1- 2= 0 42 2-13= BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. ( (-1974) 258713.14= -136) 307 2. 3= -3022 1237 13.14- 974 3183 13- 4= .275) 899 WEBS: 2x4 KDDF STAND 3- 4= •2812 1094 14.15=5.1050 3398 13- 5= -976397 LOADING 4- 50 -2455) 1044 15-16=(•1012 3183 5-14= .43) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -3285) 1278 16-11=(.1044) 2587 14- 6=(•192) 143 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= .3285) 1285 6-150(.192) 133 TOTAL LOAD = 42.0 PSF 7- 9= •245510615. 7=5 -35) 304 8- 900) 0 7-18=(-976) 389 NOTE: 2x4 BRACING AT 24'OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9.10=5.2812) 1112 9.16=5-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=5.3022) 1247 18.10=(-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 plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA CnnctorCpla (or o prefix) = orspuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M20H6,M18HS,Mor n 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 5 625) 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 = -0.246' @ 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'- 8.5' 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 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.8 5-01-08 4-10-03 4-10-09 5-01-12 5.01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind Loads in the plane of the truss only. 10-00 T 1' 12 M-4x6 M-5x6(S) M 4x6 12 6.00 7' M- x4 6 0.25" M-9x4 B , a 6.00 try y -4- M-1.5x4 M-1.5x4 rn o 0 o u, m M O a o 3 44, '/ 1 16 2 4 0 o IM-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 y y M-5J6 (S) M-5x6(S)6y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 J, J, y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH36pale: 0.1461 �``�`to1NPR 0E4.6, WARNINGS: GENERAL NOTES,unless otherwise noted: (/////// 2 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 �� ,r( � SPE 19,. Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 777777 GG 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 bosom chords to be laterally braced at !'� DES. BY': BS is the responsibility of the erector.Additional 2'o.c,and at 10'o.c,suchrespectively unless braced throughout their length by Po Oypermanent Ixactng of continuous sheathing such as plywood ahead when C)and/or drywall(BC). ✓�'� DATE: '7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral 4.No load should be applied to anya oro bracing required where shown++ pill componentshould nloads g bracingaand 5.Design a s of truss Is the are to be use i the codNa environment, OREGON SEQ. : 59927 96 fasteners are complete and at no time any bads greeter than 5.Design assumes trusses to be used b a non-corrosive emironmant, L +. p fit/ design loads be applied to any component and are for"dry condition"of use. �. ,9 y - 01 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at at supports shown.Shim or wedge if Q 14 Z AcA-l- fabrication,handling,shipment end installation of components. necessary. /f' V S 6.This design is furnished subject to the Imitations set forth 7.Designlatesassumes adequatedoboth drainage is provided.a •v/ R'�� V 11111111111111110.9 1by 8.Plates shall be located on faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be famished upon request. Ones coincide with joint center Ines. 5.Digits indicate size of plate in Inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1966(tlTek) EXPIRES:12/31 J2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2.13= -1214) 2654 3.13= 13 272 SPACED 24.0' O.C. 2- 3= -3102I 1424 13.14= -2120 5340 13- 4=I •309 975 2x6 KDDF #16BTR T2 3- 4=0143 1441 14-15= -2516 6278 13- 8= -2713 1079 BC: 2x6 KDDF S1ANDR LOADING 4- 5=( 0 0 15-16= -2516 6278 6.14= -51) 491 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1.2796 1339 16.17= -2432) 5740 14- 7= •945) 423 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=1.5392 2262 17.18= -1207) 2884 15- 7= 0 258 BC LATERAL SUPPORT <= 12'OC. 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 8-17= -3798) 1872 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(•3111 1425 17- 9= -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0 42 17.10= -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18= 0) 180 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ 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,CI8,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 ICOND 2 Design checked for netl•5 oaf)yptift at 24 'oc soacinm.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 = 0.536" @ 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 end components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph h=21.7ft, TCOL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), X3.00-12 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07.10 T load duration tactor=l,6 Truss designed for wind loads -05-1 in the plane of the truss only. 6-00 12 M-4x6 12 12 6.00 17' 4.0' Q 6.00 6.00 9 ,(,( O '` M-5x6/ M- x8 M- x8 M-5x16 M-3x4 r � 0 o M 1.5x4 T2 rn v + 8 .."4444 4.1. 11 - 2 v o o�` 13 1 '' 15 1„6 17 18 o o M-3x8 M-4x12 0.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) y =M-8x�8(S) y y 3, y y 5-04-12 y 7-02-06 y 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 D PROF scale: 0.1481 � es '�'��G NE' `r/p JOB NAME : POLYGON PLAN 5-B NH - BH2 1031 A_ WARNINGS: GENERAL NOTES,unless otherwise noted: 4'4 +�/ - 2-�...' 1.Builder and erection contractor should be advised of a0 General Notes 1.The design is based only upon the parameters shown and is for an individual �" - LL®e II"E I-- Truss: R Truss: BH2 build) component.Applicability of design parameters and proper and Warnings before construction must commeeee. rot on of PPI th .. " 2.2x4 compression web bracing be installed where shown*. DesignesIncorporation of the topopent is the responsibilitychordsto of the ally braced designer. 3.Additional temporary bracingto insure stability doting construdlon 2.2'ac. assumes the and vett'bottu ssler be roup o at mpo ry ng 2'cc.and at 10'o.e.respectively unless braced thraughoul their lenn{1�LM by !,,�� DES. B1G: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pod sheatNng(TC)and/or drywal(eC). DATE: §7/11/2014 the overel structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* et OREGON SCC 4.No load should be applied to any component until after ell bracing and 4.Installation of trues is the responsibility of the respective contractor. 7 SEQ. :�' 59927 97 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 403334G/ ,� 20'\�S. design beds be appllad to any component end are for"dry condition"of use. Q }- 14. P 8.Design assumes full bearing at etl supporta shown.Shim or wedge if 5.CompuTrus ha no control over and assumes no racponaldaty for the necessary. E.R1110 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by O.Plates shall be located on both faces of truss,and placed so their center n ncide with Joint center Ines. 111111111 VIII VIII VIII VIII 11111 IIII IIII M Tek USA,lncA In sCompuTrus I,copies of )ch will be furnished Software 7 8 6(I L))-E guest. 10 Digits aiecon ectorsize of plate in plaate 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 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 #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 42 2.12=( -958 5580 3-12= 120) 766 9.17=(0) 138 2x6 KDOF #1&BTR T2 2- 3= -6484 1158 12-13.(-2356 12824 12- 4= -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -6788 1218 13-14=(-2778 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'OC. UON. BC UNIF LL 0.0 +DL 20.0)= 20.0 PLF 0'- 0.0' TO 12'- 0.0" V 6- 7= -12140 2210 16.17= -754 4772 14. 6= -310) 1738 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 50.04+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0' V 7- B=1 -5222 946 17-10= -752) 4772 6.15= -3278 800 BC UNIF LL 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0' TO 40'- 0.0' V 8. 9=( -5218 952 15. 7= -258) 1390 9.10= -5482) 926 7-16= .8536) 1596 NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0' 10.11=) 0 42 16- 8= 750 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0' 16- 9= .300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED 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" -829/ 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 Of OH 5.50' 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CampuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series _.,_ ( 2 ) complete trusses required. ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc soacing.I ** Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 HANGER BY OTHERS TO APPLY CONC. 9' oc in 1 row(s throughout 2x4 top chords, MAX LL DEFL= 0.000' 0 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' 0 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' 0 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' 0 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph he21.7ft, TCDL=4.2,BCDL=8.0, 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 toads T f f in the plane of the truss only. 13-00-122-10-15i 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 6.00 6.00 ' M-4x6 Q 6.00 4.0" A- 8 <`-,( o M-5x6 M-3010 M-3x10 M-5x16�� M-3x4 1OM-1.5x4 -a- 72 1 "^ 0 .4- 3 + + c,) " � 1010..."111°..8 M-3x6 0 12 i 4 `t�to T is 16 17 .,,1 4o CD M-3x8 M-5x12 1.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ,,, M18HS-7x14(S) 841# F1384# J' 1384# yy y i, y y J, 1, J, y 979 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9,1p JOB NAME:°'POLYGON PLAN 5-B NH - BH1 40-00 scala: 0.1481 10 �c, o PROPe 'RNGN� 'S' WARNINGS: GENERAL NOTES,unless otherwise noted: {/ f„9. 1.Builder and erection contractor should he advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 J"Z!, E ,..- Truss: BH 1 and Warnings before construction commences. building component.Applicability biliy of design paramet end proper 77 l 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 1 0 f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'c.c.and et 10'o.c.respectively unless braced throughout their length by f ���. DATE: 7/11/2014 responsibility g continuous sheathing such as plywood required where shown and/or drywall C. w the overall structure is the res nsibil of the building designer. 3.2x Impact bridging or lateral bradng shown++ tr 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. OREGON Iti SEQ. : 5992798 fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� ly a ,• design loads be applied to any component. end are for'dry condition"of use. / .9 �01 P_L_. TRANS I D: 403334 5.CompuTma hes no control over and assumes no responsiblity for the e.Design assumes full bearing at all supports shown.Shim or wedge if O I✓ 14 T fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the irritations set forth7.Designassumes adequateadon bothdraface is se -RAW' IIIIIII III VIII VIII VIII VIII VIII IIII IIII g 1 by B.Plates shall be located faces of truss,end placed so their center TPIANfCA In SCSI,copies of which wit be furnished upon request. Woes coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MITek USA,Ina/CompuTrus Software 7.8.6(IL)-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' 180 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2.15=(•1678 3991 15- 3= •353) 977 12.23=(0) 242 BC: 2x4`KODF #16BTR SPACED 24.0" O.C. 2. 3= -4625) 1974 15.16=(-1549 3653 3.16= -721) 416 WEBS: 2x4'KDDF STAND 3- 4= -3338 1493 16-17=(-1176 2830 16- 4= •19 289 LOADING 4- 5= -2840) 1382 17.18=(-1056 2757 4-17= -519) 279 TC LATERAL SUPPORT <= 12'OC. 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2481) 1295 16-20= -1045 2776 17- 7= -640) 312 TOTAL LOAD = 42.0 PSF 7- 8= -2785) 1416 20.21= -1031 2727 7.18= -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=1-1136 2635 20- 8= •665 315 ALL FLATTOP CHORD AREAS NOT SHEATHED 10.11= 0 0 23-13=(-1134 2638 8.21= -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= -2843 1300 21- 9= 0) 216 I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13= -3077 1381 9.22= -710 315 OVERHANGS: 10.0' 10.0" 13-14= 0 42 11.22= -284 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(•385; 243 Connector,plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625))))) )GOND 2• Design checked for net(-5 pet) uplift at 24 "pc 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'--18.0" Allowed = 0.111' MAX LL DEFL = 0.260" @ 18'- 8.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.468' @ 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 = •O.122' @ 39'- 6.5' 2-09 4-05-12 4-05-12 k 05-04 6-01-04 03-0 6-03-04 MAX HORIZ. TL DEFL = 0,188• @ 39'- 6.5' ' f T T-03-0 f 13-04-1311 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f Design conforms to main windforce-resisting 12 M-8x4 to 12 system and components and cladding criteria. 6.00 M-4x65 M-ix8 M-3x4 M 4x6 Q 6.00 Wind: 140 an h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c M-3x4 p-3x4 inTruss thedplaneed offor thetruss wind loads )X43 // \\ 3X8Mo017 18 - _•. I 44i 0 0 o M-5x8 M-3x4 M-3x8 M-gX6 20 0.2g M 3x8 M-1.5x42 0 0 o M-3x4+ M-4x10 M-3x4+2.75 1.89 12 M-5x6(S) 12 09-1 1 L y 2-05-0$ 4-05-12 4-07-08 1708-0� 6-03-06 6-01.04 5.05-04 6-01-08 y y 0-170 2-0y05-08 11-11 ,2-00 23-07-08 0,-10 J, y 14-04-08 25-07-08 7J. • 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH5C Sale: 0.1332 A0GpNE sjO� WARNINGS: GENERAL NOTES,unless otherwise noted: L®® E: y�, 1.Builder and erection contractor should be advised of al General Notes 1.Tea design Is based only upon the parameters shown and is for an individual :!5:7 '�L77 F'and Warnings before construction commences. building component.Applicability of design parameters and proper Truss AH5C incorporation of component is the responsidity of the building designer. //2.2x4 oomlweedon web brednp neral be Installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced atP3.Additional temporary bredng to Insure stabllty during construction p•o.c.and et 10'n c.respeetively unless braced throughout their length by �, `DES. B, BS le Me reeponsidlty of ti e erector.Addmonal permanent bredng of continuous sheathing such as plywood sheatNng(TC)and/or drywal(BC). /'DATE: 7/11/2014 the overal structure Is the responsibility of the building designer. 3.2x Immppaact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON a 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, design loads be applied to any component end are for"dry condition"of use. ��/tO '9Y 1.4 2P1 P-�� TRANS I D: 40333 4 5.CarpaTraa has no control over and assumes no responsibility for the 8.Dneus assumes lug bearing assumes yat all supporovided.rts ta shown.Shim or wedge If --4q1110.- IL � e 6.Thfais design cation,Is�furnishedlsub subject to thenitationsnt and Installation f set Mn by 8.Plateents. 7. sshallbe located uoneboth facces e of truss,and placed so their center R'�� 1111111101111111111111111111111111111111klnwhich requestsize MTeUSAlna CompuTrua Software 7.6.6(1L)-E Ones coincide of plate in nvFr connector plate design see ESR-1311,ESR-1988(MiTei) EXPIRES:12/31/2015 111 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 M1&BTA LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2.13=(-1439) 3991 13- 3= •298 977 9.20= -264) 807 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2- 3.(-4625) 1712 13.14= "1328 3653 3.14= -721 388 20-10= -387 302 WEBS: 2x4 KDDF STAND 3- 4=)•3338) 1292 14-15. -1028) 2930 14 - 4= •14 289 10-21=I 0) 242 LOADING 4. 5=1-2840 1155 15-16= -815) 2757 4-15= -519 342 TC LATERAL SUPPORT <= 12"OC. 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 c= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2785 1177 16.18= •812 2776 15- 6= -640 244 TOTAL LOAD = 42.0 PSF 7- 8= -2797 1159 18-19= -802) 2727 6.16= -161) 492 8- 9= -2288 1038 19-200 -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 BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. SPECIES C,CN,CI8,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 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'••10.0' Allowed = 0.111" MAX LL DEFL = 0.232' @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = •0.466' @ 16'• 6.2' Allowed = 2.606' MAX LL DEFL= 0.001" @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL= -0.001' @ 40'- 10.0• Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T .( Design conforms to main windforce•resisting 2-09 4-05-12 4-08-15 2f-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05- 0 T f f f Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 6.00 1 M-4x6 M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D� 12r), M-Rx4 M- x8 M-ix4 Q 6.00 oad duration factor=l.6 Truss designed for wind loads intheplane ofthetrussonly. M-3x4 v 4L11 • 1$0.1-3x4 0 fO %M-4x4 °° M 3x8 III 0 N 0 0 0 0illIll-gf .:::, 13 14 M 3x4 M-3x8 1617 18 t� 20 21 'V�2 o o. c 0.25 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-3x4+ a 2,75 1.69 M-5x6(S) 2-09-12 t2 i' y12 J• 1 y y y y y -05-01 4-05-12 4-07-08 1x08-0 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1p 2-05-08 11-11 ,2-00 23-07-08 01-10 J. yy14-04-08 25-07-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C GENERAL NOTES,unless otherwise noted: Scale: 0.1499 ?'``'``y/G/NE 'T ' , NG 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 4� .iS ry; IMMIW IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4!)(DDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2.17= -1427 3488 17- 3= 209 663 BC: 2x4KDDF 81&BTR SPACED 24.0' O.C. 2- 3=(-4158 1779 17.18= -1282 3045 17- 4- 186 353 WEBS: 2x4 KDDF STAND 3- 4=1.3725 1680 18.19= -1439 3856 4-18= -191 182 LOADING 4- 5=(-3215 1467 20.21= 0 0 18- 5= -402 1134 TC LATERAL SUPPORT <_ 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 92.0 PSF 5- 6=( 0 0 19.21=(-1501) 4109 18- 7= -1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2846 1359 21.22. -1559) 4171 7.19= -269) 9077 TOTAL LOAD = 42.0 PSF 7- 8= -4286 1837 22.23= -1449)) 3886 8.19= -85 48 8- 9= -4282 1836 23-15=(-1108 2440 19- 9= -253) 596 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= -4019 1727 21- 9= -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= -3994 1670 21.10- 192) 108 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515 1227 10.22= -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0 0 22.11= -80 536 OVERHANGS: 10.0' 10.0" 13.14=(-2863 1308 11.23= -1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15.(-2908 1337 13.23=) -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23-14=( 2 204 C,CN,C18,CN18 for no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek MT series Jr 15: Heel to plate corner = 2.00' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,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 KDDF 625 ICOND 2• Design checked for net( 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' 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' 8 21'- 6.8' Allowed . 1.954' MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0,001' @ 40'- 10.0" Allowed = 0.083' f ' f (4 ' ( f 4 ( ( 4 MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed . 0.111' 2-01-12 2-10-04 0-u8-05 2-01-1 5-04-05 2-03-03 3-10-08 MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5' 8-00 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. Q 6.00 Design conforms to main windforce-resisting 6.00 127. -3X4 M 3X4 12 system and components and cladding criteria. M-5x6 M-1 5x4 0 5" =M-4x4 M-4x6 5 3 Wind: 140 mph h41,7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 7 9 k1.r 1. All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D�r), M-3X44 /A11M-1,5X4 load duration factor=l.6 o + 4 Truss designed for wind loads ,/, M 1.5x4 in the plane of the truss only, a m M-3 x8 3/ � o c1. ---,..i.... 8 Mf4�T46\ ,,- _ 8 ,) C. 0 1 M-5x10 M 3x8 10 21 0.2J M 3x8 M-3x8 1 ' , o�'I o M-3x4+ M-6x10 M-3x4+ M-4x12 .-2.75 1.89 M-5x8(S) 12 12 y J' )" ), ), y )' b 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y yy y y s 0-110 2-00 11-11 ,2-00 24-01 01-10 13-11 26-01 /, ).• /, J, 0-10 40-00 0-10 pe JOB NAME: POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 `�<'��G/NEO LC'S WARNINGS: GENERAL NOTES,unless otherwise noted: �{( I '� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is 4V for an Individual �- '-72 4 0. E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3 2.2n4 compression web bracing must be installed where shown+. Incorporation of component Is the responsidlty of the building designer. // 3.Additional temporary to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at bracing ty 2'o.c.and so 10'o.c.respectively unless braced throughout their length by - .4', ' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywau(BC). ' DATE: 7/11/2014 the overall structure Is the responelbilty of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 1 OREGON SCC SEQ. : 5 992801 4.No load should be applied to any component until Mer al bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' , 2 Na y' design loads be applied to any component and are for"dry condition"of use. <0 ^1 k 14 0 hT TRANS I D: 403334 5.C sign has no control over and assumes no respon ld8ly for the 8.Design assumes futi bearing at as supports shown.Shim or wedge If 0 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. F'R;R \" 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _. IIIIII VIII VIII VIII VIII VIII VIII(III(III TPIANTCA In BCSI,codes of which request. with Joint MeSA Ina/CompuTrus Software 7.6.6(1L)Z lines coincide center 9. es. size ar ate design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1- 2- 0 42 2.15=(-1287 3488 15. 3= -161) 663 21.12=(0) 204 BC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 2- 3= -4158) 1554 15.16= .1096 3045 15- 4= -173) 353 WEBS: 2x4 KDDF STAND 3. 4= .3725 1463 16-17= -1145 3658 4.18= -192 258 LOADING 4- 5= -3215) 1216 18.19= 0 0 16- 5= -358) 1134 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2848) 1133 17.19= -1245 4109 16. 8= -1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= -4288) 1560 19.20= -1292 4171 6.17= .275) 907 TOTAL LOAD = 42.0 PSF 7. 8=I-4282 1558 20-21_)-1162 3688 7.17= -85) 56 8- 9= -4019 1481 21-13- -978 2440 17. 80 -184) 596 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8= -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515 1026 19- 9= -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9.20= -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,M2OHS,M18HS,M18 = 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 )GOND. 2: Design checked for net(.5 psf) uplift at 24 "Sc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX IL 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' 6 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = 0.124• @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207' @ 39'- 8.5' DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-1 3-01-07 3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 Design conforms to main andwcladdingresisting 1I L system and components criteria. 12-08-08 �2-08-05� L-01-11 12 Wind: 140 mphhn21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 M-3x4 M-5x6(S) All Heights), Enclosed, Cat,2, Exp.S, MWFRS(Dir), M-5x6 M-4x6 a 6.00 load duration factor=l.6 6.0017 M- x4 M-1 5x4 0 " =M-4x4 s- - 5 ; 8 5 10 1 Truss designed for wind loads M-3x4 B )" u1 A in the plane of the truss only. lit 4 M-1,5x4 o + 2 M-1.5x4 c o M 3x8 ` �oo o 1 =JT15M5x10 18 17 ��II40 0 o M-3x4+ M-3x8 M-6x1 19 1 0 0.250 M-3x8 M-3x8 1 0 M-3x4+ 1.89 M-4x12 M-5x8(S) - 2.75 12 , y 12 ), y ), ,, ,, y y y2-00,J 5-06-12 6-04-04 1 y00-12y 9-03-04 8-02-04 7-06-12 /, /, 0-1 2-00 11-11 ,2-00 24.01 Oy 10 y yy13-11 26-01 y y 0-10 40-00 0-10 PR 0 re JOB NAME : POLYGON PLAN 5-B NH - AH2Scale: 0.1550 C'S`<. �J & GWARNINGS: 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 _(;CJ '��a a E 9f Truss: AH 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. 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bosom chords to be laterally braced at --/ «/ DES. BY: BS Is the responsibility of the erector.Additional2'o.c.and at 10'o.c.ouch tvey unless braced throughout their lengthby po y permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywal C). ,,/gin - 46600101* DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e11 ,(r 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. q OREGON SEQ. : 5992802 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, G V 1a A design loads be applied to any component. and are for"dry condltlan"of use. / �r 2� ..>;„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes N9 bearing at a8 supports shown.Shim or wedge if O 14, `y fabrication,handling,shipment and Installation of components. Design assumescessary. provided. '" $'R.R I� Os' 7.Design sated on drainage issuns, v 8.This design Is furnished subject to the Imitations set Porth by 8.Plates shall be located on both faces oftruss,end placed so their center I,copies of lines coincide with joint center lines. 111111111111111111MiTek USA,lnain SConlpuT s)Software 7.8.6(1 L)-Z request 10.For basic coon of design values see ESR-1311,ESR-1888(rllTek) EXPIRES:12/31/2015 MMEMMEMMEk IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 42 2-14=(•3052 8834 14- 3=( -652 2126 10-20=(-562) 1884 2x6 KOOF 016BTR 72, T3 2- 3= -10036 3504 14-15=(-2800 8048 3.15= 842 308 20-11=1-288) 728 BC: 2x6 KDDF #16BTR LOADING 3- 4= -7926) 2942 15-16=(-4330 11250 15- 4= -860 2530 WEBS: 2x4 KDOF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=I -7068 2654 16-17= •5512 14076 15- 5= -4662 1980 TC UNIF LL 50,0)+DL 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=(-11444 4480 17.18= -5048 12796 5.16= -398 1412 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'OC. UON. IC UNIF LL) 50.0)+DL 14.0)= 64.0 PLF 34'- 0.0' TO 40'- 0.0' V 7- 8=)-12484 5012 19.20= -4110 10414 6.17= -414 1192 BC UNIF LL 0.0)+DL 40.0 = 40.0 PLF 0'- 0.0' TO 40'- 0.0' V 8- 9= -11704) 4500 20.12= -1888 5382 17- 7= -946 2576 9.10= 5842 2162 18- 7= -2594 1180 NOT : 2xALLEFLAT4TOPACHORDBRCINGAAREAS NOTO OSHEATHED TC CONC LLT 24'0C UN. FOR TC CONC ) 250 .0)+DL) 70.0)= 320.0 LBS @ 34'- 0.0' 11.12= -6230, 2234 18.19= -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,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) _,,_ 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at ICOND 2 Design checked for nett-5 s f) uplift at 24 'oc spacine.l 9' oc in 1 rows) throughout 2x4 top chords, 9' oc in 2 rows) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 9' oc in 2 rows throughout 208 bottom chords, MAX LL DEFL = 0.000' @ O'--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' @ 18'- 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'- 8.5' MAX HORIZ. TL DEFL = 0.220' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1896 AT TIME OF MANUFACTURE. 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 5-11-11 28-00-10 5-11-11 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l,6 T 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 3-00-12f in the plane of the truss only. 320# 820# 12 12 M-7x8(S)6.00 M-4x10 M- x8 =M-8x4=M �x4 0,85^) M-30x10 M 5x6 4 6.00 %M-4x4 of T2 R I9 M-1.5x4 m 3 � oc M x10 `i__� �� co _ ��4 15 16 17el _ " 13 ooo 18 02 ' 2O o M-6x8 M-4x10 =M-4x4 =M-10x10 M-4x10 M-3x8 0M18HS•7x14 , M-3x4+ .-2.75 M-3x4+ M-3x4+ 12 2.75.. M-3x4+ =M-8x8(S) yp 2-11-041, ), 12 ,, ,, )' ), y J, y-05.0Ef 4-06-12 4-05 j,20j, 9-02-04 9-00-08 5-04-12 y 9,,-1 2-05-08 11-11 2-00 23-07-08 9:1Y 0-10 40-00 0-10 Scale: 0.1548 o'��' (3 IN p JOB NAME : POLYGON PLAN 5-B NH - AH1 JJ vi WARNINGS: GENERAL NOTES,unless otherwise noted: E4� Ll - •9 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for en individual .' („�z®O.w E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 1Incorporation of component la the responsibility of the building designer. // 2.2x4 uwmpreasion web brednp must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 9 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.o.respectively unless braced throughout their length by 1,4000` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywal(BC). .....'!M" DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ va Q SEQ. : 5 992803 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. 'f7G ,f_OREGON fib,�A fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used Inc noncorrosive environment, design loads be applied to any component. and aro for"drycondition"of use. �Sd _'9y 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support Mown.Shim or wedge If fay �yP fabrication,handing,shipment and Installation of components. neceasary. R R I t-'" V1 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Initatione set forth by O.Plates shall be located on both faces of truss,and plead so their center 11111111111111111 k In SCSI, which requlines coincide Joint center Ines.est.MTeUAInaCompuT 9SoNwere 7.6.6(1L-E e8lo rlaFFor Digits pconnd plate design es see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 JlIIIIIIIIIII) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0' TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IQOND. 2: Design checked for esti-5 pail uplift at 24 'oc spacing.' BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 420 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc . Wind: 140 mphho20.4ft, TCDL=4,2,BCDL=8.0, ASCE 7-10 M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (P9) (All Heights), Enclosed, Cat,2, Exp.e, MWFRS(Dir), load duration factor=1,8 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. Refer or equal rus pal at stud verticals. 4-09 4-09 complete CompuTrus end detail for 1' T T 12 12 6.00 17 .. :16.00 HM-4x4 f- 3 1 I y CO N m 4 O� m O OI ., - - /- �O 1 _ -//////////////////////////////////////////////////l////////////////// O M-3x4 M-3x4 J, y 0-10 9-06 y y o-to JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 'SN' N PR°PLE�,s�o WARNINGS: GENERAL NOTES,unless otherwise noted: / Cl1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual (t.. 7 SO O E 'Sr. Truss: C and Warnings before construction commences, bulking component.Applicability of design parameters and proper / 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibmty of the building designer. 3.Additional temporary2.Design assumes the topand bottom chords to be lateral braced at +/" bracing to Insure etabiaty during construction laterally t ,''w DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �,��. continuous sheathing such as plywood ng(TC)and/or drywall )C. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ r el CC 4.No bad should be appied to any component until after all bracing and 4.Installation of trues is the responsibility piths respective contractor. OREGON SEQ. : 5992804 fasteners are complete and at no time should any loads greater than 5.Design assumes tenses are to be used in a non-corrosive environment, �L "er design loads be applied to any component. and are for"dry condition"of use. q �� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q y 14 2 fabrication,handling,shipment and installation of components. necessary. P L: es. 6.This design Is furnished subject to the imitations set forth by 7.Plates sassumes ll be locategd on botdrainage facesi of tens,and placed so their center �`R 1111-k- V Anes coincide with joint center Ines. III VIII VIII VIII VIII IIID VIII IIII IIII MIITpek USA,Inc./CompuTrus s CA in SCSI,copies of ISofware 7.6.6(1L)-E request.ch win be furnished upon 10.9.Digits basic connector opla a design values sae ESR-1311,ESR-1g88(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 M18BTA LOAD DURATION INCREASE = 1.15 1- 2= 0 42 2- 7= -252 1166 3. 7= -283) 205 BC: 2x4 KDDF g16BTR SPACED 24.0' 0.C. 2- 3=(-1392 328 7- 8= 95 772 7- 4= -101) 446 WEBS: 2x4 KDDF STAND3. 4=(-1216 326 8- 6=(-246) 1169 4- 8= -101) 450 LOADING4- 5=(-1218) 339 8- 5= -287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12.0C. 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 BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) }} For hanger specs. - See approved plans0'- 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 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C, ,CN18 (or no prefix) = rus, Inc IGONO 2 Design checked for net pafl uslift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001• @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.037' @ 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 = 0.026' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-14 4-11 02 1' 4 11-02 T 5-03 14 1' Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 '" :16.(x) oad duration tactor=1.6, 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 4'.--4' M-1.5x4 M-1"5x4 . .8 Li) 0 M O 0. T ASr � 8 }} ,- Ca 7 0.25" M-3x4 M-3x4 c Ca M 3x4 M-5x6(S) b y y y 7-00-03 6-05-11 7-00-03 y y y 0-10 20-06 JOB NAME: POLYGON PLAN 5-B NH - D2 Scale: 0.2933 �Cj��tC7 N� s/(� WARNINGS: GENERAL NOTES,unless otherwise noted: E 1.Builder and erection contractor should be advised of a9 General Notes 1.This design la based only upon the parameters shown and Is for an Individual A' 0 Truss: D 2and Warnings before construction commences. bulking 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. ie'..''r rrgr 2.Design assumes the top and bottom chords to be laterally braced at 3.Addlfonal temporary bracing to Insure staNaly during construction 2•o.c,and at 10'o.c.respectively unless braced throughout their lenn��fa by ',.;�, /. "} DES. BY: BS la the responaidlly of the erector.Additional permanent bredrg of continuous sheathing such as plywood sheetfdng(TC)and/or drywaa(BC). DATE: 7/11/2014 the overall structure Is the responaibialy of the building designer. 3.2x Impact bridging or lateral bracing cing required where shown++ 4� OREGON b �Cr 4.No load should be appled to any component until alter al bracingand 4.Instellaeon of truss Is the responsibility of the respective contractor. l� SEQ. : 5 992805 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, L� -,., y design bads be applied to any component. and are for"dry condition"of use. ry y 14. �`Y. TRANS I D: 403334 5.C loads has no control over and assumes no responsibility for the O.Design assumes full bearing at all supporta shown.Shim or wedge If necessary. 'R.R IO- fabdeeeon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of tons,and placed so their center - .. I fines coindde joint center lines. 0111 Ell IN IIIII 11111 IIII IIIII IIII IIII MTITPeI/WTCA in SI,copies of which win be furnished USA,lncs/CompuTrus Software 7.6.6(1L)-En .6.6(1L)En request. 10.For basic cot with orplate design values see ESR-1311•ESR-1988(MITep 8.Digits EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF//ABTA; LOAD DURATION INCREASE = 1.15 1-3= •522 168 1.5= -127 422 3-5.(0) 214 2x6 KDDF qt&BTR T1 SPACED 24.0' O.C. 2.3= 0 0 5-4=(-123 424 BC: 2x4 KDDF#1&BTR 3.4= •539 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -382/ 424V -32/ 34H 137.50" 0.68 KDDF 625 LL = 25 PSF Ground Snow (Pg) 20'• 6.0' -68/ 417V 0/ OH 5.50' 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.l M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 M- 5x41 reequas ton BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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' pplate prefix designetars: MAX TL CREEP DEFL= •0,012' @ 15'. 9.0' Allowed = 0.572' C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007' @ 13'- 2.0' Allowed = 0.291' M,M2OHS,M18Hs,u18 = MiTek MT series Refer to CompuTrus standard 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: 1140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 T load Heights), Enclosed,Enclosed, Exp.B, MWFRS(Di ( r), T 14-03 1-06 T 4-09 Truss designed for wind T loads in the plane of the truss only. 12 =14-4)04+ 12 s- 6.00 p Q 6.00 M-4x6- ui 0 to + sa. + - M-3x4+ •- 0 1 co { 0 M 3x6(S) M-3x6 M-1.5x4 M-3x4 0 1- y y 11-05-08 15-09 y y 4-09 1, 1, 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 `;�,i3OP 1F�ss,.s WARNINGS: GENERAL NOTES,unless otherwise noted: •r 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual Lt. .ke �2; IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'• 8.0' IBC 2012MAXMAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 12-2=(•5700` 113 2.5=42 (-40) 429 5.3=03) 265 BC: 2x4 KDDF 916BTR SPACED 24.0' O.C. i WEBS: 2x4 KDDF STAND 3.4= •573) 124 LOADING TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0' 0.0' 0'- 0.0' -96/ 594V •50/ 57H 5.50' 0.95 KDDF 625 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 Connector plate prefix designators: (GONG 2 Design checked for net(3psfI uplift at 24 'oc soecina.l C,CN,Ct8,CN18 (or no prefi = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesVERTICAL 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 = 0.026' @ 8'- 6.3' Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3' Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006' @ 11'- 2.5' 12 12 DESNOTIGN EXCEEDU119%ATES ITIMEECNTENT DOES OFOMANUFACTURE. 6.00 IIM-4x4 Q 6.00 Design conforms to main windforce-resisting 4.0, system and components and cladding criteria. 3 M Wind: 140 mphh=20.6ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \ rus duration fforowi6 Truss designed for windndloads in the plane of the truss only. 0 0 o c !,:0 M O 0 CI0 0 1 0 Y 4�, * co M-3x4 M-1.5x4 M-3x4 y y i, 5-10 5-10 ; y y 0-10 11-08 JOB NAME: POLYGON PLAN 5-B NH - E2 Scale: 0.4999 ,5'�' cGNE' 41 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Zt/ tom" 1.Builder and erection contractor should be advised of al General Notes 1.btu This design�s based only upon thef aramet rs shown aand d for oindividual 4• 11 0 E and Warnings before construction commences. poo Appe my' 9 P proper Trus$: E 2Incorporation of component Is the responaldly of the building designer. 2.2x4 compression web bradng must be Instated where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Addmonel temporary bradng to Insure stebilty during construction2'o.c,and at 1W o.e.respectively unless braced throughout their length by / DES. BY: BS is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood aheettdng(TC)and/or dryweB C). ,../'!0" DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ <A I 4.No load should be appled to any component until Mer el bracing end 4.Installation of truss is the responsibility of the respective contractor. if_OREGON SEQ. : 5 992807 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -0i '7' 2 1,�AN TRANS I D: 403334 design loads be applied to any component and era for"dry condition"of use. ..� ).- 1.4. Q'' 5.CompuTrus has no control over end assumes no responsibility for the 6.Desig assumes Tub bearing at al supporta shown.Shim or wedge if O 4fi fabrication,handling,shipment and Instelatlecessar. 4/ .R A I Lon of components. 7.Design assumes adequate drainage is provided. � 6.This design Is furnished subject to the Irritations set forth by a.Plates shell be located on both faces of truss,and placed so their center I,copies of nes coindde with Joint center Ines. 111111 1III�111I�I1II�II11I111H VIII IPI I11I MIITP�SA,lnaCA in 8/CompuT s'Software 7 e 6(1L)-Ech WU be furnished upon request. 10.a.Four basicconnectoroplaf te desigte in n values see ESR-1311,ESR-1955(MITep EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing,( TC: 2x4 KDDF 618BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M1$BTR 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•resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector' late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20,6ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, M,M2OHS,M1BHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T 12 12 6.00 HM-4x4 Q 6.00 • A— 3 r) 0 (") I O C mm 2 4 M O,,._ —/O V v f— Oi/— 1 — — — O 0 0 M-3x4 M-3x4 y y y J' 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 \c�•<<- E [nFy`'t9 WARNINGS: GENERAL NOTES,unless otherwise noted: / 'T �' .1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametre shown and Is ler an individual 4r .1�0 9 E '91,x, Truss: El 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 responsibimy 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'c.c,end at 10'o.c.respectively unless braced throughout their length by �� `�. DATE: 7/11/2014 building designer. continuous,,Ipatrisheathing such lateralas plywgoeuedMn ere s sown+drywaa(BC. the overall eWdure Is the res nMMI of the 3.2x Impact bdd I or bracingrequiredheat where shown++ 'Cr 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �` .a A� design loads be applied to any component end are for"dry condition"of use. / A TRANS I D: 403334 s.CompuTrus has no control over and assumes no responsibility for the 6.n Design assumes full bearing at all supports shown.Shim or wedge If O y 14, 2� 4 shipment and Inetaatlon of component, necessary. f�, fabrication,handling, V 6.This design la furnished subject to the Irritations set forth T.Designlateshalt assumesllocatadeqed onne drainage is provided.ss,a. `(��'��,. 1111111111111111111 Vby S.Ines Ircated both faces of Wss,and placed so their center TPINYTCA in SCSI,copies of which will be furnished upon request R.Digits Indicaate size f plat ninrinches. MITek USA,InGlCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6.00.00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2.(-125) 101 1.4=(-54) 72 2-4=(•187) 169 BC: 2x8 KDDF k1&BTR 2.3=5 -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TO UNIF LL( 50.0 +DL 14.0). 64.0 PLF 0'- 0.0' TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL2312(+DL( 177.2)- 408.5 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -304/ 1451V -411 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 KDOF 625 Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5' max. nail penetration. OND 2 Design checked for net)-5 pat) uplift at 24 'oc spacinc.l ** For hanger specs. • See approvedBOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP IG B plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 Connector plate prefix designators: MAX IC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed o 0.323' C,CN,C18,CN18 (or no prefix) = CompuTrue, Inc MAX TC PANEL TL DEFL = •0.097' @ 3'- 0.5' Allowed = 0.484' M,M20HS,M16H5,M16 = MiTek MT aeries 5-08-04 0-03-12 3 MAX HOAIZ. LL DEFL = 0.000' @ 5'• 8.2' MAX HORIZ. TL DEFL = 0.000' @ 5'• 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I . NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x4 -/ system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL-4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), • i load duration factor=1.6 Truss designed for wind loads • in the plane of the truss only. cn 0 v 0 m Imi o1 11111111111111111111111111111111 c ►t ** 4 M-5x16 M-3x10 y J, y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD Scale: 0.5482 �r�'i`�' �G NE' sro WARNINGS: GENERAL NOTES,unless otherwise noted: �a f Ll 2'jr 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 .c' 9 z so E 1" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Fl -GIRDIncorporation of component Is the respomibiNy of the bWldng peasigner. r // 2,2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at o"3.Additional temporary bradng to Insure stability during construction g•o.a.and at 19'o.c.respectively unless braced throughout their lenr�g h by44001010„,4,..., ,®, DES. BY': BS Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood shealhing(TC)andlor drywan(SC). !°, DATE: '7/11/2014 the overall endure is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ a8 7`�' SEQ. : 5992809 4.No load should be applied to any component until alter all bradng and 4.Installation of trues is the responsibility of the respective contractor. ,��""CJREGON �l/ (Intonate are complete and at no lime should any beds greater than 5.Design assumes busses are to be used In a non-corrosive environment, '�,(.� 'y� N �+'`. design bads be tippled to any component, and are for"dry condition"of use, O ' 14. TRANS' I D: 403334 6.ConpuTnn has no control over and assumes no rosTwneldlly for the 8 necessary. Designcry assumes full bearing at at supports shown.Shim or wedge If t[ff P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. - ��TRR.`"' 6.This design Is furnished subject to the Imitations set forth by O.Plates shad be located on both faces of truss,and placed so their center _. lines III VIII VIII VIII VIII VIII VIII Iill IIII MTITpek U ACA inBCSI,copies of which wig belnc/CompuTfue Softwarfurnished 6.6(1 L)E request. 10 Four basic dconnde ect Joint plate values see ESR-1311,ESR-1988(MITch) fXRIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11.08.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8;KDDF #1&BTR WEBS: 2x4 KDDF STAND LOADING 2.3= 10 5 TC LATERAL SUPPORT <= 12.00. UON. LL = 25 PSF Ground Snow (Pg) TC UNIF LL 50.0 +DL 14.0). 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BEARING MAX VERT MAX HOAZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL: 120,6+DL: 102.2;= 223.0 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Single member as shown. 0'- 0.0' -170/ 881V -41/ 104H 5.50' 1.41 KDDF 625 Singles emberhas so whe bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) will rs att.5' max, nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) 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,CI8,CN18 (or no prefix = CompuTrua, Inc MAX TC PANEL TL DEFL= -0.097' @ 3'- 0.5' Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT aeries 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' 1' T MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' 12 8.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20.7ft, TCDL=4,2,BCDL=8.0, ASCE 7-10 (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. °I 0 41- 0 to 9,o� P� JI c?"-0 - 4 M-5x16 M-3x10 ** y J, y 5-08-04 0-03-12 J, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 `�o\c,0PROPec,, WARNINGS: GENERAL NOTES,unless otherwise noted: �y 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 �9 Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �G/S E 2.Zx4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterallybraced at /' DES. BY: BS is the reaponslbi8ty of the erector.Additional permanent bracing of 2'0•0•and at 10'o.c,respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathingidgingor such as plywood required where end/ordrywal C). ;./,Asr. 46100.. p° m' ip 3.2x Impact bridging lateral brazing shown++ en CC 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON Q/ SEQ. : 5 992 810 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 17, design loads be applied to any component. and are for"dry condition"of use. �,� �1p` "` TRANS I D: 403 334 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If Q 1e 14 2 `E' fabrication,handing,shipment and installation of components. 7.necessary. adequate assumes p This design is furnished subject to the Inittlons set forth by 8.Plates nshell be located nboth faces of truss,and placed so their center M�A Al IA- 6. VP will be furnished s int center lines. IIIIII VIII VIII III I IIIII IIIII VIII IIII IIIIMTITTekU SA,Inc./CompuT 8 which Software 7.6.8(1 L)En request. 10.For basic connector e with oplate design values see ESR-1311,ESR-1988(MiTek)9.Digit 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 8'- 8.9" ICOND 2' Design checked for net( pnf( uplift at 24 "oc soecing.l TC: 2x4 KDDF 8138TR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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=15it, TCOL=4.2 BCDL=6.0, ASCE 7-10, C, CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS2OHS,M18HS, 16 = MiTek M series LL = 25 PSF Ground Snow (Pg) oad duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. 1' 1' 1' 1212 6.0017 ..:716.00 IIM-4x4 3 I,- 0 0 N 4 [h o 4 o v 0 c, 1 / //////////////I//////////////////////////////////////////////// // o M 3x4 M-3x4 y .k ), 0-10 8-08-15 JOB NAME: POLYGON PLAN 5-B NH - G1 Scale: 0.6079 mac.,- GpNe AV ""A- WARNINGS: GENERAL.NOTES,unless otherwise noted: 4J� If, 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an Individual 4C !•200 (_ Truss: G 1end 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 bulking designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced a[ DES. BY: BS is the responsibitty of the erector.Additional pemraneot bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by *WISP continuous sheathing such ae plywood sheathing(TC)and/or drywal(SC). !+' � DATE: 7/11/2014 the overall structure i the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown+* OREGON Ott/ tr 4.No load should be appled to any component until alter ea bracing and 4.Inatelation of truss is the responsibility of the respective contractor. ., a SEQ. : 5 992811 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment, l+� 49 y, N y design loads be applied to any component. and are Mr"dry condition"of use. 1.64. �, coqPPI 8.Design assumes Na bearing at at supports shown.Shim or wedge N TRANS I D: 40333 4 5.CompuTrus hes no control over end assumes no responsibility for the necessary. ��A F4I \ fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage b provided. 8.The design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces o/truss,and placed so their center lines coindde with Joint center lines. 1111111111111111111 MITek USA,Inc.CompuTrus CA in SCSI,copies of ISoftware 7 8 8(1 L)-E request.ch will be famished upon 10.For sMdc conn size r plate design inches. see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4'KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-63) 29 TC LATERALSUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD o 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 14.2' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50' 0.65 KDDF 625 Connector plate prefix designators: 5'- 0.2' 0/ 64V 0/ OH 5.50' 0.10 KDDF 625 C,CN,C18,CN18 (orrno prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3.0' -58/ 140V 0/ OH 1.50' 0.22 KDDF 625 M,M2OHS,M18HS,M18 = 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 osfl 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 = 0.005' P •1'• 2.2' Allowed = 0.119' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= 4.005" @ •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 11 system and components and cladding criteria. A. Wind: 140 mph h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.8, o Truss designed for wind loads CD in the plane of the truss only. M-3x4 N hn/-- C - - 0 1/- 1 2 a 4-'><: > y )' y 1-02-04 (PROVIDE FULL BEARING:Jts:2.4.3) 5-03 1{ JOB NAME : POLYGON PLAN 5-B NH - G3Bale: 0.7536 c�''<<•\ ROPe'S WARNINGS: GENERAL NOTES.unless otherwise noted: oeit 2 G3 1.Builder and erection contractor should be advised of all General Notes 1.Thla design Is based only upon the parameters shown and is for an Individual 4)� .r I E fir" Truss: G3 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 sterility during construction 2.D2'o.c.and at lea the top and bottom chords to be laterally ho braced al DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c, as unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)C)andlor drywal(BC). /'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++ -4 tr 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. =7 OREGON it, SEQ. : 5 992 812 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, L yb design loads be applied to any component. and are for'dry condition"of use. / '9y ZQ TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge If Q 14, fabrication,handling,shipment and installation of components. Dnesign cessary. 414'I?R�L`>�s 7.Design assumes adequate drainage Is provided.e 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPkwhich fa )- ��Nlines coincide with joint center Ines.size MITeUA,Inc./CompuTrus Softwarefurnishedupon 10. of Digits nnectorplte design values see ESR-1311,ESR-1985(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICORD 2 Design checked for net(-5 oaf) uplift at 24 'oc spacing.) TC: 2x4,KDDF #16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4'KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 18%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mphh=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,M2OHS ,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M, 2OHS,M18NS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) oad duration factor=l.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 0 0 N in C o4 M-3x4 L. J, y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Scale: 0.7728 ��'<`tQIN 6" WARNINGS: GENERAL NOTES,uniees otherwise noted: 1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and is for an Individual Q�� 7 4' 0® E 29` and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: G2 Incorporation of component is the responsibility of the building designer. r / 2.2c4 compression web bracing must be metaled where shown*. 2.Design assumes the top and bottom chards to be laterally braced at "00!„,...,' 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 19'o.e,respectivelyunless braced throughout their la Qth by 4641..'DES. BY: BS is the responeldly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywat(BC). /:'® DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ IZ. 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 7r.-,A-OREGON 0, r(/' SEQ. : 5 992813 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-cerroslve environment, J design bade be applied to any component end are for'dry condition"of �O �)" 1 TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 8.nDesigna assumes onfulbearing use.all supports shown.Shim or wedge if A' C� �P fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage to provided. 'q�q RI�.-\•- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of buss,and placed so their center CA in SCSI,copies of ch vrill be furnished upon lines 1111111 11111 VIII VIII VIII VIII VIII IIII IIII MTITalu USA,Inc./CompuTrus ISoflware 7.6.6(1 L)-E request. tde with joint ceMer Ines. 0 Four bbasiciconnesize corof plaatte desigte In n values see ESR-1311,ESR-1988(Wel) EXPIRES:1 2/31 1201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1-2=!-94 79 1.4= ( 3 BC: 2x4 KDDF q1&BTR SPACED 24,0" O.C. 2-3.(-10) ('44) 58 2.4= -233) 166 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00' 0.47 KDDF 625 ( 625) Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50' 0.49 KDDF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 Osfl uplift at 24 'OC smacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TO PANEL LL DEFL = 0.152' @ 3'- 5.5" Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TO 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 0-05-1r MAX HORIZ, TL DEFL = 0.000' @ 6'- 7.7' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 199 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor=1.6 Truss designed for wind loads = in the plane of the truss only. in co 0 N r- Of c?"- 1►� ►14 -0 M-3x4 M-1.5x4 J'. J, , 6-07-12 0-05-12 J• y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 '��'� Gp(� �1��Sin WARNINGS: GENERAL NOTES,unless otherwise noted: - T 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ( ,��,, E 9r Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper 77 LLL 2.2s4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the bWlding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � . the overall sbucturs Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall C. /�,SW • DATE: 7/11/2014 v ty k) 3.2x Impact bridging or lateral bracing required where shown*+ Cr SEQ. : 59928144.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON loadsfasteners are complete and at no time should any greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, 7G a ��/ design loads be applied to any component. and are for"dry condition"of use. 1 TRANS I D: 403 334 5.CompuTnn has no control over and assumes no reoponsib tty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q ,�V 14 2�OA' fabrication,handling,shipment and installation of component. necessary, OA' 6.This design is furnished subject to the linitatlons set forth 7.Design assumes b el adequate one dthifac a Is provided.aMSR R(��• V 1111111111111111111 1 by 6.Plates shall be located both faces of tons,and placed so their carder TPIANrCA In SCSI,copies of which wig be furnished upon request lines colndde with joint center lines. MiTek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.FFor bagits sic connte ector design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 jIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' ICOND 2' Design checked for netuplift at 24 'uc 8 ac0 ing.] TC: 2x4iKDDF $11&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4000FDESIGN ASSUMES MOISTURE CONTENT DOES : q1&BTR SPACED 24.0' O.C. NOT EXCEED 18'6 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)+OL( 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=8.0, ASCE 7-10, C, ,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), M,M2OHS2OHS,M18HS,M18 = MiTek MT series LL o 25 PSF Ground Snow (Pg) load duration factor=l.8 Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00 ' U, 0 0 c1 I N a 0 IIIIIIIIIIIMMMIIIIIIIIIIIIIIIIMII 8f` ��///////////////////////////// % 3 M-3x4 • y y 5-01-08 ROr JOB NAME : POLYGON PLAN 5-B NH - G5 Sale: 0.8258 `�'��` GIN sro WARNINGS: GENERAL NOTES,unless otherwise noted: r't/ / - "57 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 ' ®0 E fi Truss: G5and 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. 2.Design assumes the lop and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.e.and at 10'o.c.respectively unless braced throughout their length by �, DES. BY: B S is the rosponsldAy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). �'�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++ OREGON b �(/� 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. SEQ. : 5 992815 fastener,are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 2 design loads be applied to any component. end aro for"dry condition'of use. IL '9y 14. �i ta. 8,Design assumes tad bearing at all supports shown.Shim or wedge It �I. i TRANS I D: 4 03334 5.CompuTrus has no conbot over and assumes no respoeldaty for the necessa '�p�'�� fabrication,handing,shipment and installation of components. 7.Design ssumes adequate drainage is provided. O.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of tons,and placed so their center ch will be furnished upon lines coincide with Joint center Ines. 1113111111111111111 M Te USA,Ina/CompuTrus TPI/WTCA in SCSI,copies of (Software 7.6.6(1 L)-Z request. 10.Digits basic coo ectorof plate In plaate design values see ESR-1311,ESR-1688(MITeq EXPIRES:12/31/2015 I 1111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'• 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/CQ=1 00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 50 2.8= 0 0 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2.3= -386 181 ( ) 3.4= .259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5= -189) 85 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6.(.105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6.7=) -42) 19 OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA C,CN,CI8,C018 (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 1625 5'- 11.2' -169/ 346V 0/ OH 1.50" 0.44 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'• 11.2' -118/ 231V 0/ OH 1.50' 0.30 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2' -134/ 272V 0/ OH 1.50' 0.35 KDDF 625 17'- 11.2" -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net1-5 oft uplift at 24 'oc spacing.' 7-09-12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=./240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100' 1' 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" MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2' MAX HORIZ. TL DEFL = •0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. ' 12 Design conforms to main windforce-resisting i! 6.00r. system and components and cladding criteria. Wind: 140 mph h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dlr), 0 load duration factor-1.8 Truss designed for wind loads o in the plane of the truss only. M-3x6(S) c 00 3 00 0 0 1 101 -iiii 8•••=- G M-3x4 0-10 6-00 13-10-15 IPROVID FI B ARIN.•Jts:2,8 A 4 F 6 7I JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 �`` SGP 0E6.6, o WARNINGS: GENERAL NOTES,unless otherwise noted: (I T 2 kw 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 .rS 2;a PE 91.. Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper / III"' 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at +rr' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.o.respectively unless braced throughout their length by /.,/" DATE 7/11/2014responsibilitybuilding designer. 2oImpacsshealhlnrsuchasplywood uiredineresand/ordrywall(eC). /,4110W - the overall structure is the of the 3.2x Impact bridging or lateral bracing required where shown++ It 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. 4..,OREGON SEQ. : 5 992816 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �L >H yt\� design loads be applied to any component and are for"dry condltlon'of use. / �1 TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes NII bearing at all supports shown.Shim or wedge If Q 14, 2 Q� fabrication,handling, necessary. �s ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �Plt-i l L\0 IIIIII VIII(III'VIII VIII IIID ILII IIII IIII 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 7PIM/TCA in SCSI,copies of which will be furnished upon request Noes coincide with 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-1988(diTek) 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 M18BTR LOAD DURATION INCREASE = 1.15 1-2=I 0 42 2-7=(0) 0 BC: 2x4 KDDF 4018BTR SPACED 24.0' O.C. 62 3.4= -220 197 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=(-154 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (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 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -168/ 347V 0/ OH 1.50' 0.44 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 ICONO 2' Design checked for net(•5 oaf) uplift at 24 "ox 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' @ O'-•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. 6.00 i7 Wind: 140 mph h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IT duration factor=l.8 Truss designed for wind loads in the plane of the truss only. iiiii M-3x6(S) (' ' 01 el 0 v 1 -, 0 7 c M-3x4 y y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING;,-ts'2.7.3.4.5.6) ope JOB NAME: POLYGON PLAN 5-B NH - J9 Scale: 0.3077 5�, GIN S'S WARNINGS: GENERAL NOTES,unless otherwise noted: 1/4y '51 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an individual iC- '<� ®9_ E Truss: J9 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 temporarybracing to insure stabiltyduringconstruction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: BS is the responsihiNly f the erector.Additionapermanent bradrrp of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthasby /, continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). .-",'A �. POW DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON YL ' 4.No load should be applied to any component until alter aP bnedng and 4.Inatagation of truss is the responsibility 011ie respective contractor. j_ OREGON SEQ. : 5992817 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ins noncorrosive environment 4 Z0N A, design loads be applied to any component and arefor"dry condition"of use, O y 14. ,Q,, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tot bearing at all supports shown.Shim or wedge If neceassry. 4EA R I I.\- 5 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Initeltons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 MTek USA�nBCSI,copies of Inc./CompuTrus Ich will be furnished SOfIWSfe 7.6.6(1 L)-onE request. r coincide with lines coacope �Ooborplatdesign values see ESR-1311,ESR-1988(MITeit) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7' IBC 2012 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3= .287) 142 3.4= -184 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5= -108 58 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6= -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ 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 KDDF 625)= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'. 9.2" 0/ 87V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF 625) 9'- 11.2' -119/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF625 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 usfl 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 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" 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't AT TIME OF MANUFACTURE" 12 Design conforms to main windforce.resisting ri • 6.00 system and components and cladding criteria. Wind: 140 mph, h=23,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truce designed for wind moads c in the plane of the truss only. 00 3 el 0 o 1 7 o M-3x4 1, i, ,1 y 0-10 6-00 9-11-11 (PROVIDE FULL BEARINGIJts:2,7 3.4.5.81 JOB NAME : POLYGON PLAN 5-B NH - J8eR O PRO# Scale: 0.3315 �� GINE' 0 WARNINGS: GENERAL NOTES,unless otherwise noted: '!� 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual tx�� .( ; IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF M1&BTA LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.6=(0) 0 BC: 2x4 KDDF 1,1&BTR SPACED 24.0' O.C. 2.3= -246) 122 3.4= -148) 61 TC LATERAL SUPPORT <= 12'0C. 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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 0'- 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 336V 0/ OH 1.50' 0.43 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50' 0.34 KDDF 625 13'- 11.7' -51/ 109V 0/ OH 1.50' 0.17 KDDF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND 2' Design checked for net( p=Sf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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' 0 MAX HORIZ. LL DEFL = -0,003' 9 13'- 10.9" MAX HORIZ. TL DEFL = -0.003' @ 13'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. id Wind: 140 mph h=22,7ft, TCOL=4.2,BCOL=6.0, ASCE 7.10 ' All Heights), Enclosed, Cat,2, Exp.B, MWFRS(D�r), load duration factor=l.6 Truss designed far wind loads in the plane of the truss only. 0 3 r ..1 IIS t`'0 O¢ i 1 W 6 -, ._� c M-3x4 y y ), y 0-10 6-00 7-11-11 JOB NAME : POLYGON PLAN 5-B NH - J7 5�•`�GMT, so Scale: 0.3795 WARNINGS: GENERAL NOTES,unless otherwise noted: /) 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4r 'S'28 E �1" and Warnings before construction commences. building component.Applicability of design parameters and proper /.�'" Truss: J 7Incorporation of component Is the responsibility of the building designer. j 2.2x4 compression web bracing moat 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 consbudlon y o.c.and at 10'a.c.respectively unless braced throughout their length by - �,�' DES. BY: BS Is the responeidlty of the erector.Additional permanent bracing of continuous sheathing such as plywood aheatNng(TC)and/or drywel(BC). /, DATE: 7/11/2014 the overal structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bredng required where shown 4.* . Cr SEQ. : 5 992819 4.No bed should be applied to any component until after all bracing end 4.(nets elton of truss is the responsibility of the respective contractor. -f7` if,OREGON,p,-L.'-' „`4J fastener'ere complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component and are for"dry condition'of use. ,�O '91' 14. TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.and nemmassumes NN beating at eN supports shown.Shim or wedge If �� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. A:R I L� S.This design Is furnished subject to the Imitations set Porth by 6.Plates shall be located on both faces of truss,and placed so their center III VIII VIII VIII 11111 11111 VIII IIII IIII Iwhich furnished )- west MTeUSA,lnc./CompuT s Software 786L)E coincide indicate of ctorpledesign values see ESR-1311,ESR-1958 9NITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 4168TR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2-60(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O,C. 2-3= -208 105 3.4= -102) 46 TC 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 BAG REQUIRED BAG AREA Connectorplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES))) 9 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 KDDF 625) REQUIREMENTS 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 Wplift 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 a -0.001" @ 0'••10.0" Allowed = 0.111' MAX TO PANEL LL DEFL = -0.030" @ 2'- 11.9' Allowed = 0.397' MAX TC PANEL TL DEFL = •0.050" @ 2'- 11.9" Allowed = 0.596' 0 MAX HORIZ. LL DEFL = -0.002" @ 11'• 10.9' MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. W Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 3 v. Truss designed for wind loads o in the plane of the truss only. co o 0 1 MN 6""7-----"' -! 0 M-3x4 i, )' y ), 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6.3.4.51 JOB NAME : POLYGON PLAN 5-B NH - J6scale: 0.4200 �•\• N SO41. 2 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 end Is for an individual '^�' l'•�h II i E 91„ Truss: J6 and Warnings before construction commences. building component.Appllcebllity of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsidity 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 T cc.and at 10'o.c.respectively unless braced throughout their length by 02,MOW DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywoodngrequired TC)and/or drywal9BC). .''Wow . the overai structure is the of the 3.2x Impact bridgingor lateral bracing re uired where shown++ C 4.No load should be applied to any component until alter a8 bracing and 4.Installation of tres is the responsibility of the respective contractor. =7 OREGON Oj SEQ. : ` 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , '.' .\ design loads be applied to any component and are for-dry conditsn'of use. / �',. �� p.�,� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if O 14., fabrication,handling,shipment and Installation of components. necessary. �FRA)L� 7.Design asaumel owed on drainage Is provided. 8.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 ch will be furnished upon 1111111111111111 MTITe USA,lraI/WTCA in SConlpuTtvs I,copies of iSoftware 7.6.6(1 -E request. 10.Forasic connlines coincide ectoroint center Ines. plate design values see ESR-1311,ESR-1988(Weld 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 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 42 2-5=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2-3.(-170) 99 3.4=( -78) 34 TO LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES 0'- 0.0' -22/ 350V -37/ 166H 5.50' 0.56 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -164/ 368V 0/ OH 1.50" 0.47 KDDF 625 M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50' 0.14 KDDF 825) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked for net( psfl uplift at 24 'oc s acg ino l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9' Allowed = 0.397' _, MAX IC PANEL TL DEFL = -0,048' @ 2'- 11,9' Allowed = 0,596' MAX HORIZ. LL DEFL = -0.002' @ 9'- 10.9' 12 1k MAX HORIZ. TL DEFL = -0.002' @ 9'- 10.9' 6.00� DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%Al TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 30111111111111111111111111111111111111111111111111111111111111111111111111111111111 Wind: 140 mphh=21.7ft, TCDL=4,2,BCDL=8.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8 d. Truss designed for wind loads )I o in the plane of the truss only. to 0 4 v 0 15t�� 0 M-3x4 y J, 0-10 y 6-00 y 3-11-11 (PROVIDE FULL BEARINC;Jts:2.5.3.41 JOB NAME : POLYGON PLAN 5-B NH - J5Scale: 0.4887 `4s- GAME Spd 4/51 (/ WARNINGS: GENERAL NOTES,unless otherwise noted: t ®® E 1;:r 1.Builder and erection contractor should be advised of as This General Notes 1. s design Is based only upon Q upon the parameters shown and is for an Individual .' tJ yL 1" and Warnings before construction commences. building component App icebilty of design parameters and proper Truss: J 5 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 asat 10 the top and bottom chords to be roughoaterally braced a DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.o.respecsuch y unless braced throughout their lenng�th by I/',� continuous sheathing such as plywood sheatNng(TC)and/or di v al(m. .-'.' M. _� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ -4 SEQ. : 5 992821 4.No load should be applied to any component until atter as bracing and 4.Installation of tees is the responsibility of the respective contractor. �� �YEGO 2.O1P A.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, T design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 403334 5.designCo Tnn has no control over and oneumes no responsibility for the 6.Design full bearing at all supporta shown.Shim or wedge if 14 �yP. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. - F11110.- 8.This design I.furnished subject to the Imitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be lines coindde joint center Ines. 1111111111 VIII 11111 11111 VIII VIII IIII IIII MTe USA,lnc./CompuTtus I/WTCA In BCSI,copies of lSoftware 7 8 6(1 L)E request. 10.Dijets indicate For basic cconneecoof r plata design te In „es see ESR-1311,ESR-1998(MiTek) EXPIRES:12/3112016 1111111111 This design prepared from computer input by y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=I 0) 42 2-5=(0) BC: 2x4 KDDF 61&BTA SPACED 24.0' O.C. 2.3= -126) 92 TC LATERAL SUPPORT<= 12"OC, UON. LOADING 3.4= -64) 25 BC LATERAL SUPPORT r_ 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' -24/ 353V -29/ 135H 5.50' 0.57 KDDF 625 Connector prefix designators: ) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 5'- 9,2' 0/ 67V O/ OH 5.50' 0.11 KDDF 625 M,CN,C1 M18HS,(or = MiTekprMT 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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 Del uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'-•10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001" @ 0'--10.0' Allowed = 0.111' 12 --+, MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3' Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00'7 � ) MAX HORIZ. LL DEFL = -0,001' @ 5'- 11.2" `� MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting I 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 4 Truss designed for wind loads in the plane of the truss only. a, 9,- v MICD 1 M-3x4 k k k k 0-10 6-00 (PROVIDE FULL BEARING:Jts:2 5 3 4' 1-11-11 JOB NAME :' POLYGON PLAN 5-B NH - J4 Scale: 0.5653 �cJ�� CaNEFeSrS�O WARNINGS: OENERAL NOTES,unless otherwise noted: 5 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 (�. .iS •a E q<. Truss: J4 and Warnings before construction commences. building component.Applicability of design parameter and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabMty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c,and at 10'o.c,respectively unless braced throughout their le by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). F,.F.�se '�"�` 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 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �7L Ar_OREGON1 �((f. SEQ. : 5 992822 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, '7 design loads be applied to any component end are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge If /O '9Y 14 $0 fabrication,handling, necessary. ,1„.. shipment and installation of components. 7.Design assumes adequate drainage la provided. V B.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center �+'� (IIIII IIIII IIIA IIIII IIIII IIIII IIIII(III(IIIMTek USA,Inc.In SCompuT s Software 7.6.6I,copies of which will be (1L En request. 10.For ib lines coincide connector plate design values see ESR-1311,ESR-1888 fdITeW EXPI RES: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 4WRIDDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 4.2=(-90) 42 68 2.4=(0) 0 BC: 2x4 KDDF 016BTR SPACED 24.0' 0.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( 625 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF (( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50' 0.26 KDDF 625 C,CN,C18,CN18 (or no prefix) = Compulrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Desien checked for net(•5 psf) uplift at 24 'oc soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' 0 0'•-10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' 0 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' f T MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.001' 0 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 mph h=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), sad duration factor=l.6 Truss designed for wind loads . in the plane of the truss only. .1- cm M c.) o/- v o� 1 4� -7, 0 M-3x4 y y y 0-10 (PROVIDE FULL BEARING•Jts•2 4 '+I 6-00 PR JOB NAME: POLYGON PLAN 5-B NH - J3 Scale: 0.5843 tea, v0GINE std WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ly� e / l"1:- Truss: -. 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 �• 'S��++"E Truss: J 3 and Warnings before construction consnences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsiblaty of the building designer. / /r 3.2x4 co Additional temporarybracing to be armlet duringconstruction 2.Design assumes the top and bottom chords to be laterally braced a[ / - HN 2'o.e.and at 10'o.c.respectively unless braced throughout their length by 1�,,��, ,d''.�` DES. BY: BS Is the responsibility of the erector.additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or diywaelBC). Cr DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ -4 4.No load should be applied to any component until after ea bracing and 4.installation of truss Is the responsibility of the respective contredor. OFMEGON t„,SEQ. : 5992823 fasteners are complete end st no time should any bnon- corrosive greater than 5.Design assumes trusses are to be used in a environment, 2 design bads be applied to arty component and are for'dry condition"of use. �'4b 14, d, TRANS I D: 403334 5.CompuTn»has no controlover and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge It M fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. It��AML.V. 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIjoint center Ines. III VIII VIII VIII RIR III(III(III MITek US Amin CompuTrus BCS1,copies of (Software 7 8 8(1 Lch will be furnished))-E request.n 10.Digits indicate connector desig design es sea ESR-1311,ESR-1988(MITeq FXPIRE5:12/31/2015 1111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IC: 2x4 KDDF #16BTA IBC 2012 MAX MEMBER1- FORCES 42 2-4o(O(/0ts=1.00 LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF #16BTR 2.3o( 0) 2-4=(0) 0 SPACED 24.0" O.C. 2-3= •63) 49 TC LATERALJSUPPORT<= 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 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' •41/ 321V -14/ 73H 5.50' 0.51 KDDF 625) Connector plate prefix designators: 3'• 10.9' -99/ 114V 0/ OH 1.50' 0.18 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50' 0.09 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL. 083 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX EP DEFL = 0.001' @ 0'--10.0" Allowed = 0. " MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed 0.111111" 3-11-11 MAX LL DEFL = 0.000" @ 0'• 0.0' Allowed = 0.078' T 1' MAX IC PANEL LL DEFL = 0.012' @ 2'. 2.2' Allowed = 0.246' MAX BC PANEL TL DEFL = •0.034' @ 3'- 1.4' Allowed = 0.333' 12 MAX BC PANEL TL DEFL = •0.004' @ 4'- 1.4" Allowed = 0.333' 6.00 17 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. 0 Wind: 140 mph h=20,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads c in the plane of the truss only. N CO O/ 4 Nia. c 0 1 mo--. ..14 M-3x4 y j. y 0-10 'PROVIDE FULL BEARING:Jts:2,3.4I 6-00 JOB NAME: POLYGON PLAN 5-B NH - J2 Scale: 0.6394 ����E�NPROFFv.n WARNINGS: GENERAL NOTES,unless otherwise noted: V' 'T Q'i' 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 �" .��;, E 9r,,, Truss: J2 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 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 rngth � DES. BY: BS is the responsibility piths erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively ooe sh etcced t(TrC)and/or heeir len BC)y �a � - continuous sheath) such as l„e,-� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral braving required where shown++ It 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosve environment, 0, tti design loads be applied to any component. and are for"dry eondlson'of use. L `7 '\ '�. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fug bearing at et supports shown.Shim or wedge If / ,9 O Y 14, 2O ` fabrication,handling,shipment and installation of components. 7.Dnesign as. p JnFi RIO- 6. 'O-<2�` 6.This design is furnished subject to the Irritations set forth by 8.Plates shell bebelocaategduoneboth drainage of truss,and placed so their center ,Yl+: V lines IIIIII VIII VIII VIII VIII VIII VIII'III'IIIMies of which will be furnished ITe USA,lnc.I/WTCA In SCo I,coppuT 9 Software 7.8.6(1L)-En .6.6(1L)En request. 10.Foibasicconnector plaatetdesncide with joint rign values see ESR-1311,ESR-1988(MiTel0 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 111&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2.4=(0) 0 BC: 2x4'KDDF 01&BTR SPACED 24.0' O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50' 0.42 KDDF ( 625 1'- 10.9' -108/ 90V 0/ OH 1.50' 0.14 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,M16 = MiTek MT series LIMITED E TO THE SPATIL EMENTSAOF IBCS2NT APPY012 ANDLIRDU2012 NOT BEINGAMET. ICOND. 2: Design checked for nett-5 psfl 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' MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0' Allowed = 0.097' T MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005' @ 2'- 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'. 3.8' Allowed = 0.333' 6.00 I '. 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 mphh=19.7ft, 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 in the plane of the truss only. 0 Tro o,,- ooh 1 ►Z1 ►�4 M-3x4 3, 3, 3, 0-10 (PROVIDE FULL BEARING:Jts:2.3.4I 6-00 _,O PROPE- JOB NAME: POLYGON PLAN 5-B NH - J1 B1 ale: 0.7,44 �C.. ('N Sera WARNINGS: GENERAL NOTES,unless otherwise noted: �/� ,• � �� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an individual '�' ®a YYY"'E and Warnings before construction commences. building component Applicability of design parameters and proper, Truss: J 1 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. f R 2.Design assumes the top end bottom chords to be laterally braced at ®�p. 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /,Assn DES. BY: BS Is the responsibi ty of the erector.Additional perrmanent bracing o1 continuous sheathing such as plywood aheathlng(TC)and/or drywae(6C). DATE: '7/11/2014 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ ♦ ()RECON �(/a- 4.No load should be eppled to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9 �, SEQ. : 5992825 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, Li ift4,_ "1 j_ design loads be applied to any component end are for"dry condition"of use. Q 14.. ei P 8.Design auumn Ni bearing at as supports shown.Shim or wedge if V TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. Mp�'G� fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. I' 6.This design s furnished subject to the imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center iIIIIII VIII(III,VIII VIII VIII VIII(III(III coincide with Joint center Ines. M TeTPIk US,Inan $CompuTrus I,copies of )ch.vlIl be furnished upon Software 7.6.6(1L)E request. 190.For ices. connector piste design values see ESR-1311,ESR-1986(MITaq IIIIII EXPIRES:12/31/2015 1E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4,KDDF B18BTR 4 BC: 2x4KDDF g188TA ( )LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2- B=( .97) 190 8- 7=) 0) 18 SPACED 24.0" O.C. 2. 3= -257 48 7. 9= 158 297 7- 3= 0) 49 WEBS: 2x4 KDDF STAND3- 4=(-224 105 3. 9=(-308 164 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-153 67 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT r- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C 8,CN18 (or prefix) = CompuTrus, Inc 0'• 0.0' -29/ 351V -53/ 231H 5.50" 0.56 KDDF 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 2.3' 0/ 127V 0/ OH 5.50" 0.20 KDDF 625 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 Bsfl uplift at 24 "oc soacing•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' 13-11-11 MAX TL CREEP DEFL= -0.015" @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.007' @ 5'• 2.3' -/ MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design esisting system and fc mponentsorms to iandn lcladdingrcriteria. 6.00 17 Wind: 140 mph h=22.7ft, TCOL=4,2,BCDL=6.0, ASCE 7-10 %' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DIr), co load duration factor=1.6, o Truss designed for wind loads 0 o in the plane of the truss only. r-. M-4x6 o M 3x4 �f`�� o o �3 M-3x4 9 to O CV 6 O cu M-3x4 M-1.5x4 N 1 1 1 1 2-03-12 2-10-08 0-09-12 1 1 1 1 0-10, 2-05-08 , 11-06-03 1 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2 9 4 5 6( JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 ���5G N liens, o WARNINGS: GENERAL NOTES,unless otherwise noted: '7 2� J7C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 7 C 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 temperer,/bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced et a/' DES. BY: BS is the responsibility of the erector.Additional2'o•c.and at 10'o.c.respectively unless braced throughout their length by Po Stypermanentingbracing of continuous sheathing such as plywood ng(TC)and/or drywa8 C). „/".'. . / Ow 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 tons Is the responsibility of the respective contractor. OREGON tn S E loads greater than 5.Design assumes tenses are to be used In a non-corrosive environment, �L 451 " 4, „`It✓ TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. 6.5.CompuTrus has no control over and assumes no responsibility for the Design assumes Na bearing at all supports shown.Shim or wedge If Q '10/ 14, 2a h4 fabrication,handling,shipment and installation of components. necessary. adequatees p RRIO-19 'O- S 6.This design Is furnished subject to the Imitations set forth by 7.Plates shall be located bots drainage sof truss, nd placed so their center 1111111111111111 MTe USA,Inc./CompuTrus I/WTCA In BCSI,copies of iSoftware+7.6.8(1 L)E ch wit be furnished upon request. 1e with joint center lines. 0.Four balines indicate ci lion size ctoroplatetdesign values see ESR-1311,ESR-1988(Welt) EXP(RE5:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11,7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4'KDDF 111&8TR LOAD DURATION INCREASE = 1,15 1- 2=( 0 42 2- 8=(-102)1178 8- 7= 0) 18 BC: 2x4;KDDF N1&BTR SPACED 24.0' O.C. 2. 3=(-245I 43 7- 9=(•165 278 7- 3=I 0) 49 WEBS: 2x4 KDDF STAND 3. 4.(-213 71 3- 9= •289 171 LOADING 4. 5=(-155) 77 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(•101) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRO AREA OVERHANGS;, 10.0' 24.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) U pp 0'• 0.0" -27/ 356V -39/ 215H 5.50' 0.57 KEW ( 625 C,CN,CI8,CN16 (or no prefix) = nus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50' 0.20 KDDF 625) M,M20HS,M18HS, 16 = MiTek MT seriesries 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. (GOND 2 Design checked far net(-5 osf) uplift at 24 'oc spacing./ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0" Allowed = 0.083" 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' ff 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' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001;7" y) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.2ft, TCDL=4.2,BCOL=6,0, ASCE 7-10 c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Tr , u1 in designed planeor loadsind truss only. m ;' M-4x6 co M-3x4 �MF o 0 h of �_���" M-3x4 M-1,5x4. /114 N 8 0 M-3x4 * * , * 2-03-12 2-10-08 0-09-12 ) 1, * * 0-10j, 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 `c#'" INEFF66' WARNINGS: GENERAL NOTES,unless otherwise noted: { • (id 41®S E �"�1,R 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 11""., Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters end proper �/ 2.2x4 compression web brsdng must be installed where shown+. Incorporation of component Is the responsibimy of the building designer. �/ ateralli 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bo8am chords to be ner. X 440illel their length by Y"•!- DES. BY: BS is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). DATE: 7/11/2014 the overfill structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Cr OREGON L(/ 4.No bed should be applied to any component until after a8 bradng and 4.Installation of trues Is the responsibility of the respective contractor. SEQ. : 5992827 fasteners are complete and et no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, 2.°�P� design bads be applied to any component end aro for"dry condition'of use. /4) .41j.* 14, TRANS I D: 403334 5.C loads hes no contrd over end component. assumes no responsibility for the 8.�e Design assumes NM bearing M al supports shown.Shim or wedge If fabrication,handing,shipment end Instaeetlon of components. 7.Design assumes adequate drainage is provided. M$'A A M-`" 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both feces of truss,end placed so their center shed upon IIIIII VIII VIII VIII VIII VIII VIII(III III) MITe USA,lnCl/WTCA In s/CompuTrus SoftwereI,copies of which will be+7.8.6(1 L)E�a� 10.For asiicc conned rplf a ete in desJoint rigo Blues see ESR-1311,ESR-1886(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1$BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7= -69) 178 7.6- 0 18 BC: 2x4 KDDF N16BTA WEBS: 2x4 KDDF STAND SPACED 24.0' O.C, 3.4= • 5373 6.8=� )-14) 278 3.8s9) 49 3-4=(-1153) 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 <= 12.00. UON. L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector ppate prefix designators: M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50' 0.39 KDDF 625 REQUIREMENTS 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 psfl uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' I MAX LL DEFL = -0.007' @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = •0.014' @ 2'- 3.8' Allowed = 0.339" 9-11.11 MAX HORIZ. LL DEFL = -0.005' @ 5'- 2.3" T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' '` -f DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 • 6,00 Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6 c Truss designed for wind loads ;i o 0 in the plane of the truss only. M-4x6 _____..._ -(0' didildM�D 8 -s 83. c � M-3x4 M-1.5x4 0 M-3x4 M-3x4 y y ) 1, 2-03-12 2-10-08 0-09-12 y ), y y 0-10, / 2-05-08 7-96-03 6-00 3-11-11 'PROVIDE FULL DEARING:Jts:2.8.4.5) JOB NAME : POLYGON PLAN 5-B NH - J5CBpale: 0.3783 c��`'�q O NPROPen n 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 't.' •.4 I E r Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 7 GG� 2.brit compression web bracing must be Installed where shown+• Incorporation of component is the responsibility piths building designer. 3.Additional temporary bracing to Insure stabiflty during construction 2.Design at 1'the top and bottom to be laterally braced at f DES. BY: BS is the responeibitty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout theira length by the oversN structure le the responsibility of the buildingdesigner. continuous sheathing such as plywood here and/or drywall C. fir►. ''��� DATE: 7/11/2014 P h g 3.2x impact bridging or lateral bracing required where shown++ ) lit SC 4.No load should be tippled to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON E bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9_ Jf7 kik .`� TRANS I D: 403334 design bads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ''O 9Y 14, 2a `„'4" fabrication,handling,shipmentDesign assumesry. .A�n14 A+L�f and installation of components. 7.Design adequate drainage Is provided. '✓/C 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both feces of truss,and placed so their center VIII'II II VIII IIIIIIIIIIIIII(III)'III'IIITPIANTCA in BCS',copies of which wit be furnished upon requestlines coincide with joint center Ines. Digits Digits Indicate size of iplate in Inches. 10. MITek USA,Inc./CompuTrus Software+7.6.6(1L)-E For basic connector ate design values see ESR-1311,ESR-1988(Welt) EXPI RES:12/31/2015 IMMOMINIMEMIk 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: 2x4llKDOF 1/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 42 2.7=( -84) 228 7.6= 0) 18 BC: 2x4 KDDF M16BTR SPACED 24.0' 0.C. 2-3=(-297) 65 6.8=(•138) 358 6.3=I 0) 50 WEBS: 2x4 KDDF STAND 3.4= -153 82 3-8= •372) 143 LOADING 4.5=1-100 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL'.SUPPORT <o 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, SPECIES OVERHANGS: 10.0' 23.7' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -35/ 328V -24/ 151H 5.50' 0.53 KDOF ( 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' -162/ 415V 0/ OH 1.50' 0.53 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2' Design checked for net( pat) uplift at 24 "ox spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 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 = -0.010' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.041' @ 7'- 11.7" Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 7'. 11.7' Allowed = 0.263' 7-11-11 T MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3' / 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19`k AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 1; coo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C load duration factor=l.B O Truss designed for wind loads oin the plane of the truss only. v M-4x6 t7 I� M-3x4 a „Allil gillIMMENW....ft.- O ►. co o 8 v 0��� M-3x4 M-1.5x4 c 4 a o 7 0 M-3x4 y ), b y 2-03-12 2-10-08 0-09-12 y y b y 0 10 3, 2-05-08 5-06-03 1 , y 6-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.8.41 JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 �'�`�` �N° ar63 o WARNINGS: GENERAL NOTES,unless otherwise noted: L$ !. 9 1.Sunder 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 •��®• E Truss: J4C end Warnings before construction commences. building compoApplicability of design parametersand proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation off 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.Additionalpermanent bracingof 2'o.c.and et 10'o.c.respectively unless braced throughout their length by dI po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..Cr IPIP DATE: 7/11/2014 the ovens structure Is the responsibility otitis building designer. 3.2x Impact bridging or lateral bredng required where shown++ ! 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,./_OREGON b SEQ. : 5 992829 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ereto be used In s non-corrosive erwironment, 1`r 4 N �I% design loads be tippled to any component. and aro for"drycondition"of use. v y 14. Q' TRANS I D: 403334 5.CorrpuTnn has no control over and sesames no reeponsialty for the e,nDe6la°saerywmes tali bearing at all supports shown.Shim or wedge If oy fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'yA.a iL`'•V S.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center Ines. i IIIIII VIII VIII VIII((III VIII VIII(III(IIIMTITek UT SAn,lnc/CompuTfus I,copies of ISoflware+7.6. Ech will be fshed upon wuesl. 10.Digits basiccon nectorto of design values see ESR-1311,ESR-1688(MiTep EXPIRES:12/31/2015 111110 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(•135) 228 6.5=( 0) 18 BC: 2x4 KDDF B1&8TR SPACED 24.0' O.C. 2-3=(•297) 65 5.7=(•218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3-7e(-372) 226 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF MIN.REACTIONS REACTIONS SIZE IN. (SPECIES OVERHANGS: 10.0' 0,0" 0'- 0.0' -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF625) Connector plate prefix designators: 5'- 11,7' -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for nett-5 gsfl uplift at 24 "Sc spacing.' 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' @ 5'- 2.3' 5-11-11 T j' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 D system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 0 (A11 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. co0 M-4x6 0 0 P7 N O o M-3x4 � CO 7 MEMO c?/- 1.17 M-3x4 M-1,5x4 ,0 0 �� 0 6 0 M-3x4 J, y ) ) 2-03-12 2-10-08 0-09-12 y y 1, y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7.41 JOB NAME : POLYGON PLAN 5-B NH - J3C S ,co pRopets, cale: 0,4802 �tl ' GINS 61/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual it. .(�� . E '9r Truss: J3C and Warnings before construction commences. building component.Appacabllity 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. 401 ..J 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 WOW continuous sheathing such as plywood sheathing(TC)and/or drywa0(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++ -ell it 4.No load should be applied to any component until alter all bracing and 4.Installation of trues Is the responsibility of the respective contractor. OREGON SEQ. : 5 992830 fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G /� 1b design loads be applied to any component, and are for"dry condition"of use. /in '9 y ?P. 4 TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fat bearing at all supports shown.Shim or wedge if +tV/_ 14 !yQ fabrication,handling,shipment and installation of components. Design as. p " ' A _,\ v 6.This design Is famished subject to the limitations set forth by S.Platesshallbe losumes categd on both drainage of truss,and placed so their center lines IIIIIII VIII VIII VIII 111 1111 VIII IIII IIII MTe SA,nBCSI,copies of Inc./CompuTrus ich will be furnished upon Software+7.6:(1 L)-E request. 1ncide with joint center lines. 0.Digits ibasio onnector platdesign la es see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1011,BTR LOAD DURATION INCREASE = 1.15 1.2=) 0)42 2.6=(•46) 123 6.5=) 0) 18 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2-3=(•188) 24 5.7=((-76 191 5-3= 0) 48 WEBS: 2x4 KDDF STAND 3.4=( -22) 28 3-7=(•198) 79 LOADING TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:. 10.0' 0.0' 0'- 0.0' •48/ 325V -14/ 73H 5.50' 0.52 KDDF 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF 625 Connector plate prefix desi nators: 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 M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(•5 psf) uplift at 24 'oc spacine.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'•-10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 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' T 1' MAX HORIZ. TL DEFL = 0.008' @ 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 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.8 M 4X6 0Truss designed for wind loads co o in the plane of the truss only. N 4�D .- M-3x4 J1 - o 7 ► 0�� M-3x4 o M-1.5x4c a 6 0 M-3x4 c 1, ), y ) 2-03-12 2-10-08 0-09-12 1, y y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME: POLYGON PLAN 5-6 NH - J2C Scale: 0.5343 .C` 0,INe sroA_ 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �/®Or 2,s,� 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 en individual z and Wamhgs before construction commences. building component Applicability of design parameters and proper Truss: J 2 Ci 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be aterally braced at ''' ,0"0..... DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'e.c,and at 10'o.c,respectively unless braced throughout their length by ® P` continuous sheathing such as plywood sheathing(TC)and/or drywaq(BC). „...0" a., DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x!mewl bridging or lateral bracing required where shown++ e} itt 4.No bad should be applied to any component until atter all bracing and 4.Installation of trues is the reeposibmly of the respective contractor. - - OREGON 4/ SEQ. : 5992 831 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used inc non-corrosive environment, L• 1�` r` design beds be applied to any component. g and Design or"drycondition"of use. s full bearing at ail suppose shown.Shim or wedge If .rO 'T y 14 ..Ze P4 TRANS I D: 403334 5.OampuTnn has no control over and assumes no responsibility for Me iii •RIt L 9 fabrication,handing,shipment and installation of components. necessary. V 7.Designassumes b el adequateadondrainagece iso sa. 8.This design M furnished subject to the iwlfatlos set forth by S.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111110111111111 1111111011 II TPIANTCA In SCSI,cawss of whichwill be furnished upon request. 9.Digits iindicate with e joint center In inches. MiTek LISA,Inc./CompuTrus Software+7.6.6(1 L)E 10.For basic connector plate design values es ESR-1311,ESR-1688(diTek) EXPIRES:12/31/2015 I11H01111111 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 R18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF 1/18BTR SPACED 24.0' O.C. 2.3=1.88) 30 TO 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF 1 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50' 0.15 KDDF 625 C,CN,C18,0118 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MTseries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2; Design checked for nett-5 osfl 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' @ 0'--10.0' Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ O'--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 17 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" 11 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 ci Truss designed for wind loads in the plane of the truss only. '4 m,- 0 vr0 Ira o� 1 2 4r�� M-3x4 y ), J. y 0-10 2-00 1-11-11 (PROVIDE FULL BEARING"Jts:2.4.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Boole: 4,654, '<(' PR R Y WARNINGS: GENERAL NOTES,unless otherwise noted: l/�1h 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 4�. •JG 0 O E 91' Truss: ASJ2 and Warnings before construction commences. building component.AppRcebU ty 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. f 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'c.a.and at 10'o.c.respectively unless braced throughout their Is by duper DATE: 7/11/2014 continuous sheathing such as plywood sheatdng(TC)and/ordrywall C). „»•r"a' the overall structure Is the responsidaty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• `.• it 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7Y OREGON SEQ. : 5992832 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 t,„4./ .. design loads be applied to any component. and are for"dry condition"of use. / 'Q)- 2,0 P�- TRAN S I D: 403334 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes foil bearing at all supports shown.Shim or wedge If . O 14, t1 fabrication,handling, necessary. V rg,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. M�'AA`�,-�.- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center I,copIes of lines ndde with joint center s. 1111111111111111 MTITpIANTCA In e USA,lnciCompuT 9lch will be Software furnished 6.e(1 L)-E request. 1e0.Digits or basic connector ccoonnect rpla a design values see ESR-1311,ESR-1988(MITeq EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 816BTR LOAD DURATION INCREASE = 1.15 1.2=1 -3) 42 2-45(0) 0 BC: 2x44KDDF M16BTR SPACED 24.0' O.C. 2.3=(-45) 15 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 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' -62/ 283V -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 ICORD 2 Design checked for net(-5 pati Uplift et 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'.-10.0' Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' f ' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050' MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9' Allowed = 0.145' 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' 6.00(7 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 3 -s Toad duration factor=1.8 Truss designed for wind loads in the plane of the truss only. ') o co o 4 111. c 1 ► 4►�� -s M-3x4 1, y J, 0-10 2-00 (PROVIDE FULL BEARIJts:2.4.31 ROP JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Beale: 0.7139 `5'��?,rr P• Rsro WARNINGS: GENERAL NOTES,unless otherwise noted: 57 t. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual 7. C-- Truss: �-` and Warnings before constnrcikn commences. building component.Applicability of design parameters and proper Tru$$: ASJ 1 Incorporation of component Is the responsibility 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 cormtruction 2'a.c.and at 10'o,c.respectively unless braced throughout their to DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof l(B po Aly continuous sheathing such as plywood sheatMng(TC)and/or drywal(BCby /wow 4' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® ir 4.No load should be applied to any component until after al bradng and 4.Installation of truss Is the responsibility of the respective contractor. OREGON b to SEQ. : 5 992833 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, 9G✓ ��1•' N 2.0 �A., design loads be applied to any component. and ars for"dry condition"of use. © 14 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 gyp. fabrication,handling,shipment and Installation of components. necessary. ',1y/' 7.Design assumes adequate drainage is provided. R'110"' 8.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 VIII(IIII VIII VIII VIII VIII III IIII TPIIVYfCA In BCSI,copies of which will be furnished upon request coincide sin joint lines. 9.Digits oiciae withsize off platecenter in inches. MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E lige c 10.For basic connector plate design values see ESR-1 311,ESR-1988(htiTek) EXPIRES:12/31/2015