Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
,si iC .- C )/2 RECEIVE 1 S 7(-1s g 6 / ?,--�7,, MrR 2 -3�•206 40'-0' CITY of 1 IGI'^1Rg[� 1. GARAGERIGHT sU4LD%NG DIVISI�J� _ ASJ1 _ ASJ1 ASJ2 AIL //7/ ASJ2 6:12 AH1(2) /1 AH2 AH3 AMC AH5C AH6 AH7 ® t ® $ Al (4) N Al-17 AH6 6:12 6:12 Ar ® AM , A BH3 e.a Rill U \ �D2 (2) e �E2 )8.12 8:12 D1 r— ► . 1` 1 ■ ■ . � C1 8:12 se) 4 CONFORMS TO DESIGN CONCEIT r i 8 / „'� a ❑ CONFORMS TO DESIGN CONCEgWITF CN7 '1, 8./S`CC REVISIONS AS SHOWN J" ❑ NON-CONFORMING-REVISE AND tSLBMIT ®CONFORMS TO DESIGN CONCEPT '1ki� CONFORMS TO DESIGN CONCEPT WITH V� 20'•41�Z-SHOP DRAWING HAS BEEN R VIEWED FOR GEtEAAL CONFORMANCE REVISIONS NOTED ( H THE DESIGN CONC EI_D1V'(�.AND DOES NOT RELIEVEE THE El NON-CONFORMING—REVISE&RESUBMIT 9%6' FABRICATOR/VENDOR OF AESPOHS BILITY FOR CONFORib4NCE WITH THE *as c R Gt4M°J4 MS EA,l FEnBYM F!.FMk-A.N v'xFORAWIM DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY WITA MA,. O.MMIFt (MY FAMSO.Gli3YBL:Ai mFOFCOAFOWO Rbl DESMA OVER THIS SHOP DRAWINGG. CON"RACTOR SHALL VERIFY ALL DIMENSIONS. F.:RAM S,SPESFEJTM.1S AM APPLEN&E ROES Al OF WHO,HON MOM,OMR TasSxxr;eamrF: 40-0By: Todd R. Eaton Date: September 19. 2014 BY Alexia Fulcui Date 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERINa© i ghtCompuTmsInc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NVV 03/31/14 PLACEMENTwrO TRUSS �iwD PROJECT TITLE REVISION-1: DR rIi NGF S FOR ALL STRUCTURAL PLAN 5-B COFFERDESIGNER/ENGINEERINFORMATION. BUILDING � � DESI FOA N RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ER OF RECORD NON-TRUSS 1 L` TO TRUSS CONNECTIONS.BUILDING 3 t 5 B CHECKED BY: DESIGNER/ENGINEERREVIDPOFOF LTO & TR u 5 S COMPANY REVIEW ANDAPPROVERECORD ALL DELIVERY LOCATION: SCALE.' REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. der 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. _ - , . . - 40'-0' rGARAGE LEFT 1 � ,, ,, 1 -f-- iiilmenesis=smisl —immesommiesi ---- — — ASJ1 PPP, Pr ASO, ASJ2 Ad/4/1 AM AH1(2)1 II 6 12 VAS%%// 1 ill Ar .1„Y AH6 Alr H7 Al (4) . b Are �? • 6:12 ' 6:12 AH4 BH3 BIC BH1(2) 1 :12 D2P §/ Arm NL : :12 ..... spit? ®ikONFORMS TO DESIGN CONCEPT12 •I :, -_ .r"'1 fey iea Bb ❑2 CONFORMS TO DESIGN CONCEPT WITH _ ' REVISIONS AS SOWN 20'x41/2' gr�. ®CONFORMS To DESIGN CONCEPT ❑ NON-CONFORMI G-REVISE AND RESUBMIT CONFORMsrooESlGNcoxcfPTwrrN ge 0 REN-ON NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCEI NON-CONFORMING-REVEE&RFSUBMR WITH THE DESIGN CONCEPT ON,.Y AND DOES NOT RELIEVE THE nm$EVaaaaen U OMY AY C�Feu.corFaETW NZ 06101 INS MS N AND CSB ":T NR.t E NTW . FABRICATOR/VENDOR OF RESPNSIBILITY FOR CONFORMANCE WITH THE /y�/ "s`''�CPASVO"OF -TM FOP 0,...1.14.2%T OM,. 4V�I wwmm.srtma-arc.Aro uaaae PYJES,AIL a 11,101 NAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PHOWYm9.MSSHWMa,"a16. OVER THIS SHOP DRAWING. rimer-mel Ci4lo I VFPTFV CI, ITIr9 Tn4E ET Alexia F Wad Dau 9/22/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19. 2014 ®Copyright N(ImpuA ARCHITECTS He E C CT ENGINEERING INC 006 Bim,.,` 1aay.DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRRUUSSC�AL.CUL°LATIOONNSu� PROJECT TITLE E REVISION-1: pp FORMATION.BUILDING LuTURAL pao bePLAN 5-B COFFER DES1GNERIENGINEER OF(RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGIN E ER OF RECORD TO COMPANY 5 B CHECKED BY: RENEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TOCONSTRUCTION. 1/8”= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MTek). JO k v, $to PROpp Ey` °i , I. - 44, T ✓ ; . ,f i n NklaTitiV il• * ION AL 'X/ * . 10/ EXPIRES 6130i IS MMEMMEMMEk 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 lit&BTR LOAD DURATION INCREASE = 1.151- 2= 0 42 2-100(.958 2835 3.10= -318) 336 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3= -3001 1231 10-11=i•B97 2186 10. 4= -120 564 WEBS: 2x4'KDDF STAND 3. 4= -27174 1165 11-12=(•716 2136 4.11= •785 486 LOADING 4. 5= •1912) 966 12- 8=(-960 2567 11- 5° -551) 1293 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8= •1912 966 11- 6= -785 486 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= •2717 1165 6.12= -120 565 TOTAL LOAD = 42.0 PSF 7- 8= •3001 1231 12- 7=(-318 338 OVERHANGS: 10.0' 10.0' 8- 9= 0 42 LL = 25 PSF Ground Snow (Pp) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M18 =MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' •278/ 1775V -226/ 226H 5.50' 2.84 KDDF 625) 40'• 0.0' -276/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 (CORD 2• Design checked for net( psfl uplift at 24 "Dc 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 = 0.178' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.330" @ 20'- 0.0' Allowed = 2.806' 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 1996 AT TIME OF MANUFACTURE. 20-00 20-00 1' 4' 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. Wind: 140 mph h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 6.00 D M-4x6 Q 6.00 12 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8 4.0" Truss designed for wind loads 5 45( in the plane of the truss only. M-5x6(S) M -5x 6(S) 0.25' 3.1 0.25" co Yl, Oa d > 5x44/ + CO 07 0 cT 12 i � CP -3x8 M 3x4 10.25" M-3x4 M-3x8 o 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 Scale: 0.1552 ����' �G N Opess'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1(e_eE ��, 1.Builder and erection contractor should be advised of al General Notes 1.Tie design Is based only upon the parameters shown and is for an individual 9 F'' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Alincorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+. 2. 410"...e' Design assumes the tap and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during constructionT o.a and at 10'o.n.respectively unless braced throughout their length by 4,00110"DES. BY: BS is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheattdng(TC)and/or drywad(BC). -0°a" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* , Cr 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. OREGON b to SEQ. : 59927 91 fasteners are complete and at no time should any beds greater than S.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �`�;0 41 r 14 _.2. Kp`. 1/4 TRANS I D: 40333 4 5.C hes no control over end assumes no respomlallty Mr the 8.Design assumes lug bearing at al supporta shown.Shim or wedge If RAIL VV fabdatlon,handing,shipment and Installation of components. - 7.Design assumes adequate drainage Is prodded. - `"' 8.N.design is furnished subject to the Imitations set forth by 9.Plates shell be located on both Mae of trues,and placed so their center Nnes ndde with Joint center Ines. 111111 VIII VIII VIII VIII VIII VIII IIII IliiMIT'ek USA,lnaS/CompuTrva',copies of ISoftwere 7.6.ch WI be 8�L)En request. 10.Digits enectoroplaate design Inches. see ESR-1311,ESR-1998(MITeq 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 818BTR LOAD DURATION INCREASE " 1.15 1- 2"( 0) 42 2-12"(-1420 2608 12- 3"( 0) 291 BC: 2x4 KDDF I/168TR SPACED 24.0' 0.C. 2- 3= -3048) 1745 12-13=(-1422 2605 3-13"(.547 259 WEBS: 2x4 KDDF STAND 3- -2505-2505)) 1688 13.14=(-1231 2235 13- 4" •102` 534 LOADING 4- 5" -597 766 14-15"(-1231 2235 13- 6" •348) 150 TC LATERAL'SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSF 4- 6" -1683) 1035 15-10(.1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOCHORD 1) 16 -10"(-1447) 2608 -342) 150 TOTAL LOAD " 42.0 PSF 6- 7= -1683) 1035 6-15= 534 7- 8= -597) 766 15- 9= -547 259 $ (Pg) NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow8- 9e •2505 1688 9-16" 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-100)-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=) 0) 42 LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or;e uel at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA q LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -460/ 1775V -197/ 197H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -460/ 1775V 0/ OH 5.50' 2.84 KDDF 625) Unbalanced live loads have been considered for this design. Connector plate prefix designators: 'COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) " CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001' @ 0'-•10.0' Allowed = 0.083' 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 .( NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 qI 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting T T f -03-06 ' 1' 1 f system and components and cladding criteria. 14-00 14-00 Wind: 140 mph h= 1111111111This 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 1016BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2.12=(-1076 2619 12- 3= 0) 291 BC: 2x4 KDOF H16BTR SPACED 24.0' 0,C. 2- 3= -3057) 1363 12.13=I.1O78I 2616 3.13= -534) 316 WEBS: 2x4 KDDF STAND 3. 4= -2492 1266 13.14= -957 2433 13- 4= -267 708 LOADING 4- 5= 0) 0 14.15=( -957) 2433 13- 6= -540 250 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= •2138 1208 15.16=(-1130 2616 14- 6= 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOMLCHORD HORD = 42.0 PSF 6.- 8- -21366) 12086 16.10=(-1128) 2619 6-15= -539) 250 250 8. 9= -2492 1266 15- 9= -534) 316 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10= -3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES Connector plate prefix designators: 0'- 0.0' -319/ 1775V -156/ 156H 5.50' 2.84 KDDF625 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 oufa uplift at 24 "oc spacinc.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' @ 40'- 10.0' Allowed = 0.083' MAX IL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00-10 15-11-11 system and components and cladding criteria. f ( f Wind: 140 mph h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 7-03-04 6-05-04 2-03-0S 4-00-05 fi 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), toed duration factor=l.s 14 00 1 4.00 Truss designed for wind loads in the plane of the truss only. ' 12 M-4x6 5 7 �M-4x6 M- x8 12 6.00 17 a 6.00 M-5x8(S) "' M-5x8(5) 0.25" 0.25" 0 M cc Zi. T 1 3 149 15 18 ,%1 o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(5) y 1, 1, y /, /, 1, 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 - AH6 Scale: 8,,547 �5� �c3 NM; so WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder end erection contractor should be advised of ii General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4� •(�2 4 0 E 9," and Warnings before construction continences. buildhq component Applicability of design parameters end proper Truss: AH 6 Incorporation of component is the responsibility of the bulking designer. �P, 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at .*/#1",''''''' 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length byd ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheattng(TC)and/or drywall(BO). %'�"' w DATE: 7/11/2014 the overall stricture is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ `Ai 1 4.No load should be applied to any component until alter all bracing and 4.Inataiation of truss is the responsibility of the respective contractor. �' SEQ. : 59927 93 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses'Hof to be used In a non-corrosive environment, - it.,OREGON .�+N. design loads be applied to any component. and are for"dry condition"ouse. TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the e.Design assumes o n beading at ail supporta shown.Shim or wedge If 14 ��+ fabrication,handling,sshipmentndInstallationofc nems, necessary. 41'03/110.' �A(4 Din components. 7.Design assumes adequate drainage is provided. F �' 8.This design is furnished subject to the Initations set forth by 8.Plates shall be totaled on both faces of truss,and placed so their center 11111111111111111111111 TPUkU A in nc./ copies mpu of which ft r 7.6.ed upon request e.nDigits Include wze)of plata center MiTek USA,Ina/CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11110111111This 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 416BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2-10=(- 931 2619 10- 3= 0)2291 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2- 3=(•3057) 1165 10-11.1.933 2616 3.11= -534 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11.12=(-698 2433 11- 4= -241) 708 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2136) 1015 12-13=(-698 2433 11- 5= -527) 203 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 POE 5- 6= -2136) 1015 13-14=(-957 2616 12- 5=( 0) 311 C LATERAL SUPPORT <= 12'OC. UON. L ON BOTTOM CHORD = 10.0 PSF 6- 7= -2492 1038 14- B= •955 2619 5.13=(-527 203 TOTAL LOAD = 42.0 PSF 7- 8= -3057) 1164 6.13= -241 708 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8. 9=( 0) 42 13- 7=(-534) 368 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snaw (Pg) 7-14=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS 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 KDDF625 Connector plate prefix designators: ) 40'- 0.0' 247/ 1775V 0/ OH 5.50' 2.84 KDDF f 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083• MAX TL CREEP DEFL = •0.001' @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = 0.179' @ 20'- 0,0' Allowed = 1.954' MAX TL CREEP 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 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 in the plane of the truss only, 12 12 M-4x6 6.00 D 4 M-3x8 M 4x6 a 6.00 M-5x8(S) M-5x8(5) 0.25" 0.25" sr 0 ,o + + h� g. M /- O'Z .� -. O 10 11 1 'f 13 14 ..-.\: o O M-3x8 M-1.5x4 M-3x8 ) .25" M-3x8 M-1.5x4 M-3x8 0 1• 1, y M 5 y(S) 1, 1, 1, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 � ca PROpe ,t(<:?`"- E , SOD WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual �� !kiss ��/is s E �r Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . � DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by 4611.11PDATE: 7/11/2014 continuous sheathing such as plywood aheegdng(TC)and/or drywas(BC). the overall struciure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�-111 Cr 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. SEQ. : 5992794 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, pL }_OREGON b ki TRANS I D: 403334 design bade be applied to any component 6.Design andcondition" at BII supports 7.14' 14 �1 { 5.CompuTree has no control over end assumes no responsibility for the p bearing pports shown.Shim or wedge if 0 y 14 2 T- febdcatlon,handling,shipment and installation of components. necessary. �f' '.- e.This design la furnished subject to the Imitations set forth e.Designlaiceassumes be locatedadeqon both drainagec1" truce,a 'r7L2'Ca r-+'�L VJ I Milli VIII 1 VIII VIII VIII VIII IIII IIII S.Plates shall on faces of truss,and placed so their center "l RR TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center pose. MiTek USA,Ina/CompUTrus Software 7.6.8(1 L)-E 10.For baDigits sic connectoize r plf ate date esigvalues see ESR-1311,ESR-1988(MiTek) EXPIRE5:12131/2015 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 1118BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 42 2-14=(-1134 2587 3-14=(-135) 235 BC: 2x4 KDDF A188TR SPACED 24.0' 0.C. 2. 3= -3022 1414 14.15=(-1211 3183 14- 4=(-2966 ) 899 3. 4= •2812 1314 15-16=(-1289 3398 14- 6=(-976 443 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 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= 0 0 10-17= -296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11= -2812 1314 17-11= •135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= -3022 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13= 0 42 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M20HS,M18HS,618 =MiTek MT series0'• 0.0' -304/ 17754 -111/ 111H 5.50' 2.84 KDDF ( 625 40'• 0.0' -304/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 ICOND 2' Design checked for net(.p<ft uplift at 24 "cc soacine.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = 0.273' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19'b AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 1' T T T A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2.10-09� 5-01-12 5-01-12 �2-10-09 4-07 5-01-08 load duration factor=l.6 qI qI 1 1I' 4' 4' Truss designed for wind loads 03 03 03-03 in the plane of the truss only. 10-00 10-00 M-5x6(S) 9 M-4x6 12 6.00 p M-4x6 M-�x4 (.25" M-�x4 g Q 6.00 4. v M-1.5x4 M-1.5x4 0 3 1m /\/\ M 0 0 0 .. __�3 �/c f- p 0° 14 4S '(1� 17 " C.) M-3x8 M-3x8 e.25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) J, y ), J, y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10f 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH4 Scale: 0,1547 � PROpe ��00 N ed41 , WARNINGS: GENERAL NOTES,unless otherwlae noted: �v 1.Builder and erection contractor should be advised of ail General Notes 1.TNe design is based only upon the parameters shown end Is for en Individual .. i A! E 1' Truss: AH4 and Warnings before construction commences. building component AppticaNliy of design parameters and proper 2.2x4 compression web bredng must be InataAed where shown+. Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterality braced at v 3.Additional temporary bredng to insure stability during construction 2'o.e.and at 10'o.c.respectively unless braced throughout their length by �'w DES. B 5.:.: BS is the mponeidAy of the erector.Additional permanent bredng of continuous sheathing each as plywood sheathing(TC)and/or drywalEBC). !r'=�DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ • OREGON <L/� 4.No bad should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. SEQ. . 59927 95 fasteners are complete and at no time shout!any bL ads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, � q't TRANS I D: 403 334 ,q 20� design loads be applied to any component and are for"dry condition"of use. Q 14, �;. 8.Design assumes full bearing at all supports shown.Shim or wedge if [f 5.CompuTrus has no control over end saunas no responsibility for the necessary. ��rl RIO' �. fabrication,handling,sNpment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Irritations set forth by 5.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII IMI VIII VIII III IIIIMTPI/WTCA In ITc USA,lnasCompuTrUs Software 7 I,copies of which will be furnished 6 6(1 Lu)of n guest. b coincide e center OF Joint paa design values see ESR-1311,ESR-1988(MITeld EXPIRES:12/3.1f2015 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 IC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(•1012 2587 3.13=(•136) 307 BC: 2x4 KDDF k16BTR SPACED 24.0' 0.C. 2. 3= -3022( 1237 13.14=( -974 3183 13. 4°)-275) 899 WEBS: 2x4 KDDF STAND 3. 4= •2812 1094 14.15=(-1050 3398 13. 5= -976) 397 LOADING 4. 5= -2455) 1044 15.16=(-1012 3183 5.14= -43) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= •3285) 1278 16.11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -3285 1285 6.15= -192) 133 TOTAL LOAD = 42.0 PSF 7- 9= -2455` 1061 15- 7= -35) 304 8- 9= 0) 0 7-180 -976) 389 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10= •2812) 1112 9.16= •269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= -3022 1247 16.10= -138) 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 BAG REQUIRED BOG AREA P 9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -241/ 1775V -111/ 111H 5.50' 2.84 KDDF 625)= MiTek MT series 40'• 0.0' -245/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0,001' @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = -0.246' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = •0,495' @ 20'- 0.0" Allowed = 2.608' MAX LL DEFL = 0,001' @ 40'• 10,0' Allowed = 0.083" MAX TL CREEP DEFL = -0,001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.088' @ 39'- 6,5' MAX HORIZ. TL DEFL = 0,146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 “ Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), toed duration factor=1.8 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 1' T 12/- 6.00 p M-4x6 M- x4 M 5e\A,025" M-9x4 S) M-4x6 12 6,00 d M-1.5x4 X M-1.5x4 al 0 o v; U7 M 0 m 0 0 f- �- 1 13 44,� ,f 185 16 ''�2 o Ci M-3x8 M-3x8 b.25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) 1. )' 1, 1, 1, 3, y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 scale: 0.1481 ��� EGP S/0A- WARNINGS: GENERAL NOTES,unless otherwise noted: / 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual silo .�h;a E '�'�, Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper L/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 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 is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po typermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.0 user. . "446W DATE: '7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Cr 4.No load should be applied to any component until alter at bracing and 4.Installation of tures is the responsibility of the respective contractor. OREGON shouldSEQ. : 5992796 fasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ` "! 1� ,f\�/ TRANS I D: 403334 design loads be applied to any component end are for"dry condition"of use. S 5.CompuTrus has no control over and assumes no responsibility for the ,Design assumes full bearing at all supports shown.Shim or wedge if O _ 14 2. -t. fabrication,handling, necessary. e Is p �l 6.This design is furnished l subject to he Outdone set forth byle O.Plate7. sshallassumes locaateduonaboth faces of truss,usand placed so their center ,n�R��,'� I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WICA in SCSI,copies of which will be furnished upon request. tinea cdndde with joint center e. O.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 HOOF H16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2.13= -1214) 2854 3-13=( -13 272 2x6 KDDF 81&BTR T2 SPACED 24.0' O.C. 2- 3=(-3102I 1424 13.14= -2120) 5340 13- 4=) -309 975 BC: 206 KDDF @16BTR 3. 4=(-3143 1441 14.15= -2516) 6278 13- 6=(-2713 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16= -2518 6278 6.14= -51 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796 1339 16-17= -2432) 5740 14- 7= -945 423 IC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=I.5392 2262 17.18=(-1207 ) 2684 15- 7= 0I 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= -3796 1872 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11=(-3111 1425 17. 9= -913 2127 ALL FLATTOP 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 BAG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series ICOND 2' Design checked for nett-5 gsfl uplift at 24 'oc sgacina.) 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 = 0.538' @ 19'- 6.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.975' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 ( ,� ,� 1 (All Heghts), Enclosed, Cat,2, Exp.B, MWFRS(Dir), �3-00-12 -05-0S 4-03-15 7-02-06 1 5-07-11 1 4-07-05 1 4-07.06 5-07-10 I oad duration tact wind rQ Truss designed for wind loads -05-1Z in the plane of the truss only. 6-00I 1 12 12 M-4x6 12 6.00 6.00 17 4.0' Q 6.00 A- 0 M-5x6/ M �x8 M- x8 M 5x16 M 3x4 0 o M-1 .5x4 T2 r ul v 0 + c o �ra.+ a FfY4 9 �2 o �`' .,„'r 13 1 '' 15 a 1,8 17 18 o M-3x8 M-4x12 =M-8x8(S).25" M-1.5x4 0.25' 28 8(S) M-5x12 M-1.5x4 M-3x8 0 1' /' 5-04-12 y 7-02-06 y 6-10-14 y 5-04-03 y 4-10-13 y 4-09-02 y 5-05-14 /• /, 0-10 40-00 0-10 ,�D RR OPE JOB NAME: POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 ��Co (SINE ,� /off WARNINGS: GENERAL NOTES,unless otherwise noted: tL iii 'Sy 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 ' C.t ®®t'E Truss: BH2 and Warnings before construction commences. bulking component.Applicability of design parameters and proper Incorporation of component is the responeiblity of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by %0 DES. BY: BS la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheetNng(TC)and/or drywe8(BC). .."�' DATE: ',7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing cng required uired where shown+a OREGON (Id SEQ. : 5992797 4.No bed should be applied b any component until after all bracing and 4.Installation of truss Is the responsibilityof the respective contractor. A' fasteners ere complete and at no tine should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ., ''', N , c+` design bads be tippled to any component. and are ler"dry condition"of use. Q 14. A.. TRANS I D: 403 334 5.CompuTrus lows hes no control over and assumes no responsibility for the S.necessary. De Design assumes NA bearing at al supports shown.Shim or wedge t Cr �i i fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. MFRAI�-`'- S.This design is furnished subject to the imitations set forth by O.Plates shall be located on both faces of truss,and pieced so their center I,copies of lines ncide with Joint center Ines. 11111111111111111 MTe SAIANTCA inlnc/CompuTrus)ch WS be furnished upon Software 7.8.8(1 L)E request 09..For basicconnector of late design values see ESR-1311.ESR-1968(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 8.00.00 FROM 12.00.00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 42 2.12=( -958) 5580 3.12= •120 766 9.17=(0) 138 2xd,KDDF #18BTR 12 2- 3= 6484 1158 12-13.1-2356) 12824 12- 4= 390 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=) -6788 1218 13.14=(•2778) 15098 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= -13058 2488 15-16=(-2114) 12140 13- 8= -2178) 410 TC LATERAL SUPPORT <= 12'OC. VON. 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=I -754) 4772 14- 6= -310) 1738 BC LATERAL SUPPORT <= 12'OC. VON. BC UNIF LL 50.0 +DL 54.0)= 104.0 PLF 12'• 0.0' TO 19'• 0.0" V 7- 8= •5222 946 17.10= -752) 4772 8.15= -3276) 800 BC UNIF LL 0.OI+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 7.18= -8536) 1596 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL+OL= 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= -300328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V •118/ 118H 5.50' 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50' 4.67 KDDF ( 625) C,CN,C18,CH18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series �,_ ( 2 ) complete trusses required. ICON. 2: Design checked for nett-5 psf) uplift at 24 "ox spacing.) Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9' oc in 1 rows throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 rows throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111' B" oc in 2 rows throughout 2x6 bottom chords, MAX LL DEFL = 0.401' @ 19'- 6.0" Allowed = 1.954' + Laterally brace to roof diaphragm. 9" oc in 1 row(s throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'• 6.0' Allowed = 2.606' MAX LL DEFL= 0.000' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL= -0.000' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070' @ 39'• 8.5" MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 (All Heights), Enclosed, Cat•2, Exp.B, MWFRS(Dlr), load duration factor=1.6 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads f f f f f in the plane of the truss only. f3-00-122-10-15f 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 M-4x6 12 6.00 17". 6.00 Q 8.00 4.0" /- 8 .,Sr M-5x6 M-3x10 M-3 10 M-5x16�! M-3x4 ' S o v` M-1.5x4 °' m o , + + �\ M 3x6 c /- /- o /= ita2" 4 `��to T is I is ft 17 „rpt 4o M-3x8 M-5x12 �.25' M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) • ,1841# 1384# J, J, i, J, y y y J, J, 9711 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 :° FOLYGGN PLAN 5-B NH - BH1 40-00 Scale: 0.1481 .1°. ��E�N open QIN WARNINGS: GENERAL NOTES,unless otherwise noted: •T 2,P. 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 7 iii a E f Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 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 stebipty during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: BS2'o.c.and at 10'o.e.respectively unless braced throughout their length by is the responsibility of the erector.Addmonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(aC). ,,+�*tea:- Imo~ DATE: i,7/11/2014 the overall stracture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ {r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON IQ SEQ. : 5 992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G to A• design loads be applied to any component. and are for"dry condition"of use. / .9 j,. 2�, P� TRANS` I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes cull bearing at ea supports shown.Shim or wedge if Q 14 0 e . R R lt_ rp,shipment and installation of components. 7. necessary.Design as cess assumes adequate drainage is provided. �- fabrication,handl) e.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,end placed so their center VIII)I V)))iii VIII VIII VIII VIII IIII IIIITPI/VYTCA in SCSI,copies of which will be furnished upon request. Noes coincidewith joint center pose. 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(Welt) 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 KW 116BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2-15=(•1678 3991 15- 3= -353) 977 12.23=(0) 242 WE: 2x4' 3-KDDF S1ANTH SPACED 24.0" O.C. 4=2- (-3338) 1493 18.17=-4625 1974 (•1176) 2930 16--1549 3853 �4=� -19) 289 416 WEBS :2x4'KDDF STAND (( LOADING 4- 5= •2840) 1382 17-18=(•1058 2757 4.17= -519) 279 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 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 2778 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 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11= -2288 1229 22-23= -1138 2635 20- 8= -665) 315 ALL FLAT TOP 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= -2643) 1300 21- 9= 0) 216 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 12.13= •3077 1361 9.22= -71031 OVERHANGS: 10.0' 10.0' 13.14= 0) 42 1l-22= •284 807 BOTTOM CHORD CHECKED FOR 1OPSF 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 BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -308/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625 40'- 0.0' -309/ 1775V 0/ OH 5.50' 2.84 KDDF 625 (COND 2' Design checked for net(-5 pet) uplift at 24 'oc spacinu.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 = 0.260' @ 18'• 8.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466' @ 16'- 6.2' Allowed = 2.606' 0-01-05 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" f MAX TL CREEP DEFL = -0.001' @ 40'• 10.0' Allowed = 0.111' 13-11-11 12-00-10 13-11-11 MAX NORIZ. LL DEFL = -0.122' @ 39'- 6.5' 2-09 4-05-12 4-05-1205-04 6.01-04 03-0 6-03-04 MAX HOAIZ. TL DEFL = 0.188' @ 39'- 8.5' f 1' T �-03-0 f 13-04-13' ' 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T ' T T Design conforms to main windforce•resisting 12 M-$x4 ,g 12 system and components and cladding criteria. 6.00 M-4x6 M-3x8 M-3x4 M-4x6 Q 6.00 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 ya - (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factorel.� o M•3x4 �"-3x4 inTruss thedplaneed offor thewind trusspads only. 1-1. %M-4x 3 o cu o M 3x8 , � _ cu1c,E v '=r15 16 17 18 - --_�,4 co0 o M-5x8 M-3x4 M-3x8 M-�X62Uallt___ IIIIiii:1-3x8 0.2�a M 3x8 M•1?5x4 0 0 o M-3x4+ M-4x10 M 3x42.75 1.89 12 M-5x6(S) 12 09-1 . , ,, 3- y , y y y , y-05-O, 4-05-12 4-07-08 1,08-0z 6-03-06 6-01-04 5-05-04 6-01-08 , , ;j 0-1y0 2-05-08 11-11 ,,2-00 23-07-08 0,-10 J. y 14-04-08 25-07-08 1, J. 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scala: 0.1332 ``���0�'pN ��ss/o. WARNINGS: GENERAL NOTES,unless otherwise noted: 'T 1.Builder and erection contractor should be advised of sl General Notes 1.This design Is based only upon the parameters shown and is for an Individual �Ct�. !ON® E �91�and Warnings before construction commences. bulking component.Appicablllty of design parameters and proper Truss: AH5C incorporation of component Is the responsibility of the building designer. s 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at / - 3.Additional temporary bracing to Insure stabiWy during construction 2•o.e.and at 10'o.c,respectively unless braced throughout their length by 4, ' DES. B$ b Ms responsiblity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvna(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++ -4 It SEQ. : 5 992799 4.No load should be applied to any component until after al bracing and 4.Installation of truss s the responsiblily of the respective contractor. OREGON p, to fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design bads be applied to any component. and are br"dry condition"of use. ,/� 2 p"!^. TRANS I D: 403 334 5.CompuTrus has no control over end assumes no responsibility for the 8.Deei enassumes fui bearing at all supports shown.Shim or wedge if 9`/Q y�r 1n4 O e fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. M4 i IR 1.0, O.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 jo 11111111111111111111111111111111111 Md upon iT SAINVICA'nlnalCompUTrus Software 7.8.6n BCSI,copies of which WU be (1 L )E request. cWteqa a0 connector nterg es see ESR-1311.ESR-1988(MReW 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 IC: 2x4 KDDF 4/1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298 977 9.20=1.264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. s) ) 1 3,-1-4625) 1712 3653 1 -721) 386 20.10=i-387) 302 3- 3 WEBS: 2x4 KDDF STAND -4625 129213.14= -1329 2930 14- 4= -14 289 1D-21=( 0) 242 LOADING 4- 5=(-2840 1155 15.18= -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 <= 12'0C. 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 19-20= -834) 2794 16- 7= -104 312 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20.21= -972) 2635 18- 7= -665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21.11=( -970) 2638 7.19= 55 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8= OI 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.20= -710 275 OVERHANGS: 10.0' 10.0' Connector late prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA P 9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc 0'• 0.0' -242/ 1775V -133/ 133H 5.50' 2.84 KDDF ('625) M,M2OHS,M18HS,M16 . MiTek MT series 40'- 0.0' -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for nett-5 psfl uplift at 24 "on spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.232' @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.488" @ 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' 8 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 T T f Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5.04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05 -0 I Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 M-4x6 M-4X6 12 All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 6.00 D 5 Mx4 Mx8 M- X4 Q 6.00 load duration tactor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4 M-3x4 v o + o fO %M-4x4 cp M M-3x8 3 c . �Mm__ co �o o� o 1 f� 13 14 M 3x4 M-3x8 in17 1"...lB. 0.251 20 21 ..�2 0 M-3x4+ M-5x6 M-4x10 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ ... 73 2.75 1.89 M-5x6(S) 12 J' )'12 i' 2-09-12 1, y 1, 1, 1- y , 2-05-0$ 4-05-12 4-07-08 1;08-05, 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-10 2-05-08y 11-11 y2-00 23-07-08 01-10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH4CSpale: 0.1499 .C '''. GINE' WARNINGS: GENERAL NOTES,unless otherwise noted: / fT 'v,9, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ..hl Truss: AH4C and Warnings before construction commences. bulkling component.Applicability of design parameters and proper GGGG, 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 bottom chords to be laterally braced at /r DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywap(SC). ,/.tea.. •. drAlow 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.No load should be appNed to any component until after all bracing and 4.InateNation of truss is the responsibility of the respective contractor. - 77 OREGON 1(/ SEQ. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, t. TRANS I D: 403334 design loads be applied to any component. e,°D"alga assumecondition" n u bearing f et tie supports shown.Shim or wedge a LSO 14 2�1`iS*A- 5.CompuTnn has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ill6.This design Is furnished subject to the NMtations sat forth by O.Plates shall be located on both faces of truss,and placed so their center ��R�,"� IIIVIII VIII VIII VIII VIII III )III(III TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate In inches. MITekUSA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIII�II 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 916BTR LOAD DURATION INCREASE . 1.15 1- 2=( 0 42 2.17= -1427 3488 17. 3=( -209 663 BC: 2x4KDDF M16BTR SPACED 24.0' O.C. 2- 3=(•4158 1779 17-18. -1262 3045 17- 4=) -186 33 WEBS: 2x4 KDDF STAND 3- 4= -3725 1660 18-19= -14391)1) 3656 4.18= -191 182 LOADING 4. 50 -3215 1467 20.210 0 0 18- 5= •402 1134 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 19.21= -1501) 4109 18- 7= -1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2846 1359 21.22= -1559) 4171 7.19= -269) 907 TOTAL LOAD = 42.0 PSF 7- 8= -4288 1837 22.23= -1449)) 3686 8-19= -85 46 8- 9= -4282 1838 23.15= -1108 2440 19- 9= -253 596 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10= -4019 1727 21. 9= 822 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11= •3994 1670 21.10= -192` 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13= -2515 1227 10.22= 310 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13= 0 0 22.11= -801 536 OVERHANGS: 10.0' 10.0" 13-14=(-2863 1308 11.23= •1427 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908 1337 13.23= -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MTseries BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -300/ 1775V -89/ 89H 5.50' 2.84 KDDF 625 40'- 0.0" -301/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 ICOND 2• Design checked for net( psf) uplift at 24 'oc spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10,0' Allowed = 0.083' 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = •0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' MAX TL CREEP DEFL = -0.712' 9 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 1 a f f ( f f T MAX TL CREEP DEFL = -0.001" @ 40'. 10.0' Allowed = 0.111' T 01-12 ,F-10-0 T 0-u8-05 T 01-1' ? 5-04-05 T /'-03-A T 3-10-08 MAX HORIZ. LL DEFL = -0.131" @ 39'- 8.5' 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. 6.00177' 4 8.00 Design conforms to main windforce-resisting -3x4 M 3x4 12 system and components anddcladding criteria. / M-5x6 = 4x4 M-4x6 5 M-1 5x4 045" 3 7 8 y. 11 Wind: 140 mpph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 M 3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c 4 +\ + IA-1.5x4 lrussad duratioedfforowind6loads ,� M 1.5x43 \y' ^ in the plane of the truss only. O N 0 M-3" .---�. 0 /_4. 90E v 1 ,=?F�^ 18 0_ 1 0. -• 6 o G.11 c M-5x10 M-3x8 M-6x1021 0.2P M-3x8 M-3x8 1 0 M-3x4+ M-3x4+ M-4x12 -.2.75 1,89 M-5x8(S) 12 12 J. y y ,J )' J y J. 2-00 5-06-12 6 04-04 1-00-12 9 03 04 8 02-04 7-06-12 y yy y 0-1�0 2-00 11-11 y2-00 24-01 �10 13-11 26-01 y y • y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 \�.``��calN PROF WARNINGS: GENERAL NOTES,unless otherwise noted: �t,�' 1�� R - �'9 1.Builder and erection conbador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Q' (� it I E 1* and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3Incorporation of component Is the responeibilty of the building designer. � 2.2x4 compression web bredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced a // 3.Additional temporary bracing to Insure stabltty during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length� by .096110." DES. BY: BS is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywaa(eC). '!A" DDACTE: :7/11/2014 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bradng required where shown++ A Iti CC S E Q. : 5992801 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. A OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment �4 -q 1a design loads be applied to any component. and are for"drycondition"of use. /O �)'" 14. 20 �'� TRANS I D: 403334 5.C sign us has no control over and assumes no responsibility for the 8 Design assumes tali bearing at as supports shown.Shim or wedge if e2 fabrication,handling,shipment and installation of a nenta. Design assumescessary. `tpi V pmen onVo 7.Design adequate drainage Is provided. �7'R `' 6.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center CA In BCSI,copies of ch will be furnished upon lines ndde with joint center lines. 11011111111111111111 MTITPek USA,lna/CompuTfua(Software 7.6.6(1L)-2 request 05..For basic c ccoonneda plate design ate in values see ESR-1311,ESR-1988(MiTeW EXPIRES:12/31/2015 1011 HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4'KODF NISBTR LOAD DURATION INCREASE = 1.15 1- 2- 0 42 2.15=(-1267 3488 15- 3= -161) 663 21.12=(0) 204 BC: 2x4 KDDF N168TR 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 3656 4-16= .192) 258 LOADING 4- 5= -3215 1216 18.19= 0 0 16- 5= .358) 1134 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846 1133 17.19=)-1245 4109 16. 6= •1196) 451 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(.4286 1560 19-20= -1292 4171 6.17= -275 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282 1558 20.21_).1162 3686 7.17= -85) 56 8- 9=(-4019 1481 21.13= -978 2440 17. 8= -184) 596 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10.(-3994) 1421 19- 8= -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=)-2515 1026 19- 9= -182 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9-20= -310 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=I-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 BOG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0' .235/ 1775V -89/ 89H 5.50' 2.84 KDDF625 JT 13: Heel to plate corner = 2.00' 40'- 0.0' -236/ 1775V 0/ OH 5.50' 2.84 KDDF ) 625) )COND. 2: Design checked for net(-5 psft 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 = -0.354" @ 21'- 6.8' Allowed = 1.954" MAX TL CREEP DEFL= -0.712' @ 21'- 6.8' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = 0.124' @ 39'• 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting T 01-12 �3-01-0712-08-05 3-01-04 5-07-13 5-04-05 5-01.02 4-01-03 3-10-08 _, system and components and cladding criteria. f2-08 08 2-08 05 -01-12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 12 M-3x4 M-5x6(S) 12 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 6.00 M-5x6 M-4x6 Q 6.00 load duration factor=1.6 5 M• x4 M-115x4 8 �p�5" =M-4)(4 t Truss designed for wind toads M-3X4 \17 wF s in the plane of the truss only. .1. 4 M-1.5x4 4 2M-1.5x443 <r co M-3x8 $ + AXII&/ _+ r-oo co 1 15 M-5x10 _�oo 11e 21 1o o M-3x4+ M-3x8 M-6x0 0.25 M-3x4+ M-3x8 M-3x8 0 1.89 v M-4x12 M-5x8(S) . 2.75 12 jy 12 y y J" )- y J' J ,2-00 , 5-06-12 6-04-04 1 y00-12y 9-03-04 8-02-04 7-06-12 y y 0-1p 2-00 11-11 ),2-00 24-01 0,-10 y yyy 13-11 26-01 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2Scale: 0.1550 \���� �pvF m WARNINGS: GENERAL NOTES,unless otherwise noted: //// 4' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual et' 1.CO2 0 I E '1- 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. , Ailler - 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional2'c.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheatbing(TC)and/or drywsA(BC). /-+s : d ° DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 (r 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. 77 OREGON t(/ SEQ. : 5992802 fasteners are complete and at no time should any loadsL greater than 5.Design assumes trusses are to be used In a non-corrosive environment, . ,btu 104\ design loads be applied to any component. and are for"dry condition"of use. / '9�' Za T," TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If . O 14, �P fabrication,handling, necessary. qp R 6.This design is furnishedl subject tandhe Irritationssetforth bybi 8.Design nshall be los cateduon both drainage isf truss,and placed so their center 4 R 10.. IIIIII VIII VIII VIII VIII)IIII VIII IIII IIII7PIAryrCA in BCSI,copies of which will be furnished upon request linesc coincide withjoint center Ines. 9.Digits indicate size o1fpplatatein Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40.00.00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 42 2-14=(-3052 8834 14- 3= -652 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3= -10038 3504 14-15=(-2800 8048 3.15= •842 308 20.11'`•288) 728 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -7926) 2942 15-16='•4330 11250 15- 4= -860 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5= -7068) 2654 16.17=(-5512 14076 15- 5' -4862 1980 TC UNIF LL 50,0)+DL 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6'1-11444 4480 17.18'(-5048 12796 5.16' -398 1412 TC LATERAL SUPPORT <' 12'OC. UON. TC UNIF LL(f 100.0 +DL 28.0 ' 128.0 PLF 8'• 0.0' TO 34'- 0.0' V 6- 7' 14240 5666 18.19= -5020 12570 16- 6= •2954 1272 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL) 14.0 84.0 PLF 34'- 0.0' TO 40'- 0.0° V 7- 8.(-12484 5012 19.20=I-4110 10414 6.17= -414 1192 BC UNIF LL`` 0.0)+DL 40.0 = 40.0 PLF 0'- 0.0' TO 40'- 0.0' V 8- 9' -11704) 4500 20.12' -1888 5362 17- 7' -946 2576 9.10' 5842 2162 18- 7' -2594 1180 NT : 2xALLEFLAT4TOPACHORDBRCINGAAREAS NOTO OSHEATHED TC CONC LL(( 250.0T 24'0C UN. FOR TC CONC LL )+DL( 70.0+DL( )' 320.0 LBS @ 34'- 0.0' 11-12= -6230I 2234 18.19= -1142 820 12-13°) 0) 42 19- 95( -392 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20'(-4982 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 KDDF625 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 IGOND 2 Design checked for net(-5 psf) uplift at 24 'oc soecina.l 9" oc in 1 row(: throughout 2x4 top chords, ,�/ 9' oc in 2 rowls) throughout 206 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL'L/180 /�(,/�/\ 9' oc in 2 rows throughout 2x6 bottom chords, MAX LL DEFL ' 0.000° @ 0'--10.0" Allowed = 0.083' 9' oc in 1 rows throughout 2x4 webs. MAX TL CREEP DEFL ' -0.000' @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0°565' @ 16'• 4.5' Allowed ' 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074' @ 16'- 4.5" Allowed ' 2.606" MAX LL DEFL = 0.000' @ 40'- 10.0' Allowed ' 0.083' MAX TL CREEP DEFL ' -0.000' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137' @ 39'. 8.5" MAX HORIZ. TL DEFL ' 0.220" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL'4.2,BCDL=6.0, ASCE 7.10 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat°2, Exp.B, MWFRS(Dlr), oad duration fector'1.6 T Truss designed for wind loads 2-09 �3-02-11 3.08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2320#15 3-00-12� in the plane of the truss only, 320# 12 12 6.00 M-4x10 M-7 x8(S ) xM-5x6 Q 6.00 00 M-ix8 =M•4x4=M-1x4 0°25° M 310 � 6 y - g g " v _ .4. %M-4x4 M-1°5x4 � +�dmc, M 3x10 i - /o o � sal 0 rn'f o0 1 4 15 16 17NW II ---,3 o 0 o M-6x8 M-4x10 =M-4x4 =M-10x10 180.251'9 M-4x10 M-3x8 0M1BHS-7x14 M-3x4+ a 2.75 M 3x4+ M 3x4+ =M-8x8(S) a M-3x4+ 12 2.751 yp 2-11-04y y 12 J. > J• y J. .1, j,2 4-06-12 4-05 y2-0oy 9-02-04 9-00-08 5-04-12 y y Oy 1p 2-05-08 11-11 2-00 23-07-08 Oy 1p 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 ‹? GNE. ,s/, Ea Scale: 0.1548 J WARNINGS: GENERAL NOTES,unless otherwise noted: �4� ��I 2'}�. I.Sunder 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 4C ®e E r Truss:: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shaven+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bradng of c'n.a.and at ea10i n.respectivelysh plywood ds braced(TC)and/orut dry length). 49 ` continuous sheathing such as eheNhing(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 required where shown++ - ell Cr SEQ. : 5 992803 4.No load should be rippled to any component until alter as bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON lei fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment. �4 ,9 �o1b` A design loads be applied to any component. and gra for"dry condition"of use. O k 14, T TRANS I D: 403334 5.CompuTrus us hse no control over and assumes no responsibility for the 6.Designaa assumes fare bearing at an supports shown.Shim or wedge If [f rip fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 'R R I' N-V e.This design is furnished sub)ect to the Imitations set forth by 6.Plates shag be located on both faces of truss,and placed so their center e with Joint center Ines. Iillll VIII VIII VIII VIII VIII VIII IIII IIIIWI be furnished upon MITTPe USA,dna CompuT S I,copies of wh(Software ch 8 6(1 L)E request. sicaDIS c o ratcto plate design values see ESR-1311,ESR-1889(MiTek) EXPIRES:12/31/2015 1 111110101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 6.0' 1COND. 2: Designupliftg, TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1,15 9 checked for net(•5 osfl at 24 "TE seacin BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 18%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mphhts) t, TCOL=4.2,BCDL=6,0, ASCE 7-10 M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights),, Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. '1 1' 1' 12 12 6.00 17. Q 6.00 HM-4X4 3 I I 0 N m 4 0,- m os 1 �o 0 M-3x4 M-3x4 Jy ), J. 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 `���''`t�INE°nF6:k9 WARNINGS: GENERAL NOTES,unless otherwise noted: �T y 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 ' 92•I E qr-- Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 7777 LGGL Ilt" 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at // DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 01 10'o.c.respectively unless braced throughout their length by ��� the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywalC). ,,/.-. . DATE: 7/11/2014 po ty a 3.2x Impact bridging or lateral bracing required where shown++ i- 4.No load should be eppled to any component until after all bracing and 4.Installetion of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, <l/ design loads be applied to any component. and are for"dry condition"of use. 4. .7 rib A TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, 24 t�4 fabrication,handling,shipment and installation of components. necessary. provided. ` 6.This design Is furnished subject to the Imitations set forth by 7.PlateDesis shall assumes loadequate ategd on both faces e of truss,ad placed so their center ��R I�'� 1111 11 111 II 1111111111111 M eUSA,CA nlnC/C mpuT g BCSI,copies of whichs Software 7r Eon request 10.9.Foait sic colines ds sizeofdesign e with joint center see ESR-1311,ESR-1968(MITeIt) EXPIRES:12/31/2015 OMMMEMMOW 111E1111 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 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2- 0 42 2- 7= -252 1166 3- 7= -283 205 SPACED 24.0' O.C. 2- 3= -1392 928 7- 8= 95 772 7- 4= -101` 446 WEBS: 2x4 KDDF STAND BC: 2x4 KDDF S1ANDR 3- 4= -1216 326 8- 6=I-246I 1169 4- 8= -101) 450 LOADING 4. 5= -1218 339 8- 5= -287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50' 1.54 KDDF 625 plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) Connector PREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,C 18 (or no prefix) = rue, Inc (GOND 2 Design checked far net( osfI uplift at 24 'oc soacin9.l 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=LI180 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 1941 AT TIME OF MANUFACTURE. 10-03 10-03 T Design conforms to main windforce-resisting T T 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. f ff Wind: 140 mph h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 12 M-4x6 ." Z•16.00 12 oad duration factor=l.6 6.00 Q 6.00 Truss designed for wind loads in the plane of the truss only. 4 M-1.5x4 M-1.5x4 to , 0 0 , 'i o 0 7 O M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) I J. I I 7-00-03 6-05-11 7-00-03 I I J. 0-10 20-06 JOB NAME: POLYGON PLAN 5-B NH - D2 Scale: 0.2933 .<'�ta N S'/p WARNINGS: GENERAL NOTES,unless otherwise noted: fG /! 17y 1.Buller and erection condor should be advised of a6 General Notes 1.The design Is based only upon the parameters shown and is for an Individual 1.240., E r and Warnings before construction commences. building component.Applicability of design parameters and proper 40,1,7" ,/,,,,,ii Truss: D 2 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibilty of the building designer. 3.Additional temporary bradrp to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /", ` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(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++ ,el Cr 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. �"OREGON SEQ. : 5992805 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1+. '�f,9 N ,,y"` design loads be applied to any component. end are for"drycondition-of uta. © - ;'' 14. �T- TRAN S I D: 403334 5.CompuTws hes no control over and assumes no responsibility for the 8 Da :aassumes ml beading et all supports shown.Shim or wedged tt�� (abdication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �fT_R UA- 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 _. III VIII VIII VIII VIII VIII VIII 1111 11 M Tek USA,Inc CA In SCSIC nlpuTrtls Software 7 6.6(1 L E,copies of which we be furnished n request. 10 Fob sisic conn with r�plate center ��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 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF/116BTR; LOAD DURATION INCREASE = 1.15 1-3= -522 168 1.5=(-127) 422 3-5=(0) 214 2x6 KDDF @16BTR T1 SPACED 24.0' O.C. 2.3= 0 0 5-4=(-123) 424 BC: 2x4 KDDF N16BTR 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 KDDF625 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 'COND. 2: Design checked for net1•5 Daft uplift at 24 "on spacing.' REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. 1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-vertical membersston 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' MAX TL CREEP DEFL = •0.012' @ 15'• 9.0' Allowed = 0.572' Connector'plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TO PANEL LL DEFL = 0.007' @ 13'• 2.0' Allowed = 0.291' M,M2OHS,M18HS,M16 = 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: 140 mphh=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6 Truss designed for wind loads 12 =M-4X4+ in the plane of the truss only. 12 >- 6"00 17 Q 6.00 M-4x6- rn 0 M-3x4+ m w o c A- 0 .s 9 R 4 M 3x6 y M-1.5x4 M-3x4 C y M-3x6(S) y 11-05-08 y y 15-09 4-09 1- J y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 \C�4 NGN ��6;.9 WARNINGS: GENERAL NOTES,unless otherwise noted: /0 •T 'v 1.Bulkier and erection contractor should be advised of all General Notes 1.TMs design is based only upon the parameters shown end Is for an Individual ;t3� .�� I E 'Syr TrussTruss• D1 and Warnings before construction commences. building component.Applicability of design parameters and proper : 2.2o4 compression web bracing must be Installed where shown+, incorporation of component Is the reeponsibilty of the building designer. f.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop 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 ,l''r Jan• ;*�► DATE: 7/11/2014 pa gtydesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(15C). the overall structure is the responsibility of the building 3.2x Impact bridging or lateral bracing where shown++ e11 ,Cr 4.No load should be applied to any component until after at bracing end 4.installation of truss Is the responsibility of the respective contractor. _! A_OREGON to SEQ. : loads greater than 5.Design assumes trusses are to be used Inc nun-corrosive environment, L7" N TRANS I D: 403 334 design loads be applied to any component and are for"dry condition"of use. / •'Q),: :2� .ft- 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If O 14 , 4", fabrication,handling,shipment and Installation of component. necessary. Ii q A' 8.This design is furnished subject to the Imltatlous set forth7.Designshallb assumesladequate one both drainage is provided.a �,. IIIIII VIII VIII VIII IIID VIII VIII IIII IIII b 1 by 8.Plates be located on faces of Wes,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. fries coincidewith joint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=1 OI 42 2.5=(• 40) 429 5.3=(0) 265 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3= -574 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4= -573 124 LOADING TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -98/ 594V -50/ 57H 5.50' 0.95 KDDF 625 OVERHANGS: 10,0" 0.0' LL = 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50' 0.78 KDDF 625 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Desi n checked for ne sf Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 0 tL5 p ) uplift at 24 'oc ag 0111CLl C,CN,CI8,0N18 (or no prefix) = nus, Inc VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'••10.0" Allowed . 0.111" MAX TC PANEL LL DEFL = 0.026' @ 8'• 6.3' Allowed . 0.383' MAX TO PANEL TL DEFL = 0.075' @ 8'• 6.3' Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003' @ 11'• 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.008' @ 11'- 2.5' 12 12 DESNOTIGN EXCEEDU119%ATES ITIMEECNTENT DOES OFOMANUFACTURE. 6.0017' IIM-4x4 - 1 6.00 Design conforms to main windforce•resisting 3 4.0" system and components and cladding criteria. 4 pp 1�44444 Wind: 140 B,ASCE 7-1DLr), Trus duration fforowind8 Truss designed for wind �oads in the plane of the truss only. 'M p M 0 t 01 C1 00 4 ZS %111111111111111111111111111111111111* V �lco ,5 4 .. c M-3x4 M-1.5x4 M-3x4 y y ), 5-10 5-10 J, y y 0-10 11-08 OE- JOB NAME : POLYGON PLAN 5-B NH - E2 Sale: 0.4999 tee41 -136114142.54;11(2 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of art General Notes 1.This design Is based only upon the parameters shown and is for an indhddual �7 !CJ I 9. ��{ and Warnings before construction commences. building component Applicability of design parameters and proper // Truss: E 2Incorporation of component is the responsibility of the building designer. p 2.204 compression web bredng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at .A 3.Additional temporary bracing to insure stabilty during construction 2'o.e,and at 10'o.c.respectively unless braced throughout their larrgqMM by ,(�P DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(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++ -, 4C SEQ. : 5 992807 4.No load should be applied to any component until alter art bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (ti fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, - ��y . to yA• design loads be applied to any component end era ler"dry condltlon"of use. . TRANS I D: 403334 5.CornpuTrus has no control over and assumes no responsibility for the e.Design assumes fug beading at all supports shown.Shim or wedge if Q,d!I 14 0� fabrication,handing,shipment and Installation of components. necessary. "n 1 7.DDesignals assumes adequate drainage Is provided. FI R I L e.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines ncide with joint center Ines. 111111111111111111111 MiT USA,InaCA in SCompuTrue I,copies of (Software 7.6 6(1 L)-E request 10.Digits basicconnectoroplaate design values see ESR-1311,ESR-1888 pdiTep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11"- 8.0' 'COND. 2: Design checked for net(-5 sf spacing.' TC: 2x4 KDDF q1&BTA LOAD DURATION INCREASE = 1.15 O 8 1 Uplift at 24 'TE s DOES 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 <= 12'0C. 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, IncWind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 p M,M2oHS,MI8HS,M18 MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(D�r), 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 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal rus gal at stud verticals. 5-10 5-10 complete specification88 end detail for 12 12 6.00 I7 I I M-4x4 Q 6,00 3 I I t7 0 c M 2 4 O� m V - O s o� 1 _ _ O �O O M-3x4 M-3x4 y y 0-10 11-08 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 kV \���'�t0 PR GNEp[ne�oe, WARNINGS: GENERAL NOTES,unless otherwise noted: 5 (/ 'T 2 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 L' 7,{ i 4 E 9C. Truss: El and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component is the reeponsidaly 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'continuous aheaatl In such as ely unless braced throughout their length by * r the overall structure Is the responsibilitybuilding designer. g plywood required sheathing(TC)and/or drywall(BC). `+�. DATE: 7/11/2014 sponsibill of the 3.2x Impact bridging or lateral bracing 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 SEQ. : 5 992808 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, IF, IQ design loads be applied to any component and are for"dry condition"of use. 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q '9Y 1.4" 20 T- fabdcation,handling, necessary. �f Ir �`" shipment and installation of components. 7.Design assumes adequate drainage is provided. �: n'�\- IIIIII VIII VIII IIIIIIIIIIIIII VIII IIII IIII 6 This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl TPIIWTCA.In SCSI,copies of which will be furnished upon request lines coincidewNh joint center Ines. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E es. 0.9.Forrigibasits cic nnectocate sizerplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER 4PECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-08.00 IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 IC: 2x4 KDDF #15137R LOAD LOAD DURATION INCREASE = 1.15 (Non-Rep) 2.3=' -10� 101 1-4=(•54) 72 2-4=(•187) 169 BC: 2x8 KDDF k1&BTR 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pp) IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+0L( 14.0)= 64.0 PLF '- 0.0" TO 6'• 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL) 231.2)+01.( 177.2)= 408.5 PLF 0'• 0.0' TO 8'• 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -304/ 1451V -41/ 104H 5.50' 2.32 KDDF 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' •302/ 1384V 0/ OH 5.50' 2.21 KDDF 625 Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5' max. nail penetration. ICOND 2 Design checked for net(-5 psfl uplift at 24 'oc spacing.) •" For hangerapproved specs. - See BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5' Allowed = 0.484' M,M2OHS,M18HS,M16 =MiTek MT series 5-08-04 0-03-12 3 '(2 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' MAX HOR•IZ. TL DEFL = 0.000' @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00177 NOT EXCEED 19'b 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 lA11 ph,ghta), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M O el' O m ' 0 o• I___� ,,:till M-5x16 M-3x10 y /, y 5-08-04 0-03-12 J, y 6-00 PROF 00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD Sale: 0,5462 ,C,o. G NE �S'S Scale: GENERAL NOTES,unless otherwise noted: Oil 2-; 1.Builder end erection contractor should be advised of aU General Notes 1.This design Is based only upon the parameters shown and Is for an individual j:t ®I E r Truss: Fl -GIRD and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.2214 compression web bracing must be Installed where shown+. Incorporation of component Is the reeponslbity of the bulking designer. �' 3.Additional temporary bracing to Insure stability during construction 2' Desitin assumes the top and bottom chords to be laterally braced et 2'o.c.and et 10'o.c.respectively unless braced throughout their length by �„ womr DES. BY: BS Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheething(TC)and/or drywan(BC). DATE: 7/11/2014 the overall structure Is the responsibility of the banding designer. 3.2x Impact bridging or lateral bracing required where shown++ ad �Cr 4.No bed Mould be applied to any component until atter as bracing and 4.Installation of tuns Is the responsibility of the respective contractor. ti SEQ. : 5992809 fasteners are complete and at no lime should any bads greeter then 5.Design assumes trusses are to be used In a non-cornnie environment q� ��y OREGON to.S"� design loads be applied to any component and are for"dry condition"of use. Q 14. p' TRANS I D: 403334 5.CompuTnd as no control over and assumes no responsibility for the 8 necessary.� scum s fug bearing at all supporta shown.Shim or wedge If L�t� �i fabrication,handling,shipment and insulation of components. 7.Design umes adequate drainage is provided. '-?r7�L•`" 8.This design Is furnished subject to the Irritations set forth by a.Plates shall be located on both faces of truss,end placed so their center 11111111111111111111 M Tek USA,lnc CompuT BtA In SCSI,copies of Idt WA be furnished SORWere 7.6.6(1 L))-E n nqueat, nter Ines. o Ines coincide joint plate tide design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31t2015 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 0168TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(.54) 72 2-4=(-187) 169 BC: 2x8N16 iKDDF BTR 2.3= 10 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'0C. UON. TO UNIF = 64.0 PLF 0'. 0.0' TO 6'• 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 120.8)+ DL( 102.2+DL( )= 223.0 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) 0'• 0.0" •170/ 881V -41/ 104H 5.50' 1.41 KDDF625 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50' 1.35 KODF ) 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. ., BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 nett uplift at 24 'op spacing.' For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4' Allowed = 0.323' C,CN,C18,C1.118 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'. 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' '1' T T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I7 NOT EXCEED 199i AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 1All He1ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 Truss designed for wind loads in the plane of the truss only. <o 0 4 -411111111111111111111 0 t7 M C '® JI c) M-5x16 M-3x10 ** 5-08-04 0-03-12 1, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 �, a R()Pee WARNINGS: GENERAL NOTES,unless otherwise noted: 451 /r/Jr �' 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 - :7,624. E �C- T r u s s c F2-GIRD and4 Warnings before bracinconstructiong commences. buildi ng component.component r design parameters of t e and proper 2.2x4 compression web must be Installed where shown+. s component Is the rospo to of the building designer. �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by draw the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood end/or drywell(BC). ,/1��s. . DATE: 7/11/2014 Po aY 9 3.2x Impact bridging or lateral bracing required where shown++ ea Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to SEQ. : 55992810 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 44,- /(, ,t,, .4. design bads be applied to any component. and are for"dry condition"of use. r '9 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge if O V 14, 2 �`�" fabrication,handling,shipment and Installation of components. necessary.Design ss �i-p (� f� 8.This design is furnished subject to the irritations set forth T. latesassumes ecrieone drainage Is provided. Y N,. I IIIIII VIII II II IIII VIII VIII VIII IIII IIII g lel by Plates shall be located both faces of truss,and placed so their center TPINYTCA In BCSI,copies of which will be famished upon requeaL Ones colndde with joint center Ines. 9.Digits indicate size of plate In inches. MITek USA,Ina/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9' IGONO 2 Design checked for net(-5 pall uplift et 24 'oc soecin9.l TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF M16BTR 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,M2OHS,;CN18 (or no prefix) =series rue, Inc (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = NiTek MT LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrue gable end detail for 4-04-08 4-04-07 complete specifications. 1' T 1' 12 12 6.00 I7 d 6.00 IIM-4x4 3 I I n O , O c1 4 M M -,O O 4 _c e F 1 /o O M-3x4 M-3x4 J, J• y 0-10 8-08-15 JOB NAME: POLYGON PLAN 5-B NH - G1Scale: 0.6079 4,- GINE -/ unlessWWARNINGS: GENERAL NOTES, otherwise noted: Zty 9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '��/0 II. E f G1 1 and Vlhminge before construction commences. bulking component Applicability of design parameters and proper Truss: G I Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web braving must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced et - - 3.Additional temporary bracing to Insure shadily during construction2'o.c.end at 10'o.e.respectively unless braced throughout their lengthby ®, " DES. BY: BS Is the responsibility of the erector.Additional permanent bradrhg of continuous sheathing such as plywood sheetNng(fC)and/or drywai(BC). !°'Am DATE: 7/11/2014 the overall structure la the responaidmy of the building designer. 3.2x Impact bddging or lateral bredng required where shown++ -* ''`�I', SEQ. : 5 99281 1 4.No bad should be applied to any component until after al bracing and 4.Installation of trues Is the responsldAty of the respective contredor. -j7 �y"OREGON tn �/' fasteners are complete end et no time should any beds greater than 5.Design assumes trusses are to be used In a non-corrosive environment ,G. ''r _201 `k. design beds be applied to any component. and era for"dry crondltlo ri of use. Q 14 P-' TRANS I D: 403 334 5.CompuTnn hes no control over end assumes no responsibility for the 8.n Design assumes full beadng at all supports shown.Shim or wedge N IVIS0 fabrication,handing,shipment and Installation of components. necessassumes ary. p t� 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located one both feces of truss,usand placed so their center �'�� 111111111111111 M Tek USA,lna/CompuTrus Software 7.6.6(1 L)-E request.CA in SCSI,copies of which will be furnished upon 1lines coindde with joint center Ines. 90.FFor basic Indicate dor plae of atte desigte In n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 1111111AThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 PDF H1&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 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: 14.2' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50" 0.65 KDDF 625 5'- 0.2' 0/ 84V 0/ OH 5.50' 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 3.0" -58/ 1404 0/ OH 1.50" 0.22 KDDF 625 C,CN,C16,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 0.1 r •,i is , . . r. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005' @ •1'. 2.2' Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.005' @ -1'- 2.2' Allowed = 0.158' MAX IC PANEL LL DEFL = 0.037' @ 3'- 2.1' Allowed = 0.303" MAX IC PANEL TL DEFL = -0.048' @ 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 1 "- 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting Isystem and components and cladding criteria. Wind: 140 mph h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „•, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8 c Truss designed for wind loads 0 in the plane of the truss only. N M-3x4 0/- C; 1110 0 c. 2►�Il 4►�1 J' y y 1-02-04 [PR04IDE FULL BEARING;Jts:2.4.31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 `�"��' � N 'S WARNINGS: GENERAL NOTES,unless otherwise noted: G3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �Gy (��a M E �1•^. Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f,,� /J ' 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced et - DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch aspth �' ~ plywood sheathing(TC)where s ownor drywatl(BC). '•"�'a' - Q DATE: `7/11/2014 the overall structure is the toa co responsibility of the building designer. 3.I2xn Impact bridging lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation dims is the responsibility of the respective contractor. 77 OREGON Zj/ SEQ. : 5 992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. 1d design loads be applied to any component. and are for"dry condition"of use. / 9}-. rLQ .�.. TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supporta shown.Shim or wedge If 14, P fabrication,handling,shipment and installation of components. necessary. qqp /w$1211110,0 S.This design is furnished subject to the imitations set forth by 8.Plates shassumes ll bebelocateduor,both drainage isf truss,and placed so their center 1111111111111111 TPI/WTCA in SCSI,copies of which wit be furnished upon request git coincide with joint ate in lines. O.Digits Indicate size of plate in inches. MiTek USA,InalCompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 1E011111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.) TC: 2x4,KDDF 918BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4'KDDF f118BTfl 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=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, C, ,CN1B (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS2OHS,M18HS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind 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. 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 t '" 3 -, L 0 N MI /-- 0.1 0— 1 /�////////////////////////////////////% 4 M-3x4 J., 1, y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 ° PR'oress, scale: o.772e !�� G,I!NE• WARNINGS: GENERAL NOTES,unties otherwise noted: �/ 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 LI- 1.920* E �9t- �± and Warnings before construction commences. building component Applicability of design parameters and proper Truss: G2 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 chods to be laterally braced ea / DES. BY: BS is the responeiblaly of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenrg�th by 4//M! continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). /'+rte DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Imprint bridging or lateral bracing required where shown++ aD CC 4.No bed should be applied to any component until alter a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4, SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins noncorrosive environment, � �� 2aN 4 design loads be applied to any component and aro ter"dry condition"of use. TRANS I D: 403334 5.Compum,s has no control over and assumes no responsibility for the e.Design assumes full bearing at lig support shown.Shim or wedge if O 14 �p fabrication,handling,shipment and Installation of components. necoesary. i I�.R.� 7.Design assumes adequate drainage is provided. �- 0.ThIs design is furnished subject to the lnitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center 11111111111111111011111 TPIIVYTCA in Bc61,copies of which will be famished upon request 9.linescoincide incidt size joint f plat tin erInches MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeig EXPIRES:12/31/2015 IIIHOmil 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 #1&BTA LOAD DURATION INCREASE = 1.15 1-2.(-94) 79 1.4= ( 3) BC: 2x4 KDDF #1&BTA 2-3.(-10) 4 (-44) 58 2.4= •233 166 WEBS: 2x4 KDDF STAND SPACED 24,0" O.C. LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD a 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00' 0.47 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 1,5' -37/ 307V 0/ OH 5,50" 0.49 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 POI uplift at 24 'PC spacing.) 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 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202' 9 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-07 12 0-05-12 MAX HORIZ, LL DEFL = 0.000' 9 6'- 7.7" MAX HORIZ, TL DEFL = 0,000' @ 6'- 7.7' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 1401( mph h=15ft,nTCDL=4.2,BCDL=6.0, ASCE 7-10, -, load duration fect000l.6'Cet.2, Exp.B, MWFRS(Dir), rrill Truss designed for wind loads in the plane of the truss only. to co 0 N N. of 1 OCA 11.-. U4 M-3x4 M-1.5x4 1' 1, ), 6-07-12 0-05-12 1, y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 ,���G n,Ro�E Fun Wo WARNINGS: GENERAL NOTES,unless otherwise noted: �' /� 2 /� 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 et- .g 0, 9re Truss: G4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. incorporation of component is the responsibility of the building designer. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3. �' ,/°� Is the res nalbi2'c.c.and at 10'o.c.respectively unless braced throughout their length;y � . po sty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. ..""d DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5 992814 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �` b �U✓ design loads be applied to any component, and are for"dry condition"of use. ,9 O'� TRANS I D: 403334 5.CompuTrus baa no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge If Q Y 14 2 S fabdcatlon,handling,shipment and Installation of components. 7.necessary. pr MF R AP 6.This design Is furnished subject to the Imitations set forth by 8.Plates sassumes all be locatedduonaboth drainage is of truss,and placed so their center n �^' V IIIIII II II VIII VIII VIII VIII ILII IIII IIIIM ch USA, lnc./COfnpuTfue CA in SCSI,copies of ISORware 7.8.8(1 L)-E request. For connector plate design values see ESR-1311,ESR-1988 0"tlTep lines coincide with joint center lines. 8.Digits Indicate size of plate In Inches. 10. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc enticing.' TC: 2x4'KDDF 91&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 4168TR 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 C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc Wind: 140 mph h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, i M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),,M2OHS,M18HS,M18 =MiTek MT series LL = 25 PSF Ground Snow (Pg) 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. 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 -f 4.00 to 0 0 cm 1 N.,,_ 0 c/- ��//////////////////////////////// % -/ 3 M-3x4 y ), 5-01-08 JOB NAME: POLYGON PLAN 5-B NH - G5 scale: Q.B25B �,' �� �N spy WARNINGS: GENERAL NOTES,unless otherwise noted: SCI '9 1.Builder end erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown and is for an Individual 02 e 0_ E Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper / • 2.204 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,. .,",,.w'""' 3.Additional temporary bracing to Insure stabi dodo construction 2.Design assumes the top end bottom chords to be laterally braced at ✓' mpoly g2'o.e.end at 10'o.c.respectively unless braced throughout thalr lenpth by :�'�°, .d DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheetbing(TC)and/or drywat(BC). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.lir Impact bridging or lateral bracing required where shown++ OREGON 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. S��! SEQ. : 5 992815 fasteners are complete and et no time should any beds greater than 5.Design assumes busses are to be used In a noncorrosive environment, `/ tr 2a1 `E` design beds be applied to any component and are for"dry condition"of use. © - y 14, p, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Na beadnp at as supports shown.Shim or wedge if 0 necessary. fabdcatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. FA.A I t..L El.This design Is furnished subject to the Initegons set forth by 8.Plates shall be located on both faces of truss,end placed so their center ch will be lines colndde 11111111111111111 Mire USA,Inc./CompuTrus IAMTCA in BCSI,copies of ISoftware b7.6.6(1 L)Z request. 10.Digits indicate For basic connectorofplate desJoint rign e In 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 19'- 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 50 2.8=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(.366) 181 3.4= -259 116 TC LATERAL SUPPORT <= 12'0C. UON, LOADING 4.5=(-189) 85 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6.(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6.7=( -42)2 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 BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 377V -78/ 340H 5.50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2' -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -118/ 231V 0/ OH 1.50' 0.30 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2' -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2' -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc snacing.I 7-09-12 12-01 03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.' MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = -0,031' @ 2'- 11,9' Allowed = 0,397' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11,9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0,007' @ 19'- 10.2" MAX HORIZ. TL DEFL -0,007' @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting ' 6.00)7 system and components and cladding criteria. Wind: 140 mphh=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads Q; in the plane of the truss only. M-3x6(S) 0 P'r' • 3 co a .cr1 8� -/ o M-3x4 y y y y 0-10 6-00 13-10-15 (PROVIDE FULL BEARING;Jta:2,a,3,4.5.6.7 J OB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 ��‹-Y"- 'V �o WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual d� 7 j •1 E 9{ Truss: J 1 0 end Warnings before construction commences. bonding component.Applicability of design parameters and proper 77 LL 2.2x4 compression web bradng 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 assume'the top and bottom chords to be laterally braced at !'� DES. BY: BS is the responsibility of the erector.Additional permanent brad of 2'o.e.and at 10'o.c.such respectively unless braced throughout their length� by DATE 7/11/2014 responsibility c designer. continuous aor such as pywoodsheathing(TC)es and/or drywaa(6C). ,.�":a�m - the overall structure is the res onsibl of the building 3.2x impact bridgingor lateral bradn required where shown++ It �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, pL l� � design loads be applied to any component and are for"dry condition"of use. / ��,.. �'� TRANS I D: 403 334 5.CompuTras has no control over and assumes no responsibility for the 6.Design assumes big bearing at all supports shown.Shim or wedge If O 14, `L <�p fabrication,handing,shipment and Installation of components. nensaery, /� V 6.This design is furnished subject to the Imitations set forth 7.Designlateshllb assumesladequatenboth drainage b provided.a '/���'L�,. I VIII(VIII VIII VIII(III)III'(VIII(III(III ro 1 by 8.Plates shall located on faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request Rnea coincide with Joint center Ines. e.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0' 0.C. 2.3=(.327) 182 3.4= .220 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6= 69 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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) = CoalpuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50' 0.56 KDDF 625 M,M20HS,M18HS,Y16 = 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 (CORD 2' Design checked for net(-5 asfl uolift at 24 "ox spacinc.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TO 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. 12 system andfcddpoeentsiandicladdingrcriteria. 6.00 Wind: 140mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 Truss designed for wind loads csr ) in the plane of the truss only. M 3x6(S) o 3 M O v 1 i1 -, 0 7 O M-3x4 1' 1, /, 1' 0-10 6-00 11-11-11 (PROVIDE FI B ARING;,its:2.7.3.4.5.6) JOB NAME: POLYGON PLAN 5-6 NH - J9 Sale; 0.3077 54' r siWARNINGS: GENERAL NOTES,unless otherwise noted:1.Builder and erection conctor should be ased of eat General Notes 1.This design le based only upon the parameters shown end is for an inidual , ' 4- WARNINGS: and Warnings before construction commences. building component.Applicability of design parameters and proper �l Truss: J 9 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bradrrg to insure stabiaty during consWdion 2.Design assumes the top and bottom chords to be laterally braced et - 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 4//MNw' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywa(eC). ,-.", DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.Zr impact bridging or lateral bracing required where shown++ 4 SEQ. : 5 992817 4.No road should be applied to any component until after all bracing and 4.Installeton of truss is the responsibility of the respective contractor. -f� 4,OREGON�D„��,I!/ fasteners are complete and at no time should any loads greater than 5.Design assumes busses aro to be used In a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS I D: 403 334 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes NB bearing at all supports shown.Shim or wedge if Q 1y�L t�14. >tY` fabrication,handling,shipment and Installation of components. 7.Design a sumes adequate drainage is provided. "'+�7R I L-\- 6.This design N furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of teres,and placed so their center lines IIIIII VIII VIII VIII VIII VIII VIII(III(IIIM Tek USA,Inc.CA in SCSIC fnpuTrus ch,copies of wh(Software 7 8.8will be (I L)En request, 1de with Joint center Ines. 0.Poor of design values see ESR-1311,ESR-1988(Wok) 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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ((ABTA LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3= -287) 142 3.4= .184 79 TC LATERAL SUPPORT <= 12.00. UON. LOADING 4.5= .108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8= -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 -81/ 265H 5.50" 0.58 KDDF ((( 625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 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 nets-5 Pei uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397' -/ MAX TC PANEL TL DEFL= -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ, LL DEFL = -0.004' @ 15'- 10.9' MAX HORIZ. TL DEFL = -0.004' P 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19°s AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00)7 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 (All Heghts), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.8, Truss designed for wind loads o in the plane of the truss only. ao .1111111 /1111111111111 .1 -/ 3 P cry 0 o 4 1 �� o M-3x4 1, 1, y J, 0-10 6-00 9-11-11 IPROVIOF FI B ARIN•)Its:2.7 ,3.4.5.61 JOB NAME : POLYGON PLAN 5-B NH - J8 ck�;OPROF? Scale: 0.3315 �'C G,INjrr 44 WARNINGS: GENERAL NOTES,unless otherwise noted; J//� 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 1. . 7�h;a E ,..- c., r Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper / r 2.2x4 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 bosom 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 responsibility c Ig 2x Impactous sheathing lateral as plywood e when show ordrywalIMC). /:rr.., the overall structure Is the ran nsibili of the building designer. 3.2x bridging or lateral bracingrequired where shown++ ,It 4.No load should be applied to any component until after all bracing and 4.Mediation of truss Is the responsibility of the respective contractor. -v 4 OREGON It" SEQ. : 5992818fasteners are complete and at no time should any loads greater than 5.Design assumes tenses are to be used Ina non-corrosive environment, _ 1a � TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. /5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If O Y 14, 2.0 +- fabrication,handling,shipment and Installation of components. necessary. pNiu 7.Design assumes adequate drainage is provided. M�'PI R I L\- P 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter mill II 111111 III Hill Ilia III) NVY TPTCA In SCSI,copies of which will furnished upon request. git Indicate with joint ain i 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(dlTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.6=(0) 0 BC: 2x4 KDDF K1&BTR SPACED 24.0' 0.C. 2.3= -240) 122 3.4= -148 61 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5= 67 31 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF ( 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/ 338V 0/ OH 1.50' 0.43 KDDF 825 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 lyglift at 24 'oc spa ng.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4' Allowed = 0.397' 5 MAX TO PANEL TL DEFL = -0.052' @ 2'- 11.9' Allowed = 0.596' 0 MAX HORIZ. LL DEFL = -0.003' @ 13'- 10.9' MAX HORIZ. TL DEFL = -0.003' @ 13'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE. 12 6.00 f7;" 4 Design conforms to main windforce-resisting system and components and cladding criteria. hi Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dl � r), oad duration factor=1.6 Truss designed for wind loads v in the plane of the truss only. 0 3 r i 03 CD 0 1 8 -/ ►z. c M-3x4 J, ), y ). 0-10 6-00 7-11-11 PROVIDE FULL BEA?ING:Jts:2.6.3.4.51 iik Scale: 0.3795 �� 't GNR 41 O JOB NAME : POLYGON PLAN 5-B NH - J7 `• Fssr WARNINGS: GENERAL NOTES,unless otherwise noted: 1 1.Builder and erection contractor should be advised of al General Notes 1.The design is based only upon the parameters shown and is for an Individual 4jN�. •a il 0 E 29{' and Warnings before construction convnencee. building component.Applcablllty of design parameters and proper ,,,,// Truss: J 7 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the bulking designer. .r 2.Design assumes the top and bottom chords to be laterally braced a1 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat C). /'�' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ el Cr' SEQ. : 5 992819 4.No load should be applied to any component until atter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4,OREGON a iti fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment. 4 O-+7�r }4 2Q1 '''k. design loads be applied to any component and are for"dry condition"of use. �i T TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the e.Designnrassumes full bearing at all supports shown.Shim or wedge if t�[� Vp fabrication,handling,shipment end instalator of components. 7.Design assumes adequate drainage le provided. i r7 A 1 `"V 5.This design Is furnished subject to the Irritations set forth by 5.Plates shall be located on both faces of truss,and placed so their center will be lines ncide with joint center Ines. IIIIII IIIA VIII VIII VIII VIII VIII IIII IIIIMTe Uk SA,ins./CompUTrus ISoflware 7.6.6(1 L)En request 10.Four basics cconnectorplaf attete in design values see ESR-1311,ESR-1988(Welt) 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 4.WR/DDF/Cq=1.00 TC: 2x4 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2.3=(-208 105 TC LATERAL SUPPORT <= 12"OC. UON. 3.4= -102) 46 LOADING 4.5= -38) 18 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C Connector 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pp) 0'- 0.0' -23/ 352V 451 1980 5.50" 0.56 KDDF 6251) M,M20HS,MIBHS,Mor = MiTekprMT series 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF 625 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 KDOF 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. ICONO. 2: Design checked for net( psf) uplift at 24 "oc spacine I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0,083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9' Allowed = 0.397' -7( MAX TC PANEL TL DEFL = -0.050' 0 2'- 11.9' Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002' 0 11'- 10.9" MAX HORIZ. TL DEFL = -0.002' 0 11'- 10.9" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I7 NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 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 Truss designed for wind loads o in the plane of the truss only. ra M O Mil gt c 1 8� -f M-3x4 1, ), 1, y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING•Jts•2 B '+4 51 JOB NAME : POLYGON PLAN 5-B NH - J6 scale: 0.4200 't�4 �NEFh�6'6, WARNINGS: GENERAL NOTES,unless otherwise noted: 'T 2' 1.Builder and erection contractor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and is for an Ind vidual �� ��;, � "y1,� Truss: J6 and Warnings before construction commences, buildingcomponent.Applicability 77 LLL 2.2x4 compression Po Ppl ate responsibility spopara meter and pro r ltempweb bredng must be In bilit d where shown+. Desgn othetopent la the rstoelate ally bra designer. DES. BY: B S 3.Additional temporary bracing to Insure stability during construction 2.Design assumes'the top and bottom to be laterally braced et Ir is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood heat ng(TC)and/or drywall(BC). ,,/`qdr, !�� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SC�1 4.No load should be applied to any component until alter a1 bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON L Q. : 5992820 fasteners are complete and at no tine should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L a �l/ design loads be applied to any component and are for"dry condition"of use. it ,9 �'\ "� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NI bearing at all supports shown.Shim or wedge if Q " 1 4 Z 'E fabrication,handling,shipment and Installation of components. necessary.sign assumes 'R R'L�-�p e.This design is furnished subject to the Irritations set forth7.Design adequate one both drainage Is provided.and i I IIIIII VIII VIII VIII VIII IIID ILII IIII IIIIby 5.Plates shall be located on latae of base, placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Ines coincide with joint center Anes. 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-18611(MITek) EXPIRES:12/31/2015 111E111 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 M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 22 .5=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2.3=(-170 99 3.4=( -76) 34 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 42.0BEAflING MAX VERT MAX HORZ BAG REQUIRED BflG AREA OVERHANGS: 10.0' 0,0' TOTAL LOAD DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES PSF 0'- 0.0' -22/ 350V -37/ 166H 5.50' 0.56 KDDF 1625 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) e CompuTrus, Inc 5'- 11.2' -164/ 368V 0/ OH 1.50' 0.47 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (CORD 2: Design checkefor d nett-5 sail- 412-111-14 "00 cino.l soa 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 TC PANEL TL DEFL = -0.048" @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.002' @ 9'• 10.9' 12 0 MAX HORIZ. TL DEFL = -0.002' @ 9'- 10.9' 6.00 17 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 3 All Heights), Enclosed, Cat,2, Exp.B, MWFRS(DIr), load duration factor=1.6 Truss designed for wind loads ►( o in the plane of the truss only. C8 c I 0 M-3x4 y y y y 0-10 6-00 3-11-11 (PROVIDE FULL BEARING'tts: .5.3,41 JOB NAME: POLYGON PLAN 5-B NH - J5 Scale: 0.4667 `g,.g.0R Oren PN `r /p WARNINGS: GENERAL NOTES,unless otherwise noted: 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 - ®® ..E ; Truss: J5 and Warnings before construction commences. burbling component.Applicability of design parameters and proper in2.204 compression web bracing mast be Instilled where shown+. Design assumes of component is the rechords to of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design and 10'the top andrespebottomlyul r c d throughout braced e1 la the res nb of the erector.Additional bracing of c'as and st 1 a• n.such as es braced(TC) /or dry a tis). n`,®,= 4.16010* DES• BY• BS responsibility permanentcontinuous sheathing such as plywood sheathing(TC)and/or drywal�C). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y. OREGON b �� 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. .e SEQ. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes messes are to bs used in a non-corrosive environment, L� ZQ'� y design loads be applied to any component and gra for"dry condieon"of use. Q 14. pT TRANS I D: 403334 5.C loads s hes no control over and assumes no respoeslWlly for the 6 necessary.i umes fu0 bearing et as supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R1110- 6. A1._-6.This design is furnished subject to the Imitations set forth by 9.Plates shall be located on both faces of toss,and placed so their center .... _ ch will be furnished n Ines cdndde with IIIIII VIII 11111 11111 11 VIII VIII 1111 (III MTITPe Amina/CompuTrus BCSI,copies of ISoflware 7 8 8(1 L)of request. 0.Fort center Ines. baslicc of plate in nate design values see ESR-1311,ESR-1 988(MITep 9. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KODF q1&BIR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.5=(0) 0 BC: 2x4 KDDF q1&BTA SPACED 24.0" O.C. 2.3= -126) 92 3.4= -64) 25 TC LATERAL SUPPORT <= 12.00. VON, LOADING BC LATERAL SUPPORT <= 12'OC. VON. 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) Connectorplate prefix designators: 0'- 0.0' -24/ 353V -29/ 135H 5.50' 0.57 KDDF 625 9 LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50' 0.43 KDDF 625 M,M20HS,M18HS,M16 = MiTek Mt series 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 IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP 'COND. 2: Design checked for net(-5 asfl uplift at 24 'oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10,0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001" @ 0'--10.0' Allowed o 0.111' 12 -, MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3" Allowed = 0.397' 6.00 MAX TO PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0,596" �) MAX HOAIZ. LL DEFL = -0,001' @ 5'- 11.2" �0 MAX HOAIZ. 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 0 system and components and cladding criteria. Wind: 140 mphh=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 a All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 ✓ Truss designed for wind loads in the plane of the truss only, el 9,-- ‘r -N p� 1 5 111.-=191 -/ M-3x4 J. J. y J. 0-10 6-00 •;r r , ' 1-11-11 JOB NAME : POLYGON PLAN5-BNH - J4 Scale: 0.5653 S,GEei\t0 PR NERAL E �s0 GENERAL NOTES,unless otherwise noted: /// 2. 1.Builder and credos contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual CC� .r7S h 9, E -y Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper G 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 f 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: 7/11/2014 responsibilityg continuous sheathing such as plywooequired sheathing(TC)and/or drywall(BC). /. • the overal structure is the of the buildingdesigner. 3.2x Impost bridging or lateral bracingrequired where shown++ It SC t1 4.No load should be appled to any component until after all bracing and 4.Installation of buss la the responsibility of the respective contractor. ? OREGON 1.(/ E Q. : 5992822 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment. L 1b ,C\ design loads be applied to any component and are for"dry condition"of use. f 'T O TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes ma bearing at all supports shown.Shim or wedge if Q 14 2 Q`E fabrication,handling,shipmentnecessary. !� and installation of components. 7.Design assumes adequate drainage is provided. pp V 8.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their centers „'•� 1 111111 11 IIII'111 111111 VIII VIII IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. N e.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-1a88(MiTek) 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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0' O.C. 2.3=(-96) 68 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0• -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( 625 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 5'- 11.7' -69/ 180V 0/ OH 1.50' 0.26 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Desipg checked far net( oaf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.079' @ 3'. 7.2' Allowed = 0.395' 5.11-11 MAX TC PANEL TL DEFL = -0.092' 9 3'. 4.8" Allowed = 0.593' T f MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL= -0.001' @ 5'- 10.9' 6.00 17" DESIGN ASSUMES MOISTURE CONTENT DOES -, NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting Vs system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7.10 pi All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. v 0 1n co o,,. v 9f- 1 4► -I 0 M-3x4 y , y 0.10 (PROVIDE_FilL jugtusthauLtal 6-00 JOB NAME : POLYGON PLAN 5-B NH - j3Scale: 0.5843 ,C? GINE ,, ro WARNINGS: GENERAL NOTES,unless otherwise noted: � (4 4Z7 /41, E �l 1.Bulkier 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 PP Truss: J3 and Warnings before construction commences. butkang component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed wirer.shown+. Incorporation of component Is the responsibility piths booming designer. ,r'""" 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.andat 10'o.c.respectively unless braced throughout their length by 46011."' DES. BY: B$ ts the respoasibiaty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .- ''A- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ® Q,� SEQ. : 5 992823 4.No load should be applied to any component until after eN bradng and 4.Installation of truss is the responsibility of the respective contractor. OREGON 1 fasteners are complete and at no time should any loads greater than 5.Design asaumes trusses aro to be used In a non-corrosive environment, �L� V,� 20.��`Sr`� design loads be applied to any component. and an for"dry condition"of tree. y'' �- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing at all supporta shown.Shim or wedge If © 14 �P necessary. :c� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. '"�n.Rl LL^ 8.This design is furnished subject to the Imitations set forth by N.Plates shall be located on both faces of truss,and placed so their center 11131111111111111111 kSwhich furnished ). request MTeUSA,Inc./CompuTrus a Software 78.6L).E lines earoin vali �toFobacopldesInes. es see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E010111This 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 01&BTR LOAD DURATION INCREASE = 1.15 1.2- 0) 42 2.4=(0) 0 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2.3=(-63 49 IC 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' -41/ 321V -14/ 73H 5.50" 0.51 KDDF 625) 3'- 10.9' -99/ 114V 0/ OH 1.50" 0.18 KEW 625 C,CN,C18,CN18 no(orprefix = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 57V 0/ OH 5.50" 0.09 KDDF 8251 Connector pplateref ix designators: 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 nett-5 0af1 OOlift at 24 'ac spacing.] BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'-•10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0' Allowed = 0.111' 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" T f MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2' Allowed = 0,246' MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4" Allowed = 0.333' 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4" Allowed = 0.333' 6.00[7 MAX HORIZ. LL DEFL = -0.000' @ 3'• 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mphho20.2ft, TCOL=4,2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads <r in the plane of the truss only. O N O) O/- 4 111 O� 1 'EMI 2.104 -/ M-3x4 J' )- y 0-10 (PROVIDE FULL BEARING:Jts:2.3,4J 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 ,,, 3 PROPe Scale: 0.6394 \�'S' 5'cs Nuc6'S Ao WARNINGS: GENERAL NOTES,unless otherwise noted: 1Z72,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 en Individual _,„,,! -z , E 1.- Trus : J2 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 responetbmty of the building desipnet.. Aglir- -.r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes o n,top end bo6om chorda fo be laterally braced at .r" DES. BY: BS is the responsibility 2'o.c.and at 10'o.c.req»ctiv ly unless braced throughout their length by Po OY of the erector.AddPoonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /+,rare:. "4��' DATE: 7/11/2014 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -60 i. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992824 fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used In a non-corrosive environment, , , v '�O" A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition'of use, q j'' 5.CompuTrus has no control over and assumes no responsibility for the a•Design assumes fog /bearing at all supports shown.Shim or wedge If O 14, ,2°�Q'4' fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the Irritations set forth 7.Plates assumes adequateatedon bothdrafacesace labus,provided. �R�'�� IIIIII VIII(III VIII VIII VIII VIII(III(III 9 fol by 8.Plates shall be located of truss,and placed so their center TPIIWfCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 6.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2.3=1.35 40 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for nett pati uplift at 24 "ox apacina.l REQUIREMENTS OF INC 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' MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0' Allowed = 0.097' MAX IC 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 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 19h AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), oad duration factor=l.6 Truss I) inthe dplaneeoffthe wloads truss only. o a,- 4. El c� 1 ►�4 -1 M-3x4 1, ), k 0-10 (PROVIDE FULL BEARING•Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-6 NH - J1 Scale: 0.7144 .,' GINE. :s/0A� 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 4���. !C��®A E "f' and Warnings before construction commences. building component.Applicability of design parameters and proper // Truss: J 1et,� Incorporation of component Is the responsiblity of the bulling designer. P 2.244 compression web bradng must be Installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stability during construction 7 o.c.end at 10'o.c.respectively unless braced throughout their length by pY.®" DES. BY: B$ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheetfdng(TC)and/or drywal(BC). /'!" DATE: 7/11/2014 the overall structure Is to responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ! /� �,' SEQ. : 5 992825 4.No bad should be tippled to any component until lifer al bradng and 4.Installation of trues is the responsibility of the respective contractor. OREGON b fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-conte ve environment, design loads be tippled to any component. and are ler"dry condition"of use. '5 TRANS I D: 403334 5.C sign hes no lied ol over and assumes no re.poeiblay for the H.nl>esip assumes full bearing at ell supporta shown.Shim or wedge If L"O �Cp�14 O� fabrication,handing,shipment end Installation of components. 7.Design ssumes adequate drelnage Is provided. Y;+1 R.1111\"' S.This design a furnished subject to the Irritations set forth by B.Plates shall be locatedonyboth feces of truss,and placed so their center 1111111111111111111111 MTe USA,Inc/CompuTrus iSoftwm 7 8 6(1 L)Ech wli be furnished n request oint center Ines. U lines or basic con sizeecowith rof pipfatetdesig inches.alues see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4,KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8. 7=( 0) 18 BC: 2x4`KODF M1&BTR SPACED 24.0' O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7. 3=( 0) 49 WEBS: 2X4'KDDF STAND 3- 4=(-224 105 3- 9=(-308) 164 4- 67 TC LATERAL'SUPPORT <= 12'0C. UON. LONDIOG 5. 6=( 168) LL (25,0)+DL( 7.N) ON TOP CHORD = 32.0 PSF 32 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA Connectorplate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES 9 0'- 0.0' •29/ 3514 -53/ 231H 5.50' 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50' 0.20 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'. 10.9' •1201 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 1OPSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50' 0.17 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 Dail uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' 13-11-11 MAX TL CREEP DEFL = •0.015" @ 2'• 3.8" Allowed = 0.339' I I 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 conforms to main windforce.resisting system and components and cladding criteria. 6.00 17" Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 co Truss designed for wind loads 0 ci in the plane of the truss only. r; M-4x6 D rsr_ c. M-3x4 rhe = o A- o ��= M-3x4 cs 8 o N O c`: M-3x4 M-1"5x4 N 1, 1, 1 /, 2-03-12 2-10-08 0-09-12 ' ' ; /, 0-101 2-05-08 , 11-06-03 1 6-00 7-11-11 )PROVIDE FULL BEARING:Jts:2.9.4.5.61 JOB NAME : POLYGON PLAN 5-B NH - J7CSale: 0.3025 c''S'' CONE' 6,'/rY i WARNINGS: GENERAL NOTES,unless otherwise noted: 2 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 4r� .992 0 0 E 9f Truss: J7C 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. ,r'J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and velybottchords to be braced at - DES. BY: BS Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ply permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). ,./"�, . `"�� DATE: 7/11/2014 the overall structure in the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 4.No load should be appled to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'f7 ORE'.GQt`I [(/ SEQ. : 5992826 fasteners are complete and at no time should any loads greeter than 5.Design assumes tenses are to be used In a non-corrosive environment, L, 4 1� A. design loads be applied to any component and are for"dry condition"of use. / �1+ �Q �,,, TRANS I D: 403 334 5.CompuTrus has no control over end assumes no responsiblpty for the 6.Design assumes Nn bearing at all supports shown.Shim or wedge If O 14 �t1y fabrication,handing,shipment end Installation of components. Dnesessary. provided.e Is R R Il. 6.This design is furnished subject to the Imitations set forth by 0.P�esnshall be locaegdon both facce of trus, d placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITe USA,Inc./CompuTrus 9 I/WTCA in BCSI,copies of iSoftwarech will be l+7.6.6(1 L)E request.urnished upon 10.For asic colines oe with n ecoroint center Ines. plate design values see ESR-1311,ESR-196e(MITek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2- 8=(-102) 178 8- 7= 0) 18 BC: 2x4 KDDF U1&BTR SPACED 24.0' O.C. 2- 3= -245 43 7. 9=(-165 278 7. 3. 0) 49 WEBS: 2x4 KDDF STAND 3- 4= -213 71 3- 9= •289) 171 LOADING 4- 5= -155 77 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= •101 0 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 24.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA nector plate LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. ((SPECIES 625 C,CN,C18,CN (or'prefix prefix natCompuTrus, Inc 5'• 2.3' 20/ 122V 7/ 356V 30/ 215H9/ OH 5.50' 0.20 KDDF (( 625 M,M2OHS,M18HS,M16 =MiTek Ml series REQUIRD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 10.9' -136/ 299V 0/ OH 1.50' 0.38 KDDF 1625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'• 11.7' -183/ 405V 0/ OH 1.50' 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND 2 Design checked for net(-F psfl uslift at 24 'ox s acp in0^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 o -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.009' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = •0.014' @ 2'- 3.8' Allowed = 0.339' 11-11 11 MAX LL DEFL = 0.042' @ 11'- 11.7' Allowed = 0.200' T 1' MAX TL CREEP DEFL = -0.048' @ 11'- 11.7' Allowed = 0.267' ,< -, MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' CONTENT DOES 12 NOTIGN EXCEEDUMES IRAs ATITIMEEOF MANUFACTURE. 6.00 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 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.8 CD - Truss designed for wind loads ro in the plane of the truss only. M-4x6 �I� el M-3x4 o o E1F c -, ov ��'m M-3x4 M-1.59x 4 1 0 cm 8 o M-3x4 b J, ), b 2-03-12 2-10-08 0-09-12 1, y y y 0-10,, 2-05-08 , 9-06-03 y 6-00 5-11-11 (PROVIDE FULL BEARING•Jts:2.9.4.51 pe JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 �5��'cktaNEsroA� WARNINGS: GENERAL NOTES,unless otherwdse noted: "f' 1.Builder and erection contractor should be adWsed of el General Notes 1.This design Is based only upon the parameters shown and Is for an Individual k. 2 iii a E 91" and Warnings before construction commences. building component Applicability of design parameters and proper Truss: J6C Incorporation of component in the responsibllty 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 bracedat 3.Additional temporary bracing to Insure stability during construction 2'o.c.end et 10'o.a r ively unless braced throughout their length byAllow DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). /'!� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.20 ImWpead bridging or lateral bracing required where shown++ WI 4r` 4.No bad should be tippled to any component until atter al bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON , to SEQ. 5992827 fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in anon-corroaNe environment, �� 'Sf�y 2�1 �+�: design loads be tippled to any component nand gra ler"dry condition'of use. TRANS I D: 403334 5.CompuTnn has no control over and assumes no responsibility for the 6•Design assumes ful bearing at al support shown.Shim or wedge If O'1y_ cit 4 IN, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 444q:11110. S. V_ 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center IIIIII VIII IIIII VIII VIII VIII VIII IIII IIII TPInn/icA in BC6l,copies of which ft be furnished upon request. e.breis Indicate size jot plate center MiTek USA,Inc./CompuTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-111188(MITep EXPIRES:12/31/2015 1011111101 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 #18BTA LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7= 89 178 7.6= 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2-3=(-245 43 8.8=(- 14) 278 6. 3=) 0) 49 WEBS: 2x4 DDF STAND 3-4=(-153) 71 3.8=(-289) 118 TC LATERAL SUPPORT <= 12°OC. UON. LOADING 4.5s( -70) 32 BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'. 0.0" -27/ 347V •37/ 188H 5.50' 0.55 KDDF 625) C Connector6,CN18 (or no prefix) = CompuTrus, Inc 5'- 2,3' 0/ 122V 0/ OH 5.50' 0.20 KDDF 625 M,M20HS,M18HS,Mor = MiTekprMT 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 nett-5 osfl uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.007' @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.014' @ 2'. 3.8' Allowed = 0.339° 9-11-11 MAX HORIZ. LL DEFL = -0.005' @ 5'- 2.3" 1' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 12 r) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph ho21,7ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads c y o in the plane of the truss only. LI; M-4x6 4 o ireco 4 _ 8 ._ -/9 -! 0 ��_�e■�e M-3x4 M-1.5x4 _y.o o NI 7 M-3x4 M-3x4 0 y 1, , /' 2-03-12 2-10-08 0-09-12 J. ), 1, y 0-10, , 2-05-08 7-96-03 y 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.8.4,51 JOB NAME : POLYGON PLAN 5-B NH - J5CScale; 0,3763 0 GNEphhFLTri ..- WARNINGS: GENERAL NOTES,unless otherwise noted: kr 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 47 . SO E f Truss: J5C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(eC). ,,,�'r,,�s. . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr iel 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L lf' �✓ design loads be applied to any component. and are for"dry condition"of use. '. j� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at as supports shown.Shim or wedge if �O 9y 1 " 20�i T fabrication,handling,shipment and installation of components. necessary. �f- Vi. 6.This design is furnished subject to the Imitations sat forth7.Design hellassel located one drainage la provided.an �, p R(L4 by 8.linesPlateshall coincide with joint center both faces of trues,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'III MTekk USA',lnC./Co puT Bn SCSI,copies of 'Software+7.6.6(1 ch will be furnished L)E uem 0.Digits For bacco of In inches.values see ESR-1311,ESR-1988(MiTelq EXP'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 4WR/DDF/Cq=1,00 = TC: 2x4'KDDF #1&BTR LOAD OUSPAIED INCREASE. ' 0 = 1.15 2.3=f 1-2= 0-297, 0) 18 42 2.7=( -84) 228 7.665 6-B=(-138) 358 6.3=5 0) 50 BC: 2x4 KDDF 1ANTR SPACED 24,0" O.C. 3.4= -153 82 3.8= -372 143 WEBS: 2x4 KDDF STAND LOADING 4.5= -100) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES OVERHANGS: 10.0' 23.7' 0'- 0.0' -35/ 328V -24/ 15tH 5.50' 0.53 KDDF 1625 LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50• 0,23 KDDF 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'. 11.7' -182/ 415V 0/ OH 1.50• 0.53 KDDF 625 M,M2OHS,M18HS, 16 = MiTek MTseries REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOAD 2 Design checked for net(-5 nsfl Oolift at 24 "Ox 505Cino I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180MAX 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 MAX HORIZ. LL DEFL = 0.007' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3' /- 12 -/ DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=21.2ft, TCDL=4,2,BCDL=8.0, ASCE 7.10 0c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads v in the plane of the truss only. 0 v M-4x6 M-3x4 9 co o � -/ IRE 8 Iii) ‘'r 0111111111314. 11: M-3x4 M•1.5x4 i 0 c 7 0 M-3x4 y y )' ) 2-03-12 2-10-08 0-09-12 b ). y ), 0-10�, 2-05-08 5-06-03 1 y 6-00 1-11-11 s (PROVIDE FULL BEARING:Jts:2.8,4I Scale: 0.4288 ,�c.., GINE. z S'rd JOB NAME: POLYGON PLAN 5-B NH - JCC ) WARNINGS: GENERAL NOTES,unless otherwise noted: �� T,1/ * i 17 1.Builder and erection contractor should be advised of all General Notes 1.The design la based only upon the parameters shown and Is for an Individual "`JJJ,L ss E c Truss• J 4 C end Warnings befare construction commences. building componentf Appliccomponent theity of design Pity of parameters and properincorp 2.Dot compression web bracing must be installed where shown*. Design assumes of component Is raspoes to of the sty braced designer. l 3.Additional temporary bracing to Insure stability during construction 2.Design the top and bottom unless c be throughout et DES. BY: BS is the responslhily of the erector.Additionalpermanent bracing of continuous2n c.and at e. in respectively as plywoody braced(TC) dry el ). .�, A sheathing such as shsetNng(TC)and/or dryvnN C). - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (/ 4.No load should be eppaed to any component until alter ea bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7_ SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, l� '7,O Za1 design bads be applied to any component. end are for"dry condition"of use. 14. Q' 8.Design assumes MN bearing at all supports shown.Shim or wedge If i5 TRANS I D: 403334 5.design Ton has no control war and assumes no responsibility for the nBCessary. $1:1R10-fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.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 I WI be furnished upon Ines coindde with joint center Ines. IIIIII VIII VIII 11111 VIII VIII VIII IIII IIII Mch TITPek USA,Inc./CompuTrus In BCSI,copies of whlSoftware 6•6(1 Eequest. 0.ForFasic indicate ectorof plate design vte in alues see ESR-1 311,ESR-1988(dlTek) 9. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2- 0 42 2-6=(-135) 228 6.5= 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-297) 65 5.7=(-218) 358 5.3=) 0 50 WEBS: 2x4 KDDF STAND 3.4=) -55 41 3-7=(.372) 226 TC LATERAL SUPPORT <= 12'0C, 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" -48/ 365V -22/ 104H 5.50' 0.58 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 5'- 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -48/ 108V 0/ OH 1.50' 0.17 KDDF 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for nett-5 psf) uplift at 24 'oc snacing.,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 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 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19h AT TIME OF MANUFACTURE. 12 6.00 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, 0 load l Height90rfantlosed, Cat,2, Exp.B, MWFRS(Dir), =1.6Truss designed for wind loads in the plane of the truss only. m 0 M-4x6 0 <=, MN � M-3x4 - 7 _� -10 oATI ff'-I�m M-3x4 M-1.5x4 ' o 0 cm 6 0 M-3x4 k y y y 2-03-12 2-10-08 0-09-12 1, ), J ,I- 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.7.4J JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0,4902 \�,\ ,s.(,'c.OPROP�FyUAN 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 ,rS// 1,•• T�;' E � Truss: J3C and Warnings before construction conxnencee. building component.Applicability of design parameters and proper / 2.2o4 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 T o.c.and at 10'o.c.respectively unless braced throughout their lengthnby Po y permanent bracing of continuous sheathing such as plywood ing(TC)and/or drywaa(BC). /"yie. . O,I" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 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. OREGON SEQ. : 5 992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �G lf' mak! design loads be applied to any component. and are for"dry condition'of use, ,x/ Q1 TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility forthe 6.Design assumes fug bearing at all supports shown.Shim or wedge if Y 1 q 2 {y"E' fabrication,handling,shipment and installation of components. necessary. a s' 6.This design is furnished subject to the Irritations set forth 7.Designlatesassumes b el adequateatedon both drainage is of provided.an MFR RIO' VIII 11111 VIII III I VIII VIII VIII IIII IIIIby 8.Plates shell be located faces of truss,and placed so their center TPWYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc/COmpuTfu9 Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=� 0 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24,0' O.C. 2:33-(-188( 244 5.7=(-76 191 5-3=5-3=(•190) 79 48 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAD SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG 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 designators: 8'• 0.0' 0/ 98V 0/ OH 5.50' 0.16 KDDF 625 C,CN,C1R,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MIBHS,M18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2 Design checked for net( 5 gaff uplift et 24 'oc spacino.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LI=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 = 0.228' 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 MAX HORIZ. TL DEFL = 0.008' @ 5'• 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 194 AT TIME OF MANUFACTURE. 6.0017 Design conforms to mein windforce•resiating system and components and cladding criteria. s- -f 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=l.8 M 4x6 �1 o Truss designed for wind loads in the plane of the truss only. o Cp- N Ars- M-3x4 0 011 7 v �da� M-3x4 o M-1.5x4 '- , �� 6 u7 0 0 M-3x4 c 1, 1, y 2-03-12 y 2-10-08 0-09-12 y y 0-10 y 2-05-08 y 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME: POLYGON PLAN 5-B NH - J2C scale: 0.5343 N.4' G` N45'SAO WARNINGS: GENERAL NOTES,unless otherwise noted: ICI ' 44 1.Builder end erection contractor should be advised of al General Notes 1.The design is based only upon the parameters shown and is for en individual IC ®1 E t` Truss J2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compassion web bradng must be Installed where shown+• Incorporation of component la the responsiblity of the building designer. f 3.Additional temporary bracing to insure stability during construction 2.Design asat lO the top and bottchords 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.suchrespectivelya unless braced throughout their length by :742° ty PN^�n continuous sheathing such as pywood sheathing(TC)and/or dryvnl C). 'v' - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ N �<L/ 4.No load should be appled to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 5992831 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ��+design bade les tippled to any component. and are for'dry condition"of use. �`�O 6.Design assumes fug bearing at all supporta shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for thenecessary. FA 1:111 k' fabrication,handling,shipment and installation of cortgwnents. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Imitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 11111 111111111111 1110 11111 III)(III Tin which L) coat MfTc SAlna Inc./CompuTrus Software+76.6(upon E lines coincide ecenterjoint 10. cctof aes. FFr Digits connector plate desiglate In n values see ESR-1311,ESR-1988(MiTeq 9. EXPIRES:12/31/2015 II�IIIIIIIIIII This design prepared from computer input by ' 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 42 2.4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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' 0.48 KDDF i 625 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF 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,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 Rsfl uplift at 24 "00 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'••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 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES '' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mpph h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 d. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 w Truss designed for wind loads in the plane of the truss only. chi- 0 v 0 Ira of- I 211110- 111 4� -/ M-3x4 y )' y y 0-10 2-00 1-11-11 :1 / .., 1 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 ��i �3 PR e, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individualet. f^V... G�� E 'q{'. Truss: ASJ2 and Warnings before construction commences. building component Applicability of design parameters and proper y 2.2x4 compression web bradng must be installed where shown*. Incorporation of component Is the responslbmty of the building designer. r // 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 bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by `' ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�,as■! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e► �cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON 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, G '1 1, design loads be applied to any component. and aro for"dry condition"of use. f 4 k 2.. 4 TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibly for the 6.Design assumes full bearing at all supports shown.Shim or wedge it O 14 Atty fabrication,handling,shipment and installation of components. Designnecessary. V 7. laiceassumes adequate on draace Tafttruss, provided. F�q 1„‘.• 8.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of Suu,and placed so their center FIR ch I/WTCA In SCSI, will be furnished upon Ines coincide with joint center Ines. I1-‘.* VIII VIII VIII IIID VIII VIII IIII IIIIMTe USA,Inc.C mpuT a(Software 7.6.6(1 L)E request. 10.Forbasic eat esize ctoroplaattetdesign values see ESR-1311,ESR-1988(MITekO EXPIRES:12/31/2016 IIIIIIIIIIIII 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 1116BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2.4=(0) 0 BC: 2x4 )<DDF $11&BTR SPACED 24.0' O.C. 2.3=(•45) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 625 1'- 9.2' - 8/ 263V-62/ 21V 0/ OH 5.50' 0.03 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50' 0.07 KDDF ( 625)))))) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net( 5 psfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,001' @ 0'-•10.0' Allowed = 0.111' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050' MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9' Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000' @ 1'• 10.9' 6.00 l7.- MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D].r) , 3 -/ load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. cs o,- 4 Iri47 CD 11111 4 11110- 1 M-3x4 y /. y 0-10 2-00 (PROVIDE FULL BEARING'Jts:2.4.31 "l JOB NAME : POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 `a,'�'�0GIN D s$ WARNINGS: GENERAL NOTES,unless otherwise noted: 41 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 for an Individual k' e 0 E r. end Warnings before construction commences. building component Applicability of design parameters and proper compression Incorporation of component Is the responsibility of the building designer. J Truss: ASJ 1 2.2x4 co on web txadng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced a1 P 3.Additional temporary bracing to Insure stability during construction y o.c.and at 10'o,c.respectively unless braced throughout their length by �,/ ' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 die overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® it SEQ. : 5 992833 4.No load should be tippled to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. ��y`"OREGON <1/ fasteners are complete and at no time should any bads greater then 5.Design assumes busses are to be used In a non-corrosive environment, �L,. -+y +fit o design bads be eppled to any component and are for"dry condition"of use. <Q._'91'' 14 ZO ^k` TRANS I D: 403334 5.CompuTrus to us has no nonbol over and assumes no responsibility far the 8 Design somas full bearing slot supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4le81110-`J 5.This design Is furnished subject to the Initations set forth by 8.Plates shell be located on both faces of buss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTITPek USA,Inc./CompuTrusCA In SCSI,copies of wh(Software 7 8 8will be (1 L)-E upon request. dcoincide jor Ines. intlines orpldesign values see ESR-1311,ESR-1988(MITeIC EXPIRES:12/31/2015