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Plans (93) a As77•ol4 -worse- r;: 13712 St- 175 -L t _ 1, ., - 4or� APR 4 2016 r a GABA RCE RIGFFT ,. , ,,, _ UU R c4 94 21. ostg ARI a T-4- ASA C CASH _ ASN ASJ2 �, / ASJ2 / 6 12 AH1(2) • // AH2 AH3 AH4C AH5C AH6 — AH7 Al (4) N — - AH7 AHS 6:12 6:12 AH5 ® AH4 BH3 7/ 8:1! RN10 g D2 (2) q 8:12 •�� (3)R•�z r Dl AI 8:12 — , N_ IA i ® CONFORMS TO DESIGN CONCEIT 10 ' ❑ CONFORMS TO DESIGN CONCEgWITI- '1� 8. `�C REVISIONS AS SHOWN - —L ❑ NON-CONFORMING-REVISE ANDZESOBMIT ®CONFORMS TO DESIGN CONCEPT V-9" CONFORMS TO DESIGN CONaPT WITH I. 2g.4' SHOP DRAWING HAS BEEN R VIEED FOR GEERAL CONFORILANCE REVISIONSNOT(D LTH THE DESIGN CONCEPT ONL AND DOES NOT RELIEVE THE C7 NON-CONFORMING-REVISE&RESUBMIT 91-6" FABRICATOR/VENDOR OF AESPONS.BILITY FOR CDNFORStANCE WITH THE T ue:0.1.04 HAS PP.1E.3iFaS aT a9 GWM.: T I DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY MTH s 0vaO M2C,P,P-R1.11. 0.10EPT TCCFORCOWCOG A 19WITHHu1GS OVER THIS SHOP DRAWING. CON'RACTOR SHALL VERIFY ALL DAENSIONS. 19091Cu,SP10FF;At1OSO AID 09100$1`OAFS All OF*KO1 HAS MOM,NM THIS SHAnSWIM, 40%0' By Alexia Wkui Dace 9/22/14 By: Todd A. Eaton Date: September 19. 2014 MILBRANDT ARCHITECTS CT ENGINEER IrP'sJo PigightcompuTrusInc.2oos BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSS T;ON AND° PROJECT TITLE REVISION-1: DRAWINGS FOR SALL UFURT ER INFORMATION.LLR ONT Pa�I��'RAL � umber . PLAN 5-B COFFER DESIGNER/ENGINEER OF RECORD �';, RESPONSIBLE FOR ALL NON-TRUSS 6 PLAN: DRAWN BY:JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO , 5 / B CHECKED BY: REVIEW AND APPROVE OF ALL R COMPANY DELIVERYLOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"=1' All designs are proPerty of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 40'-0' IGARAGE LEFT 1 I „ 11 46 ASJ1 asst 7 /.1110° ;/ ASJ2 AH1(2) 6:12 / li AH2 , ' Y AH3 AHSC AH6 AHT Al (4) e s N Mg- N 6:12 - - -- - - - - - -- 8:12 BH3 BH2 BH1(2) P:12 D2 111F9 E2 (3 6:12 ' R•19 \ — h_ 6:1_ 14: ■ — :12 ®id)NFORMS TO DESIGN CONCEPT Tn S Al2 I : t1°' ❑ CJNFORMS TO DESIGN CONCEPT WITH _ I_ ' REVISIONS AS SOWN 201-41/'1• 8'� _ ®CONFORMS TO TO DESIGN CONCEPT CONFOR ❑ NON CONFORMI MS-REVISE AND RESUBMI l 9'-6" E7 REVISIONS NTO DESIGN CONCEIT WITH OTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE' 0 NON-CONFORMING—REUSE&RESUBMIT WITH THE DESIGN CONCEPT 0 Y AND DOES NOT RELIEVE THE * SW'owwan as' OWN' Pe RE aseu w�a .011.7 F� >m atva =ACM' EN tae COB 90 HEI.EE OFT FABRICATORJVENDOR OF RESPNSIBILITY FOR CONFORMANCE WITH THE �ry/� ` "Q�' '�OF"�' MFLA f`� MOO. 9V 1/ aOOFOTY,s ums.FOI+rruase avers.+u of w.em ver DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY memrasaesA,LIG AND OVER THIS SHOP DRAWING. C'"ITam^Tna CNA!! VF01EV E.I raw/c100 ey Alexia Fukui Date 9/22/14 MIIBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 ®Copyright N D IpuA ARCHITECTS H 12006 CT ENGINEERING INC RUMEN. 7S'STE•DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSSPLACEMENT O ULATIONSAAN.REFER D PROJECTREVISION f: STRUCTURAL D INFORMATION.BUILDING NwINENGIN�oRBLFwNER � � PLANN 5 5 F:-B COFFER DEsGNERIENGINEEROFREhell.CORD Ila. RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY.'JP REVISION-2: RESPONSIBLE TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5 / B CHECKEDBY.' REVIEW AND APPROVE OF ALL8c TRUSS COMPANY ` . DELIVERY LOCATION: SCALE: REVISION: DESIGNS PRIOR TO CONSTRUCTION. 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. 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(MiTek). Al tv-JON, PROre. �e 90, tr ,ONE 71, 04.C.7 , � � ' �� 3_ 14 zy '4 2443. `: y26.`` /0�lt 'OA'JO ' "r. 2 . �I�AL 15�• rvl��r3 ION/ , . b. ,�_ EXPIRES 6/30115 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 4/16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2.10= •958 2635 3.10= -318) 338 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2. 3= •3001 1231 10.11=5S-697)) 2186 10- 4= -120 564 WEBS: 2x4 KDDF STAND 3. 4= -2717) 1165 11.12=(-716) 2138 4-11= -785) 486 LOADING 4- 5= -1912) 986 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 986 11- 6= •785) 486 DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2717 1185 6-12= -120 565 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3001 1231 12- 7=(-318) 336 8- 9= 0 42 OVERHANGS: 10.0' 10.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSSIZE MIN. BRGAREA M,M2OHS,M18HS,M16 = MiTek Mseries LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. O'- OS' 27 R1 1775V 22 R1 226H SIZE" 2.84 KDDF(SPECIES}625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'• 0.0' -278/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 IC06D 2' Design checked for nett 5 osfl upl ft at 24 "Sc soacing.l VERTICAL DEFLECTION LIMITS: LL=L1240, 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 = 2.608' 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 = 0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.117' @ 39'- 8.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199 AT TIME OF MANUFACTURE. 20-00 20-00 T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05.13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 12 All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 6.00 17 M-4x6 Q 6.00 load duration factor=1.6 4.0" Truss designed for wind loads 5 •h( in the plane of the truss only. M-5x6(5) 3.1 M-5x6(S) 0.25" 0.25" 0 "1 iv1\14,3/44 M-1.5x4 +l M 1.5x4 o + + t7 0 0 4o f c -3x8 M 1. 3x4 10.25" M-3x4 M-3x8 0 M-5x8(S) y y y y y J, y 10-03-04 9-08-12 9-08-12 10-03-04 ' 0-10 , 40-00 0-10 vik JOB NAME: POLYGON PLAN 5-B NH - Al Sale; 0.1552 `g� Ope �' tG/R s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: - 4CI �((h// ,A�19__ 1.Bulkier and erection contractor should be advised of aN General Notes 1,This design is based only upon the parameters shown end Is for an Individual '7 G.®.a E v f Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Instaled 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 responsibilityof the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respouch asvely unless braced throughout their length by /,�„ , OP"" pe continuous sheathing such plywood sheatNng(rC)and/or dnyweN(BC). - DATE: 7/11/2014 the overall structure Is the responalblity of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ® OREGON �.A 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. -�,' P SEQ. : 5992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4.+. -7,� X01 A design loads be applied to any component end are for"dry condition"of use. A 8.Design assumes NN beating at all supports shown.Shim or wedge g 14 VP. TRANS I D: 403334 5.CompuTmn has no control over and assumes no responsibility for the necessary. ML�j R`�\ V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 8.This design Is furnished subject to the Imitations set forth by O.Plates shall be located on both faces of truss,and placed so their center CA in SCSI,copies of which will be furnished upon lines coindde with joint center Ines. 11111111111111111111111 M Tek USA,lea CompuTfus Software 7.6.6(1 L)-E request 10.Digits basic connector pplate design te In �es sen ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 mill 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 WOOF M18BTR LOAD DURATION INCREASE = 1.15 1. 2= 0 42 2-12=(-1420 2608 12- 3=( 0) 291 BC: 2x4 WOOF 259 WEBS: 2x4 KDDF STANDR SPACED 24.0' O.C. 3. 4° -2505) 1688 13.14°)-1231) 2235 13.14°)-1022- 3= -3048 1745 12-13.(-1422 2605 ) 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 15-16=(•1449) 2605 14. 6= 0) 311 BC LATERAL SUPPORT: <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -481) 778 16.10=((-1447 2608 6-15= •348) 150 TOTAL LOAD = 42.0 PSF 6- 8= -1683 1035 8-15= .102) 534 7- 8= -597) 766 15- 9= -547) 259 NOTE: 2x4 BRACING AT 24'OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8. 9=).2505 1688 9.16= 0 291 ALLFLAT TOP CHORD AREAS NOT SHEATHED 9.10. -3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=) 0) 42 LIVE LOAD AT LOCATIONS 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 BAG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -460/ 1775V -197/ 197H 5.50' 2.84 KDDF 625) Unbalanced live loads have been 40'- 0,0' -460/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) considered for this design. Connector plate prefix deal nators: 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce•resisting 4' 1' T 2-03-0 T 4' T T system and components and cladding criteria. 14-00 14-00 Wind: 140 mphh=23.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 T T T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=l,6 6.00 5 M-3X8$ ; o Q 6.00 TrusseTrssdesignedfesindforeorwindsnd loadsy, M 4x6 / ds ' I - M 4x6 M-5x6(S) n $ a� M-5x6(S) o 0.25" 0.25° °n w.+ . + r, 0 0 f-- oe - 41. . & 1 12 13 14 15 16 , o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 o M-5x6(S) y y y y ,' ). y J, ,/, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: Q,,547 5'<r• PRNp�i9sr WARNINGS: GENERAL NOTES,unless otherwise noted: •T �-9. 44 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end Is for an individual Truss: AH7 end Warnings before construction commences. building component.Appocabisty of design parameters and proper �� E D 1" 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 �,/,r+'"�' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��r. the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywaa(6C). f'qiw!• DATE: 7/11/2014 pa h ro 3.2x Imppaact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until alter all bracing and 4.Designaun of tons is the responsibility of the respective contractor. OREGON SEQ. : 5992792 fasteners are complete and at no time should any loads greater than 5. assumes trusses are to be used In a non-corrosive environment, 9L 4.., t,, it,,, design bads be applied to any component. and are for"dry condition"of use. / .9Y �1 c. TRANS I D: 403334 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 Q 1 t1 2 , fabrication,handling,shipment and installation of components. necessary. �i FI ry'��V S' 6.This design Is furnished subject to the Imitations set forth 7.Design assumes b el adequateadoboth drainage is provided.,and 'Y/r 1l '11'111011 VIII VIII 11111111111111111111 III(1111 VIII IIII IIII g 1 by 9.Plates shall be located on faces of truss, plead so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MiTek USA,InciCOmpuTfu9 Software 7.6.6(1 L)-E 90.Forrits basia connector plcate size of ate desigate In n values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2.12=(•1078 2619 12- 3= 0 291 BC: 2x4 KDDF 816BTR SPACED 24.0' 0.C. 2- 3= -3057) 1363 12-13=(•1078 2616 3-13= -534 318 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 1206 15-16=(•1130 2616 14- 6. 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -2136 1206 16.10=(-1128 2619 6.15= -539) 250 TOTAL LOAD = 42.0 PSF 7. 8= 0 0 8-15= -268 708 8- 9= -2492 1286 15- 9=(•534) 318 NOTE: 2x4 BRACING AT 24'0C 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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connector plate prefix designators: 0'- 0.0' -3191 1775V -156/ 158H 5.50" 2.84 KDDF 625 C,CN,C18,C618 (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 ICONO 2• Design checked for net( paf) uplift at 24 '0c soacine.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' 0 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.209' 9 28'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' 9 20'• 0.0" Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'• 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%e AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 'g1 system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 f ( ( f Wind: 140 mphh=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 7-03-04 6-05-04 2-03-0S 4-00-05 4-00-05 /-03.03 6-05.04 7-03-04 '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6 Truss designed for wind loads 14-0014-00 in the plane of the truss only. l' 1 6 7 T 12 M-4x6 M- x8 M-4x6 12 6.00 a M-5x8(S) M-5x8(SS)) 6.00 v 0.25" 0.25" o + m m M 0 8 1 4 f o 12 13 14 15 16 o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, y 1, /, 1, /, /' y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 PR JOB NAME : POLYGON PLAN 5-B NH - AH6 ��` aN�pess� Scale: 0.1547 g R WARNINGS: GENERAL NOTES,unless otherwise noted: ivy' 1! °�'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 an Individual C,). ®•,I'''E and Warnings before construction commences. butitng component.Applicability of design parameters and proper /+•�' Truss: AH 6Incorporation of component Is the responsibility of the building designer. O 2.2x4 compressionnal web brednpI must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced a 3.Additional temporary bracing to Insure stability during construction 2'o.e.and at 10'o.c,respectively unless braced throughout their Iergth by �' DES. BY: B S Is the rsoponsibmly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(9C). ..•°1 DATE: 7/11/2014 the overall ehudure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 �i SEQ. : 5 9927 93 4.No load should be applied to any component until alter as bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L, �1✓ N 4 design loads be tippled to any component. and are for"dry condition"of use. d 14 TRANS I D: 403334 5.CompuTras has no control over and assumes no responsibility for the 8.neneeess assumes WI bearing at all supports shown.Shim or wedge if C� fabdcaeon,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. M /31111-`'O- 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 in I,copies of ch will be furnished upon lines colndde with joint center Ines. 111111111111111111111111 MTch USA,lnc./CompuTlvs/Software 7.6.6(1 L)-E request. 09..Four basicdcoonnecor plate design �es see ESR-1311,EOR-1988(MITep EXPIRES:12/31/2015 11111H101111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15IBCMAX MEMBER 1 FORCES 10-/3DF/Cg0).20 BC: 2x4 KDDF ®1&BTR 1- 3= 0) 42 2.10= -933 2619 13. 3=( 0) 2918 SPACED 24.0" O,C. 2- 30(-3057) 1165 10.11='•933 2818 3.11= -534 388 WEBS: 2x4 KDDF STAND 3- 4= •2492) 1038 11.12=)-896 2433 11- 4= -241) 708 LOADING 4- 5= -2136) 1015 12-13=(-698 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2138 1015 13-140)-957 2616 12- 5= 0) 311 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2492 1038 14- 8=055 2819 5-13= -527 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057 1184 6.13=)-241) 708 8- Sc) 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' •247/ 1775V -155/ 155H 5.50' 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0,0' -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 'pc seacing.l VERTICAL DEFLECTION LIMITS: LL=LI240, 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 = 2.608" 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 = 0.076' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127' 0 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.8, 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 M-4x6 12 6.00 M-3x8 M 4x6 a 6.00 M-5x8(S) "e" M-5x8(S) 0.25".00.000/"."1-' .25" 44144 .4,. 0.25" O rV + g. C`') m dgiiiiiiiiiiiiiik s- o 1� 11 o 10 11 1 T 13 14 ^-s 4a o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, y y ,. y y 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 ��. t° PROpfis WARNINGS: GENERAL NOTES,unless otherwise noted: `-'j / FFF 2 614, 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 'J� Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper / E t 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4101,X+'''' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overallsWdure Is the res nalbi continuous sheathing such as plywood inp(TC)and/or drywall(BC). ,,,.",1110. • 450.1" pro sty 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 trues Is the responsibility of the respective contractor. <ti SEQ. : 5992794 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, �` A_OREGON design loads be applied to any component and are for"dry condition"of use. �l S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes lip bearing at al supports shown.Shim or wedge if /Q '9 y 14 2,0 T fabrication,handling,shipment and Installation of components. necessary. �(' V" 8.Thin design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage la provided. MFp ry 11 V 11011111111111110111111111 by 8.Plates shall be located on both faces of truss,and placed so their center PRO"' 1. TPIANTCA inBCSI,copies of which will be(ions sed upon request Plate coincide joint center lace. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 150.For baDigits sic connector size plate dateesign values see ESR-1311,ESR-1989(WO) EXPIRES:12/31/2015 IIIIIIIIIIML This design prepared from computer input by 111011111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF M18BTR LOAD DURATION INCREASE = 1.150 42 2.14=(-1134 2587 3.14=(-135 235 BC: 2x4 KDDF g16BTR SPACED 24.0' 0.C, 2- 3= -30221 1414 14.15=(-1211 3183 14- 4=(-298) 899 WEBS: 2x4 KDDF STAND 3- 4= -2812 1314 15-18=(-1289 3398 14- 6=(-978 443 LOADING4- 5= 0 0 16.170(•1264 3183 6.15= -32) 304 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( PSF 6- 7= -3285 1508 7-16= -197) 130 7.0) ON TOP CHORD = 32.0 PSF 4- 6= •2455 1238 17.12=(-1187 2587 15- 7= -197) 130 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 7- 8= -3285 1508 16- 8= 32 304 TOTAL LOAD = 42.0 PSF 8.10= -2455 1238 8.17= -976) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10= O 0 10.17= -298) 899 SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11= -2812 1314 17.11= -135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE 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 ERG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS, 16 = MiTek MT series0'- 0.0' -304/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -304/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 ICDND 2 Deainn checked for net gall uplift at 24 "Sc soacinl.l VERTICAL DEFLECTION LIMITS: LL=L/240, TI=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX IL CREEP DEFL = -0.001' @ 0'••10.0' Allowed = 0.111' MAX LL DEFL = 0.273' @ 20'• 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495' 8 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 = 0.148' @ 39'- 8.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 16-00-10 11-11-11 Wind: 140 mph h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 11-11-11 ( All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), t# T 5 -01-08 T 4-07 k2.10-09f 5-01-12 T 5-01-12 12 10-09 oad duration factor=1. 4 07 5-01 OB Truss designed for wind loads 2-03-03 -03-0 in the plane of the truss only. 10-0010-00 s.00 M-4x6 Mx4 M 5x6(0).25" M-ix4 9 M 4x6 Q 6.00 tr )` c M-1.5x4 M-1,5x4 /7 I , C,) c� 0 A- o 14 1a T 1p 17 -�3i o M-3x8 M-3x8 (1.25" 0.25 M-3x8 M-3x8 o M-5x6(S) M-5x6(S) y y ), ). 1' y 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 OPE JOB NAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 fn'<' R 6'1.9 WARNINGS: GENERAL NOTES,unless otherwise noted: , �I 9� 1.Builder and erection contractor should be advised of al General Notes 1.Ibis design is belted only upon the parameters shown and is for an Individual 1C' - �,.ttt"'E Truss: AH4 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bredrg must be instated where shown+. Incorporation of component is the responsibility of the building designer. / ,/"� 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at mpo 2 and at 10'o.c.respectively unless braced throughout their length by /Ow DES. BX: BS is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheatNng(TC)and/or drywal(BC). .-''.�"'"" DATE: 7/11/2014 the overal structure M the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON �i:r 4.No load should be applied to any component until after al bradng and 4.Inatalation of truss Is the responsibility of the respective contractor. 37' b SEQ. : 5992795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, G. �l,91, 20� design loads be applied to any component. and are for"dry condition'of use. © .. 14. p 8.Design assumes bearing at al supports shown.Shim or wedge if fa TRANS ID: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �R� \,- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. 8.This design Is furnished subject to the Initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -. 1111111 VIII IIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies ofM Te USA,lnc C mpuTrus whwch ill 7 6(1 L)E request. ccn�rcenter Ines. Olines Indicate size plate deigvsus ESR-1311,ESR-1088(MITeq EXPIRES:12/31/2015 111111111111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 42 2.13=(-1012 2587 3.13= •136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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 34 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) 1081 15- 7= 35) 304 8- 9=( 0) 0 7.18= -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 18-10= -136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10,0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,CI8,CNl8 (or no prefix) = CompuTrus, Inc 0'- 0.0' -241/ 1775V -111/ 111H 5.50' 2.84 KDDF625 M,M2OHs,M18HS,M16 = Mi Tek MT series 40'- 0.0' -245/ 1775V 0/ OH 5,50' 2,84 KDDF ( 625) ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,001' @ 0'--10.0" Allowed = 0,083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0,088' @ 39'. 6,5' MAX HORIZ. TL DEFL = 0.148' @ 39'- 6,5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.8 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 12 M-5x6(S) M-4x6 12 M-4x6 f- 6,00 p M- x4 6 0"25" M-9x4 8 , Q 6.00 er y M-1"5x3 M-1.5x4 LAI 0 0 °°°°°°°r/\/\ill\ o u al co O co O f-- 13 q,, '( 16 2 o o -IM-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x81 o y y M-5x6(S) (S ) M-5x6(S) y /. 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 1, /, , ,, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 eJ't 3 PN Q �S'S WARNINGS: GENERAL NOTES,unless otherwise noted: ///� '}J(• ?.- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �` ,�{!.,,.t E �9. Truss: BH3 and Warnings before construction commences. buildingcomponent77LL rh coApplicabilityisthe of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is them responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.2'n c. at 1 '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 4p Po ty permanent designer. bracing of continuous sheathing such as plywood Ing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.* ` '�' I� ir 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S E Qbads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - todeet n loads be applied to anycomponent. end are for"dry condition"of use. 1 A TRANS I D: 403334 5.CampuTrus has nocontrol over and assumes no responsibility for the 6.Design assumes Ni bearing at all supports shown.Shim or wedge if <Q '9Y 14 2° fabricatlon,handl/ necessary. /11 t� 0P`E- ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. �Ffl1 I t_'- IIIIII VIII 1101 11111 VIII IIII VIII 1111 Illi 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 TPIMITCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines, MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 0.For basi8.Digits c connecto e size rpplate design values Bea ESR-1311,ESR-1988(MITeld EXPIRES:12/31/2015 MEMMEMMEW IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N168TR; LOAD DURATION INCREASE = 1.15 1- 2=) 0 42 2-13= •1214) 2654 3.13= •13 272 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-3102 1424 13-14. -2120) 5340 13- 4= 309 975 3. 4=)-31431 1441 14.15= -25186278 13. 6=I-2713 1079 BC: 2x4 KDDF S1ANDfl LOADING 4- 5=( 0) 0 15.16= -2516) 6278 6-14= -51) 491 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2798 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= 0 258 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(•5741 2555 18.11= -1204 2886 7.16= -596 200 8- 9=(-2744 1321 18. 8= -11 311 LL = 25 PSF Ground Snow (Pg) 9.10=(•2748 1332 8.17= -3796 1672 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(-3111 1425 17- 9= -913 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0 42 17-18=I -354) 180 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 KDDF625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICQjp 2 Design checked for netf•5 psfl uplift at 24 'oc snecina.l VERTICAL DEFLECTION LIMITS: LL=L/244, TL=L/180 MAX LL DEFL = 0.001' @ 0'--14.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' 8 0'•-10.0' Allowed = 0.111" MAX LL DEFL = 0.536' @ 19'- 6.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.975' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system end components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0S 4-03 -15 7-02-06 5-07-11T 4-07-05 4-07-06 5-07-10 oad duration tactor=1.6 kfTruss designed for wind loads 05 1 in the plane of the trues only. 6-00 12 12 M-4x6 12 6.00 6.00 6.00 1 - 4.0" 9 •hf o M-5x6/ M- x8 M- x8 M-5x164fr3x 0ox4u� vo � o M , i / 1 15 18 17 18 .-aw2 4 o o M-3x8 M-4x12 0.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 J. y =M-8x8(S) y j =M•8x8(S) y J. y J. y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 J, J. 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH243 Scale: 0.1481 ��tG N� s/O� WARNINGS: GENERAL NOTES,unless otherwise noted: ,� 1.Builder and erection contredor should be advised of aA General Notes 1.TNs design is based only upon the parameters shown and Is for an individual ' f1®. E bulldl w nent.A call of ds n arameters end ro r Truss• BH 2 and Warnings berets construction be Inencee. nm on o Applicability on P proper ®/ 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the bulking designer. 3.Additional temporary bracingto Insure siabiA duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY BS is the responsibilityor the oar.Additional permanent rmannt bracingof 2'°C and at 10'c.c.such s ely unless braced throughout their length by „ t Wcontinuous sheathing such es plywood sheathing(TC)and/or drywa8(BC). DATE: ',7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or literal bracing required where shown++ OREGON It 4.No bad should be appted to any component until alter dibredng end 4.Installation of truss Is the responsibility of the respective contractor. 7 SEQ. : '5992797 fasteners ere complete and at no time should any loads greater than 5.Design eseumes trusses ere to be used In a non-corrosive environment, lv VA ZQ'\ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. K 5.CompuTnn hes o control over and assumes no responsibilityresponsibilityfor the 6.Design assumes NO bearing at all supports shownShim or wedge If 14 V� .necessary. 41FR Ft I t-L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design le furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center .. I,copies of ch will be furnished lines e with joint center Ines. I(VIII VIII VIII VIII VIII VIII VIII IIII IIIIMITe SA,Inc./CompuT s)Software 7 6(1L)En request. 10.9.Four basiccoo�connector plate design values see ESR-1311•ESR-1688(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/D0F/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) 768 9.17=(0) 138 2xd KDDF #16BTR 72 2- 3= -6484 1158 12-13=(•2356 12824 12- 4= -390) 2390 BC: 2x6 KDDF #16BTR LOADING 3- 4= -6788 1218 13.14=)-2778 15096 12- 5= •7208 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5= -6064 1108 14.15=)-2778) 15096 5.13= -330) 2050 IC UNIF LL 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0' TO 40'• 0.0" V 5- 6= -13056 2488 15-16=(-2114) 12140 13- 6= -2176) 410 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +DL 20.0)= 20.0 PLF 0'• 0.0' TO 12'- 0.0" V 8. 7= •12140 2210 16.17= -754) 4772 14- 6= -310) 1738 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 50.0 +DL 54.0)= 104 .0 PLF 12'- 0.0' TO 19'- 0.0' V 7. 8= •5222 946 17.10=) •752 4772 -15= •3278 800 BC UNIF LL 0.0 +DL( 20.0)= 20.0 PLF 19'• 0.0" TO 40'• 0.0' V 8. 9=( •5218 952 15- 7= •258) 1390 9.10=) -5482) 926 7.16= -8536) 1596 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0' 10.11=( 0 42 16. 8= -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'• 6.0' 16- 9= •300 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ 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 HOOF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'• 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2oHS,M18HS,M16 = MiTek MT series net(-5 ICOND. 2: Design checked for pot) uplift at 24 'oc spacing.' ,,_ ( 2 ) complete trusses required. ( D 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 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000' @ 0'-•10.0" Allowed = 0.083' LOAD(S) EQUALLY TO ALL MEMBERS. # 9' oc in 2 rows( throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'••10.0" Allowed = 0.111" 9' oc in 2 rows throughout 2x6 bottom chords, MAX LL DEFL = 0.401' @ 19'• 6.0' Allowed = 1.954' + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0.000' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000. 8 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D.tr), 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 '( in the plane of the truss only. f3-00-122-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 6.00 1; .- 6.00 p M-4x6 Q 6.00 4.0" 8 f( o M-5x6 M-31(10 M-3s 10 M-5x1643xod � M 3x6 CV v ��4 MOO 12 i1 -r 14 'f ie 16 17 - .1 o o M-3x8 M-5x12 .25" M-3x6 0.25' M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) , 841# 11384# 1. 1- /' y y y y /' /, /, 9-9 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 ).1 JOB NAME :°-FAOLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.14810-10 �St tGpNF `S�©A� WARNINGS: GENERAL NOTES,unless otherwise noted: 1. 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 en individual '9 Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper ��, M Er " 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. .r f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibility building designer. continuous bridging required where shown 461110.* /rola. . the overall structure Is the res ^sill of the 3.2x Impact bridging or lateral bracing where shown++ 4 CC /� 41 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. a-OREGON S E Q re are complete and at no Imo should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L "y Ito k TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. .9�,. 20 j 5.CompuTrus has no control over and assumes no responsibility for the 8.Design sesames fug bearing at all supports shown.Shim or wedge if Q 14 ��, fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. MER R'L\-. Ii.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII IIII VIII IIII(IIITPIM/TCA in BCSI,copies of which will be furnished upon request lines coincide withiJoint caller Anes. 9.Digits indicate size of plate In Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4',KDDF M16BTR LOAD DURATION INCREASE = 1.15 1. 2= 0 42 2.15=(-1678 3991 15- 3=(•353) 977 12.23=(0) 242 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2- 3= -4625 1974 15.16=1.1549 3653 3.16=(•721) 416 WEBS: 2x4'KDDF STAND 3. 4= -3338 1493 16.17= -1176 2930 16- 4=( 19) 289 LOADING 4- 5= -2840) 1382 17.18= -1056) 2757 4.17=(-519) 279 IC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0) 0 19.20=� 0 0 17. 5=(-400 989 BC LATERAL'SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7= -2481) 1295 18.20= -1045 2776 17- 7=(•640I 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'OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9-11= -2288 1229 22.23=(•1136 2635 20- 8= -685) 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 IRC 2012 NOT BEING MET. 12.13= -3077) 1361 9-22= -710 315 OVERHANGS: 10.0' 10.0' 13.14= 0) 42 11-22= •284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12= -385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M18 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES 0'• 0.0' -30B/ 1775V -133/ 133H 5.50' 2.84 KDDF 625 40'- 0.0' -309/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 ICOND 2' Desigg checked for net(-5 pet) uplift at 24 hoc spacinpJ VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 0'--10,0" Allowed = 0.111' MAX LL DEFL = 0.260' @ 16'- 6.2' Allowed = 1.954' 0 01-05 MAX TL CREEP DEFL = -0.466' @ 16'- 8.2' 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' 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL= •0,122' @ 39'- 8,5' 2-09 4-05-12 4-05-12 05-04 6-01-0421703-0p6-03-04 MAX HORIZ. TL DEFL = 0.168' @ 39'• 8.5' T f f -03-03- f 13-04-13 5-05-04 k DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. ( I Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M 4x65 M-$x4 Mx8 M-3X4 10 M-4X6 Q 6,00 Wind: 140 mphh=22.7ft, TCOL=4,2,BCDL=6,0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 v inthe plane of M-3x4 p-3X4 Truss ded fhetruss or wind loads %M-4x43 4x a o a o M 3x8 `� M 3x8 m0 ,-u� 9� v 15 18 17 18•• .._ 440 o. o o M-5x8 M-3x4 M-3x8 M-dX6 20 0.2�a M 9x8 M 1?5x4 0 o' o M-3x4+ M-4x10 M-3x42.75 1.89 12 M-5x6(S) 12 09.1a� . , y 3-091, - T y y y y y , 2-05-0, 4-05-12 4-07-08 1,,08-02 6-03-06 6-01-04 5-05-04 6-01-08 y y ,, 0-1y0 2-05-08 11-11 ,2-00 23-07-08 0y10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 c�'s�` �GpNE ssi WARNINGS: GENERAL NOTES,unless otherwise noted: if? ��t -}Y 1.Builder and enation contractor should be advised of se General Notes 1.This design Is based only upon the parometera shown and Is for en Individual t); 81® E r- and Warnings before construction commences. baling component Applicability of design parameters and proper Truss AH 5 C Incorporation of component la the responsibility of the bulking designer.2.b[4 compression empo web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during constructionp'o.c.and al 10'oto.respectively unless braced throughout their IsrrgqMth�by ®, ' DES. 8Y: BS la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathMg(TC)and/or drywab(BC). /'"'�"' _ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ '4 �4C" SEQ. : 5 9927 99 4.No load should be applied to any component until after all bredng and 4.Instatiatlon of truss Is the roaponsibmly of the respective contractor. OREGON p, tti fasteners are complete and at no lime should any bade greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,, �{_ design beds be applied to any component. and are for"dry condWon"of use. 6"k 14 'a T TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 8.DBBIan assumes rut bearing m ab support shown.skim or wedge R �j 0p necessary.ass $1:1 I l M fabrication,handbag,shipment and Installation of components. 7.Design assumes adequate drainage la provided. �-' 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPUVYTCA in SCSI,copies of which will be famished upon requestgit edndawith joint center Ines. 9,Digitssindicate size ofplate in Inches. s. MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31R015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0 42 2.13=(-1439) 3991 13- 3= -298 977 9.20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2. 30( 4625) 1712 13.14=(- 1329) 3653 3-14= -721) 386 20-10=(-387 302 WEBS: 2x4 KDDF STAND 3- 4= -3338 1292 14-15=(-1028) 2930 14- 4= 14 289 10-21= 0) 242 LOADING 4- 5= -2840 1155 15.165( •815) 2757 4-15= •519 342 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= •2481 1098 17.18= 0) 0 15- 5= -337) 969 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(.2785 1177 16.18=I _812) 2776 15- 6= -640 244 TOTAL LOAD = 42.0 PSF 7. 8= -2797 1159 18.19= 802) 2727 6.16= -161) 492 B- 9=(-2288 1038 19.20=111 •834 2794 16. 75 -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=(-30T7 1172 21.11= -970) 2638 7.19= 55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=) 0 42 19- 8= 0I 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.20= -710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -242/ 1775V -133/ 133H 5.50' 2.84 KDDF ('625) M,M2OHS,M18HS,M16 = M>Tek MT series 40'- 0.0' -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 jsf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'•-10.0' Allowed = 0.063' MAX TL CREEP DEFL = •0.001" @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = 0.232' @ 18'- 6.2' Allowed = 1.954" MAX TL CREEP DEFL = -0.466' @ 16'- 6.2" Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188' @ 39'• 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T Design conforms to main windforce•resisting 2-09 4-05-12 4-08-15 E�--01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 -05-0 Wind: 140 mphh=22.2ft, TCDL=4,2,BCDL=6,0, ASCE 7.10 6.0017 M-4x65 M-4X6 Heights), Enclosed, Cat.2, Exp.B, MWFRS(D� 12r), M-ix4 M- X8 M-1x4 Q 6.00 (Alload duration factor=1.6 Truss designed for wind loads intheplane ofthetrussonly. M-3x4 o a M-3x4 fO %M-4x4 3 c'ho M-3x8 "1111IIII t,o ` 1 �- 116 _T +�20001M-5x8 M 3X4 M-3x8 17 18oo 0,2519 M-3x8 M-1.5x4 M-3x8 o M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ - 2.75 1.89 12 , ,,12 y 42-09-121 y , y y y y -05-011 4-05-12 4-07-08 9 1708-0 6- 03-06 6-01-04 5-05-04 6-01-08 y y 0-10 2-05-08 11-11 ,2-00 23-07-08 0-10 1 Y y 14-04-08 25-07-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C 3rale: 0,1499 Ai-op PR N x�UM 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 4 C. ,rS�a a E '31- Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 7LGG 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 bottom chords to be laterally braced at � ,diDES. BY;: B S la the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure la the responsibility g g continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). ,-,/",,ar. • DATE: 7/11/2014 ponsibiA of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,81 Cr 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. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, �L �(! design loads be applied to any component and are for"dry condition"of use. 1 TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6•Design assumes fuA bearing at all supports shown.Shim or wedge If �O '4b 14 2� .4 fabdcadon,handling,shipment and Installation of components. necessary. A- 15' e.This design Is furnished subject to the Imitations set forth e7.PlatesDesigassumes adequateatedon odthi face Is buss,e. M�'�t-�I L�,- V 1111111111111111111111 by8.lines c shall be located both togas of tress,and placed so their collier rt. TPIINlTCA In BCS(,copies of which will be furnished upon request. lines colndde with Joint center Ines. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 0.For baigits siciconnete ctorpla ete In design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IL IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0 42 2-17. -142713488 17- 3°) -209 663 BC: 2x4 KDDF #16BTR SPACED 24.0' 0.C. 2- 3.(-4158 1779 17-18. -1282 3045 17- 0( -186 353 WEBS: 2x4'KDDF STAND 3- 4='-3725 1660 18-19= •1439 3656 4.18=' •191 182 LOADING 4- 5=(-3215 1467 20.21= 0 0 18- 5°) -402 1134 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=( 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 388 8.19= -85 46 8- 9= -4282 1838 23.15= -1108) 2440 19- 9. •253) 598 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL= 25 PSF Ground Snow (Pg) 9.10= •4019 1727 21- 9= -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11= -3994) 1670 21.10= -192 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=)-2515 1227 10.22= -310) 20 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13= 0 0 22.11- 80 536 OVERHANGS: 10.0' 10.0' 13.14=(-2863 1308 11.23= -1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908 1337 13.23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = NiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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(-5 nsf) uplift at 24 'oc soacinc.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'-•10.0' Allowed = 0.083' 9-11-119-11-11 MAX TL CREEP DEFL = -0.001' @ 0'-•10.0' Allowed = 0.111' 20-00-10MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' ' MAX TL CREEP DEFL = -0.712. 9 21'- 6.8' Allowed = 2.608' 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' 1 �(( ( 1 MAX TL CREEP DEFL = •0.001' @ 40'• 10.0' Allowed = 0.111' 2-01-12 �2-10-04� 0-0805 2-01-12 5-04 -05 -03-03 3.10-08 MAX HORIZ. LL DEFL = •0,131• @ 39'- 6.5' 1 T �r T MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5' '1' 8-00 1 1' 8-00 T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-5x6(S) 12 Design conforms to main windforce-resisting 6.00 -3x4 M 3x4 12 Q 6.00 system and components and cladding criteria. M-5x6 =M 4x4 M-4x6 r/ 7 M-tA5x4 Ot.a 5' it Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 ) P. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir , M-3X4 IA-1.5x4 load duration factor=l.8 0 4 + Truss designed for wind loads ,n M 1.5x43/ ^ in the plane of the truss only. o N c" M-3x8 c c o c 1 „`=Ar 18 MM,� 4461111623 1 6 0 . , o M-5x10 M-3x8 M-6x1021 0.25' M-3x8 M-3x8 0 M-3x4+ M-3x4+ M-4x12 - 2.75 1.89- M-5x8(S) 12 12 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y y � y y 0-10 2-00 11-11 y2-00 24-01 0-10 13-11 26-01 0-10 40-00 0-10 PR JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 `�� GiNE /0 WARNINGS: GENERAL NOTES,unless otherwise noted: d ` 'r 1.Builder and erection contractor should be advised ofd General Notes 1.Thle design Is based only upon the parameter shown and Is for an Individual 4 '-�2I/1 E 1 '- Truss: AH3 and Warnings before construction commences. building component.Appacadaty of design perimeter and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibilty of the building designer. 4111r/Or 3.Additional temporarybracingto Insure stability dodo construction 2.Design assumes the top and bottom chords to be laterally braced at 0 2'o.c.and at 10'ea.respectively unless braced throughout their length by d,/ DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , PIPIP ., DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC OREGON (!J 4.No bed should be applied to any component until alter at bracing and 4.Installation of truss la the responsibility of the respective contractor. -fy SEQ. : 5992801 fastener aro complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non�masive environment G 4 N to 4 design loads be applied to any component. and aro for"dry condition"of use. 1' 14. Q' TRANS I D: 403334 5.Compu7nr hes no control over and assumes no responsibility for the 8.Design assumes fol beading at all supports shown.Shim or wedge If l necessary. ,MFR.R.it^k- fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of tons,and placed so their center 11111111111111111111111111111111111111111 IT 'nwhich request. Me SAlna/COmpuT s Software 7.6,6(1L)-2 fnjoint indicate inches. 10. plate design values see ESR-1311,ESR-1988(MITeq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 42 2.15=(-1287 3488 15. 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2- 3= -4158 1554 15-16= -1096 3045 15- " •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 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245 4109 16- 6= -1196) 451 BC LATERAL SUPPORT <= 12"0C. 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=(-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 desiQnators: 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 M series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -235/ 1775V -89/ 890 5.50" 2.84 KDDF ( 625) JT 13: Heei to plate corner = 2.00' 40'• 0.0' -236/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 101111.3.;_11.8.81.90_113.8Q.118. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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 19N AT TIME OF MANUFACTURE. I I I ng 2-01-1 3-01-07 3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 Design conforms neto main andwcladding criteria k k system and components cladding criteria. 208-081 /2-08-051 2-01-1L 12 Wind: 1404mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 M-3x4 M-5x6(S) load Heghts), Enclosed, Cet.2, Exp.B, MWFRS(D>r), M-5x6 M-4x6 Q 6.00 load duration factor=1,6, 6.00 5 M- x4 M-115x4 B 0,p5w =M-140x4 1 Truss designed for wind loads M-3x4 B )' ain the plane of the truss only. 4 M-1,5x4 4 M-1.5x4 t 2 `� o o M 3x8 �� t. o i 0 o. c� o I 15 M-5x10 16 1718 9 Alli\Aill6„... .T� 41.;) 0 o M-3x4+ M-3x8 M-60 19 0.250 21 _1 M-3x4+ M-3x8 M-3x8 0 1.89 - M-4x12 M-5x8(S) a 2.75 12 12 y y 1 y )' y )' i' J y2-00> 5-06-12 6-04-04 1 y00-12> 9-03-04 8-02-04 7-06-12 y y 0-1 2-00 11-11 y2-00 24-01 Oy 10 y l 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 �.ac9 PRo 6- Scale: 0.1550 c'" - GINE Sr WARNINGS: GENERAL NOTES,unless otherwise noted: f 2' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 4..e. •r{(/2 •f O 1•• Truss: AH 2 and Warnings before construction commence. building component.Applicability of design parameters and proper 77 LL 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at � DES. BY: BS is the responsibility of the erector.Additional permanent bracing of T c.c.and at 10'o.c.respectively unless braced throughout their length by o/11r. DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywoot when C)and/or drywall) C). /+nae.,. " the overall structure Is the of the 3.2x Impact bridging or lateral bredn required where shown++ �- 4.No bad should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. pL OREGON ((7 loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, p design loads be applied to any component, and are for"dry condition"of use. / .1k 20� p•�. TRANS' I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumesfullbearing at all supports shown.Shim or wedge if Q 14, fabrication,handing,shipment and Installation of components. necessary. adequateprovided. �4,7 RI lil �� 8.This design Is furnished subject to the Imitations set forth by B.Designlaicshall assumes e loated bdrainage sl of truss, nd placed so their center '✓/ IIIIII VIII VIII VIII IIID VIII VIII IIII IIIITP9WTCA In BCS(,copiesof which wit be furnished upon requestlines c nciawithizJoint centerr Ices. Di 8,Digits Indicate elza of plate In Inch .MiTek USA,Ina/CompuTrus Software 7.8.8(1 L)-Z 10.For basic connector plate design value see ESR-1311,ESR-1988(MiTep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00.00 HIP SETBACK 8-00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=0052 8834 14- 3=1 -652) 2126 10-20=(-562) 1884 2x6 KDDF 141&BTR T2, T3 2- 3= -10036) 3504 14.15= •2800 8048 3.15= -842 308 20-11.(-288) 728 BC: 2x6 KDDF #16BTR LOADING 3- 4= •7926 2942 15.18= -4330 11250 15- 4= -860 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5= •7068 2654 16-17= -5512 14076 15- 5= -4662 1980 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'• 0.0' TO 6'- 0.0' V 5- 6= •11444 4480 17.18= -5048 12796 5-16= •398 1412 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL ( 28.0`= 128.0 PLF 6'- 0.0' TO 34'- 0.0' V 8- 7.(-14240 5666 18-19= -5020 12570 18. 8= -2954 1272 BC LATERAL SUPPORT <= 12'OC. UON, TC UNIF LL 50.0)+DL 14.0))= 84.0 PLF 34'- 0.0' TO 40'- 0.0' V 7. 8=(-12464 5012 19.20= -4110 10414 6.17= -414 1192 BC UNIF LL 0.0)+DL 40.0 = 40.0 PLF 0'- 0.0' TO 40'- 0.0' V 8- 9= -11704) 4500 20.12= -1888 5362 17- 7= -946 2576 9-10= 5842 2162 18- 7= -2594 1180 NOT : 2xALLEFLAT4TOPACHORDBRCINGAAREAS NOTO OSHEATHED TC CONC LL(( 250.0T 24'0C UN. FOR TC CONC LL )+DL) 70,0)= 320 .0 LBS @ 34'. 0.0' 11.12= -6230 2234 18.19= -1142 820 12.13=) 0) 42 19- 9=( -392 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(•4962 2222 OVERHANGS: 10.0' 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector,plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SG,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' •1152/ 3391V -65/ 65H 5.50' 5.43 KDDF ( 625) M,M20HS,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 ICONO 2 Design checked for net( psf)�plift at 24 'oc spacing.] 9' oc in 1 row sl throughout 2x4 top chords, 9' oc in 2 rows 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 row s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'••10.0' Allowed = 0.111' MAX LL DEFL = 0.565' @ 16'- 4.5' Allowed = 1.954' + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074' @ 18'- 4.5' Allowed = 2.606' MAX LL DEFL = 0.000' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.000' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.220' @ 39'- 8.5' 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), Enduration torsed, Cat,2, Exp,B, MWFRS(Dir), 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 2-10-15 3-00-12 in the plane of the truss only. ' T 320# T T ' T T 320# 12 12 6.00 M-7x8(S) M-5x6 M-4x10 (�) M-3x10 ' 6.00 M-ix8 =M-4x4=M-1x4 (45 9 0 %M-4x4 r II k M-1.5x4 Nisolit 07 X01, to o M 3x10 `:i_-_�16 liP �� .__,3 v f c c 1r 14 1517 s9 20 o 0 o M-6x8 M-4x10 =M-4x4 =M-10x10 18 0.25' M-4x10 M-3x8 0 M-3x4+ M18HS-7x14 M-3x4+ a 2.75 M-3x4+ =M-8x8(S) M-3x4+ 12 2.75 0 ,p 2-11-04y y 12 ,, J, y ), y ,, , -05-oft 4-06-12 4-05 (,2-00(, 9-02-04 9-00-08 5-04-12 , y Oy 1p 2-05-08 11-11 2-00 23-07-08 y-1p 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 ��`��`�3IN , Scale: 0.1548 WARNINGS: GENERAL NOTES,unless otherwise noted: `�I� �� 'L"9, 1.Builder and erection contractor should be advised of all General Notes 1.N.design is based only upon the parameters shown and is for an Individual ®e E t' and Warnings before construction commences. bunking component.Applicability of design parameters and proper Truss: AH 1Incorporation of component Is the responsibility of the bulking designer. 2.204 compression web bredng must be Installed where shown+, 2 Design assumes the top and bosom chords to be laterally braced at - - _ 3.Additional temporary bracing to Insure stability during construction 2'0.c.and at 10'o.c.respectively unlace braced throughout their length by ,a/ DES. BY: BS is the responsibility of the erector.Addmonal permanent bracing of continuous sheathing such as plywood sheatNng(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 bredng required where shown++ 4 t`�' SEQ. : 5 992803 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. A_OREGON to 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, 9_ 4� 01ha�{", design bads be applied to any component and are for"dry condition"of use. d .. r 14. Z T TRANS I D: 403334 5.CompuTrus has no antra over end assumes no responsibility for the e.nn Design assumes sill hearing at tie supports shown.Shim or wedge If t�[i !�Y'` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided.ecessary. 4 R A(L`"V I' Ip' S.This design Is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII 1111 1111 MTITpINWCA e SA'nBCSI,copies of which will be furnished upon lnc/CompuTrus Software 7.6.6(10-E request. 1joint center Ines. 0.For basicc connlines coincide ed rofplaate design values see ESR-1311,ESR-1988(MITek) EI�� EXPIRES:12/31/2015 111E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 6.0' ICOND. 2: Design Checked for net(-5 9sfl uplift at 24 'oc spacing.' TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N166TA SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED Ws AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF Connector TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph hts) Enc TCDL=4.2,BCDL=8.0, ASCE 7.10 M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load Heights), Enclosed, Cat.2, Exp.B, MWFRS(D�r), 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 typical at stud verticals. Peter to CompuTrus gable end detail for 4-09 4-09 complete specifications. 12 12 6.00 Q 6.00 I I M-4x4 3 I I O cd cry 4 o� co _ o 0 1 / //////////////////////////////////////////////////////////////////////// o M-3x4 M-3x4 0-10 9-06 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 '�IGINEFFOnn WARNINGS: GENERAL NOTES,unless otherwise noted: (/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 47 ;ION* e, E �1:- Truss: ,. Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters end proper 7000 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 stabilty during construction 2.Dc c. at assumes the top and bosom a be braced e[ /� /' DES. BY: BS is the responsibility of the erector.Additional2'o n.and at 10'o.c.respectively unless braced throughout their length)by � , permanent bracing of continuous sheathingidging such as plywood s and/or drywallC. F/', DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ Sr'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 E Q rre complete and at no time should any loath greater than 5.Design assumes trusses are to be used In a non-corrosive environment, pL V a IQ 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 6.Design assumes full bearing at all supports shown.Shim or wedge If ,Q "y 14, 20 �4 fabrication,handling,shipment and installation on of necessary. 0 T Design assumes adequate drainage Is provided. 411:1R'�,,, e.This design Is furnished subject to the Irritations set forth by 8,Plates shell be located on both feces of truss,end placed so their center (IIIIII VIII VIII VIII VIII VIII IIID IIII IIII TPI/WTCA In BCSI,copies of which win be furnished upon request. Digits lines coincide with joint center Anes. 1 MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 0.For basic loconnectosize rplf ate dee sign values see ESR-131 1,ESR-1988(MITeld EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=1.2521 1166 3- 7=(•283) 205 BC: 2x4 KDDF #16BTR SPACED 24,0' 0.C. 2- 3=(-1392 328 7- 8= -95 772 7. 4= -101))) 448 1) WEBS: 2x4 KDDF STAND 3- 4=(.1216 328 8- 8= -246 1169 4- 8= -101 450 LOADING 4. 5=(-1218) 339 8- 5= •287 206 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50' 1.54 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 825) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = rue, Inc ICONO 2 Desipg checked for net(�pan uslift atspacinc.l M,M20HS,M18HS,M16 = MiTek M series ries BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10,0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'••10.0' Allowed = 0.111' MAX LL DEFL = -0.037' @ 13'- 5.8' Allowed = 0.979' MAX TL CREEP DEFL = -0.075' @ 13'- 5.8' Allowed = 1.306' MAX HORIZ. LL DEFL = 0.016' @ 20'• 0.5' MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce•resisting system and components and cladding criteria. T 5-03-14 l' 4-11-02 T 4-11-02 1 5-03-14 1' Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All12 Heights), Enclosed Cat.2, Exp.s, MWFRS(Dir), 12 M-4x6 .. 6,00 oad duration tactor=1.t) 6.00 Truss designed for wind loads ' 4 4.0" in the plane of the truss only. ,}-71',}-71'h ' IP M-1.5x4. M-1.5x4 r' r ` '' 0 an' t7 0 0 o StA1 f O ] a **6 ��lv i C M-3x4 0.25" M-3x4 M-3x4 O M-5x6(S) y y y y 7-00-03 6-05-11 7-00-03 y J• 0-10 20-06 pe JOB NAME: POLYGON PLAN 5-6 NH - D2Scale: 0.2933 5 � GINE. „ 4., WARNINGS: GENERAL NOTES,unless otherwise noted: 451 e / ,( .9 1.Builder and erection contractor should be advised of as General Notes 1.Tris design Is based only upon the parameters shown and Is for an individual If 0 II"E r- TrussD2 and Warnings before construction commences. buikang component.Applicability of design parameters and proper r ' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility Odle bulkang designer. ;�" 3.Additional temporarybracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'a c.and at 10'o.c.respectively unless braced throughout their length M A/® DES. BY: BS b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � - DATE: 7/11/2014 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherepshown++ -1,1_ OREGON a �C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilityof the res a contractor. 4. SEQ. : 5 992805 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to w used In a non-corrosive environment, 2 �4 design loads be applied to any component and are for"dry full ben"of use. �6 -�' 14_ O, TRANS I D: 403334 5.C us has no control over and assumes no responsibility for the 8'Design assumes full bearing at all supports shown.Shim or wedge If 0 fabrication,handling,shipment and installation of components. 7,Design a umes adequate drainage Is provided. MFRRIL‘- 8.This design N furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center .. with joint 111111111 11111 VIII VIII VIII 11111 NI IIII M Tek USA,lncCA in iCorTIpuTruB Software 7.6.6I,copies of which will be (1 L) -E request ask linesosicconnsin ectorpla etdesrign values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'• 4.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF 81&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=)•127) 422 3-5=(0) 214 2x6 KDDF K1&BTR Ti SPACED 24.0' 0.C. 2.3= 0 0 5.4= -123 424 BC: 2x4 KDDF 1/1&BTR 3-4= •539 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT<= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) 0'• 0.0' 482/ 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 net(-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1.5x4 or equal et non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-vertical membersstgo BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083' ( (. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000' @ 11'- 0.0' Allowed = 0.111' Connector plate prefix designators: MAX TL CREEP DEFL = -0.012' @ 15'- 9.0' Allowed = 0.572" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007' @ 13'• 2.0' Allowed = 0.291" Refer to CompuTrus standard M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003' @ 20'- 0.5' specifications. MAX HORIZ. TL DEFL = 0.005' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 18%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 .1 T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1,6 Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. s- 6.0017' a 6.00 M-4x6- u; 0 0 M-3x4+ "' r> 0 0 SP i 5 - 4 0 M-3x6 y M-1.5x4 M-3x4 J., M-3x6(S) y 11-05-08 y 1- 15-09 4-09 1' 1- 1, 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 scale: 0.29e2 c<t GpNF�1F�S'Sr WARNINGS: GENERAL NOTES,unless otherwise noted: ///� T ��- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter shown and is for an Individual 44r ,�L a, E •3r., Truss: D1 and Warnings before construction commences. building component.Applicability of design parameter and proper 7777 CCCCy ttt 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Aif / 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 drywall(BC). /•..ase . `' ° DATE: 7/11/2014 tiro overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! CC 4.No load should be applied to any component until alter sI bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 59928 06 fastener are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non•corrsNe environment, �L �. Ia o� and are for"d condition"of use. 1 design loads be applied to any component. 8.Design assumes full bearingat all supports TRANS I D: 4 03334 5.CompuTrus has no control over and assumes no responsibility for the g shown.Shim or wedge if i0 h 14 2. P4 fabrication,handling,shipment end Installation of components. necessary. �1' 6.This design Is furnished subject to the Imitations set forth 5,Passumes beel located adequate bothfaces drainage is f prodded. � �'�,.`•' I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 1by 8.Plates shall located on faces of truss,and placed so their center TPINYfCA in SCSI,copies of which will be furnished upon request. Rosa coincide with joint center Anes. 9.Digits Indicate size of plate in Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plata 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'• 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(-4O)4429 5.3=(0) 265 BC: 2x4 KOOF #16BTR 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 <o 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 BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 10.0" 0.0' 0'- 0.0' -96/ 594V -50/ 57H 5.50' 0.95 KDDF 625 LL= 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50' 0.78 KDDF 625 ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICON- 2' Desitin checked for net( osfl uplift at 24 'oc spacing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,1148HS,M16 = MiTek MT seriesVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.026' @ 8'- 6.3' Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075' @ 6'- 6.3' Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006' @ 11'- 2.5' T f fDESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 17 HM-4x4 Q 6.00 Design conforms to main windforce•resisting 4.0" system and components and cladding criteria. 3 Wind: 140 mph h=20.6ftTCDL=4.2,BCOL=8.0, ASCE 7-10 �Aad duration, Enlosed, Cat.2, Exp. , MWFAS(D�r), oad durationfactor=l.Truss designed for wind loads the plane of the trues only. of %IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIkt o 4' 0 - i '11in a ►-� 5 4 ** o M-3x4 M-1.5x4 M-3x4 y Jr 5-10 y 5-10 J, Jr Jr 0-10 11-08 PRope JOB NAME : POLYGON PLAN 5-B NH - E2 Bgale: D.4999 `o,��' a N s4. o WARNINGS: GENERAL NOTES,unless otherwise noted: X45? •, �-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 end Warnings before construction commences. building component Applicability of design parameters and proper Truss E 2incorporation of component Is the reeponsiblty of the bullring designer. / 2.2x4 compression web bredng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.e.and at 10'n c.respectively unless braced throughout their length W /,,��' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dry 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++ ea Ir SEQ. : 5 992807 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. A_OREGON pi fasten s are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ... 'V' y °Nb` +'`. design beds be applied to any component. and ore for"dry condition"of use. O 14 2. `�' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lug bearing at al supports shown.Shim or wedge if 12.1 fabrication,handling,shipment and installation of components. necessary. ,�'R A V �Po 7.Design assumes adequate drainage is provided. `*7r7 �..�'• 6.This design is furnished subject to the Initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center In SCSI,copies of lines ndde with joint center lines. Swhich request aIrf tte in IIIIIIIIIIIIIII IIIIIIIIIIII MTek UA,mnc.CompuTrus Software 7.6.6(1L)-E 10.For b8.Digitsaconnecoplae design values see ESR-1311,ESR-1988(MiTep EXPIRES:12/31/2015 111E O 1 ii iui This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'• 8.0' 'COND. 2: Design checked for net(-5 gaff uplift at 24 'oc spacing.' TC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and claddingcriteria. Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P P Q TOTAL LOAD = 42.0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph hts) Et, TCDL=4.2,BCDL=8.0, ASCE 7-10 M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFAS(Dir), load duration factor=1,8 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical uTrus gcal Refer to at stud verticals. ab5-1 0 5-10 complete specifications. ,i endd detail for T T 12 12 6.0017 HM-4x4 Q6.00 3 Cr) I I 0 m c c%) CO 2 o, 4 to — �o s—r. /.-- 1 --/2 _ — — �o //////////////////////////////////////////////////////////////////////////////////////7/77/7 a M-3x4 M-3x4 y y 0-10 11-08 y 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 'Z''<, Ore Cl WARNINGS: GENERAL NOTES,unless otherwise noted: / '9 0. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual l'. �iy', �. Truss: El and Warnings before construction commences. building component.Appscabllity of design parameters and proper 2.254 compresalon 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 ,r'J DES. BY: BS !sure responsibility of the erector.Additional permanent bracing of continuous o.c.and at 10'o.c.respectively unless braced throughout their length by rte„ DATE: 7/11/2014 po ay lir the buildm desi ser. 2uImpctsheathingdgingor such as plywood required In ere shown and/or drywall C. the overall structure is the responsibility j /'�'�. g g 3.251mpact bridging lateral bradng where shown++ 4.No bad should be appsad to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON t�" SEQ. :: 5992808 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �I— 'I a �1/ design loads be applied to any component and are for"dry condition"of use. '� • TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /Q '9Y 1 4 2.°{�1�� ry. fabrication,handling,shipment and installation of components. 7.e68esa assumesn adequateprovided. M�R R)lL\ l s 8.This design is furnished subject to the Irritations set forth by O.Plates shall be located onboth i fecess of truss,and placed so their center IIIIII VIII VIII VIII VIII IIID VIII IIII IIIIPIANTCA in BCSI,copies of which will be furnished upon MTITa USA,lnG/CO puT s Software 7.6.6(1 L)E request. 9.For basic coon ector plate desrign values see ESR-1311,ESR-leans(MITeW EXPIRES:12/31/2015 IIIIIIIIHill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF s1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(.125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF @1&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow Pg) TC LATERAL SUPPORT <= 12.00. UON. TC UNIF LL( 50.0)+OL( 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'OC. UON. BC UNIF LL( 231.2 +DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -304/ 1451V -411 104H 5.50' 2.32 KDDF 625 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -302/ 1384V 0/ OH 5.50' 2.21 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. (GOND 2 Design checked for netl•5 soil uplift atsoacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. • See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4" Allowed = 0.323' C,CN,C18,CN18 (or no prefix) = CompuTrua, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 3 T 2 MAX HORIZ. LL DEFL = 0.000' @ 5'• 8.2' MAX HORIZ. TL DEFL = 0.000" @ 5'• 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 l .. NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x4 system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.8 Truss designed for wind loads in the plane of the truss only. co 0 4 0 to i o/- -ii** I of DEMI M-5x16 M-3x10 y 1. J, 5-08-04 0-03-12 6-00 PRo JOB NAME: POLYGON PLAN 5-B NH - F1 -GIRD Scale: D.5462 �o, Feo ��' AGN S'/p WARNINGS: GENERAL NOTES,unless otherwise noted: i.?, . ll "17 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Lt' ,42.11..1 E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Fl -GIRD Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'0.c.respectively unless braced throughout their lenng{�th by irk DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(SC). , 0,4sw' DATE: 7/11/2014 the overall sbudure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ (JRE�.1ON �Cr SEQ. : 5 992809 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �4. • 2 '1�S''� design loads be appied to any component and are for"dry condition"of use. 16 _�3' 14 O p TRANS I D: 403334 5.Compuladrus has no centro over and assumes no rsspomidiy far the O.Design assumes roti beading n ai support shown.Shim or wedge If4.1 el fabrication,handling,shipment and installation of components. Decide; assmy.umes adequatep p 8.This design Is furnished subject to the imitations set forth by 8.Platesnshall be located nboth facescf truss,and placed so their center s RI �� e 111111 VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,lnc.I/WTCA in SCSICompuTrus,copies of whwch ill 77.6.6(1 L)En request. For� donth joint center Ines. uaIczoopads� ctrplteeiign values see EBR-1311,ESR-1888(MiTek) EXPIRES:12/31l2015 IIIIIIIIII 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 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=)•125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF #16BTR 2.3= 10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0 +DL 14.0). 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL) 120.8)+DL) 102.2)= 223.0 PLF 0'• 0.0' TO 8'• 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50' 1.41 KDDF 625 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' •175/ 841V 0/ OH 5.50' 1.35 KDDF ) 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have'1.5' max. nail penetration. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.) ** For hangers acs. - See approved lens BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0 g. p pp p 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,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'• 8.2' T '( ,' MAX HORIZ. TL DEFL = 0.000' @ 5'. 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 i .. NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 3 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 A (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 0 4 0 cn • o ISAIIMIll -/ 4 M-5x16 M-3x10 ** 5-08-04 0-03-12 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 N. 'Yc\to PR Q N p�sS�O WARNINGS: GENERAL NOTES,unless otherwise noted: / •T �" 1.Builder and erection contredor should be advised of all General Notes 1.T e design is based only upon the parameters shown and is for en Ind vldual 4� .7 1{,0 S E 7r Truss: F2-GIRD and Warnings before construction commences, building component.Applicability of design parameters and proper 77 LLLL� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the bulling designer. 411P 2.Design assumes the top and bottom chords to be iaterel braced g +r.^' 3.Additional temporary bracing to insure stability during constructionly at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'os,respectively unless braced throughout their le by the overall structure la the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(7C)and/or drywal C). },/".� ✓ DATE: 7/11/2014 po p g 3.2x Impact bridging or lateral bracing required where shown++ + It 4.No bad should be applied to any component until alter at bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992810 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, q` D �/ design loads be applied to any component. and are for"dry condition"of use. 01 '� 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 2. `�" fabrication,handling,shipment and Installation of components. necessary. itis Q^ 6.This design is famished subject to the Initatlons set forth T.Design assumes adequate drainage Is provided. '�/�.'n A)�� 111111111111111111111 1 by 8,Plates shall a with Join on both feces of truss,and placed so their center n TPI/WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center Anes. 9.Digits indicate size of plate in Inches. MiTek USA,lnc./CORIpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9' ICORD 2 Design checked far net( psi)�ptift et 24 "oc soacinc.l TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. NOT EXCEED 19fs AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, C,CN,C18;CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, lat.2, Exp.B, MWFRS(Dir), M,M2OHS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) oad duration factor=1.6 Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. '1 1' 1' 1212 6.00 17 Q 6.00 IiM-4x4 3 I I N. 0 cc 0 N 4 M C., -1 0 O 4 4 _ y 0 f 0 1 / ////////////////////////////////////////////////////////////////// 0 M-3x4 M-3x4 J, y J, 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 Sale: 0.6079 �CJ��' GNE % WARNINGS: GENERAL NOTES,unless otherwise noted: i4 I A-; G1 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and la for an Individual7•2011 E r Truss: G 1 and Warnings before construction commences. building component.Appecahiety of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the reeponsibliy of the bulking designer. ,/' 3.AddNional temporary bracing to Insure stability during construction 2.2'n c. assumes the top and velybottchords to be throughout braced a DES. BY BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l",,,•, 0.1�p pomi continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 7/11/2014 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON cri SEQ. : 5992811 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. A_ fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �1- "'fr 2 1�y'/ design loads be applied to any and ere ler"dry condition"of use. <0 -'9 14 ° T TRANS I D: 403334 5.CompuTrus has no control over andcomponentassumes no responsibility for the 8.Design assumes full bearing at al supports shown.Shim or wedge if 0P fabdca5on,handing,shipment and Insteteson of components. necessary. ;' 4�,R'�X„ 7.Design assumes adequate drainage is provided. eq N.This design Is furnished subject to the irritations set forth by m.Plates shall be located on both faces of truss,and placed so their center .... riffCA In SCSI,copies of ch will be furnished upon ins*coincide with Joint center Ines. 1111111111111111111111111111 MTeI USA,Inc./CompuTrus 150ftware 7.6.6(1 L)E request 0.Four basts ic connector platete in design�values see ESR-1311,ESR-1888(MITek) XPIRES:12/31/2015 11111111This 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;)(ODF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 WOOF #1&BTR SPACED 24.0' O.C. 2-3=(-63) 29 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OL 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 1625) 5'- 0.2' 0/ 64V 0/ OH 5.50' 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50' 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'on 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 = 0.005" @ •1'- 2.2' Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005' @ -1'- 2.2' Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037' @ 3'- 2.1' Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046' @ 3'- 0.0' Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000' @ 5'• 2.2' 12 MAX HORIZ, TL DEFL = -0.000' @ 5'- 2.2' 4.00 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, in (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), • load duration factor=1.8 o Truss designed for wind loads o in the plane of the truss only. c1 M-3x4 ill , / - - s- - - 0 2 4>� y )' i' 1-02-04 (PROVIDE FULL BEARING;Jts:2.4.31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 451 Ope hi PR E Aftt9 WARNINGS: GENERAL NOTES,unless otherwise noted: "7-. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual/ t 02;, E r- Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. jiiii�. 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'c.c.end at 10'c.c.respectively unless braced throughout their length by po ty permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywan(SC). /".aa! 411111P0r DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ Cr /� 4.No load should be tippled to any component until ager all bracing -and 4.Installation of truss la the responsibility of the respective contractor. OREGON SE Q loads greater than 5.Design assumes trusses ere to be used Inc noncorrosive environment, /f' N /\ design loads be appaed to any component and are for"dry condition"of use. / I),. 2° 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It Q )4 �p fabrication,handang,shipment and Installation of components. Design assry. p 6.This design is furnished subject to the Irritations set forth7.Plates hall b el adequate one bothdraface Is of provided.a. M�''n R ��,. 11111111111111111 V1byr 8.Plates shell be located faces of truss,and placed so their center TPUWTCA In SCSI,copies of which will be famished upon request Anes cdndde with Joint center Ines. 9.Digits indicate alze of plate In Inches. MJTek USA,IDC./CompuTrus Software 7.8.8(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 5'• 3.0' ICOND 2• Design checked for net(-5 putt uplift et 24 'oc spacina.I TC: 2x4,KDDF 81&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4'KDDF 816BTfl SPACED 24.0' O.C. NOT EXCEED 1994 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), h=15ft, TCDL=4.2,BCDL=8,0, ASCE 7-10, i M,M2OHS,Y18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (Alload duration factor=l.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind soone in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. t BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 17 3 0' U, 0 0 N r/- o M-3x4 y y J. 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Sala; •G.772B �5•<<, aro. WARNINGS: GENERAL NOTES,unless otherwise noted: 4:7 ,j ®� � -.fri„ 1.Builder and erection contractor shoud be advised Mall General Notes 1.This design Is based only upon the parameters shown and is for an Individual Lt' «jj Truss: G2 and Warnings before construction commences. building component Applicability of design parameters and proper Incorporation of component la the responsibility of the building designer.,/41011r ' 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 atabiaty 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 drywaO(SC). �°'..'!" 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 rY 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the reeponslbiSty of the respective contractor. OREGON vl SEQ. : 5992813 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses ere to be used Inc non-corrosive environment, 2 1a�+'�. design beds be applied to any component and aro for"dry condition'of use. <0 '`/Y 14 Q' TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsiblety for the O.Design assumes fuNon bearing at an supports shown.Shim or wedge if pp IR necoasary. ''ERAI� fabrication,bending,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `'- 6.This design Is furnished subject to the Imitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPIIVVTCA in SCSI,copies of which will be furnished upon request. Dogs coincidetwith jointf center lines. 5.Dies ndsize oplate to Inns. MiTek USA,Inc./CompuTrus/CornpuTru3 Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1905(MITek) EXPIRES:12/31/2015 11110111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF a#1&BTR LOAD DURATION INCREASE = 1.15 1-2°)-94) 79 1.4=(-44) 58 2-4=(-233) 168 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2-3= -10 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ BOH 4.00' 0.47 KDDF625 Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50' 0,49 KDDF ) 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for nett-5 Dsf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152' @ 3'- 5.5" Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202' @ 3'- 5.7" Allowed = 0.612' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX HORIZ. LL DEFL = 0.000' @ 8'- 7,7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000' @ 8'- 7,7' 1' 1' i' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 D NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.8 = Truss designed for wind loads in the plane of the truss only. U, co a ci r- Cf- 0 M-3x4 M-1.5x4 J.' 1, J, 6-07-12 0-05-12 J, 1 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 �� t�PN�°.EtF,ss, WARNINGS: GENERAL NOTES,unless otherwise noted: - .T 1; G4 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 •02/•a E 9{ Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper / tt 2.2x4 compression web bradng must be Installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by w the overall structure Is Me responsibility of the buildingdesigner. continuous sheathing such as plywood ng(TC)and/or drywal C). ;,/b„�„ . '' DATE: 7/11/2014 p ty a 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after a8 bracing and 4. ation of truss la the responsibise of the respective contractor. OREGON SEQ. : 5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non•corroshre environment, p` a �1/ design loads be applied to any component. and are for"dry condition"of use. "II' 9 y O'\ k TRANS I D: 40333 4 5.CompuTrus he.no control over and assumes no responsibility for the 6.Design assumes ms bearing at all supporta shown.Shim or wedge if Q 14 2 P fabrication,handling,shipment and Installation of components. necessary, is p �f- <0 8.This design Is furnished subject to the limitations set forth by B.Platesshallbe locaassumes ted ons both faces of truss,and placed an their center /1/$' '0 I t-,-' VV IIIIII VIII VIII VIII VIII(III)VIII IIII IIIIMiTTPI/WTCA in SCSI,copies of e USA,lnc,/CompuT us(Software 7.8.8(1 L)E ch will be furnished upon request. 10.Forasic connector dplate design values see ESR-1311,ESR-1988(Wel()lines coincide with jnt center lines. 9.Digits indicate size of plate In inches. EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' 'GOND. 2: Design checked for net(-5 pot) uplift at 24 'oc spacing.) TC: 2x4 HOOF N16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KODF X1&BTA SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mphh=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C13,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18NS,M16 = MiTek MT series LL= 25 PSF Ground Snow (Pg) load duration factor=1.6 Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00 v I in 0 0 N 1 r•-•F c/- III%///////////////////////////////////% -/ 3 M-3x4 y b 5-01-08 • • ope JOB NAME: POLYGON PLAN 5-B NH - G5 Scale: D.8256 ��`� N s,� WARNINGS: GENERAL NOTES,unless otherwise noted: // A- G5 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 4C' 9 Je 0 s.. E 1-- Truss: and Wangs before construction commences. bulking component Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the bulking designer. 3.Additional temporary bracing to Insure steblity during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by continuous sheathing such as plywood sheatNng(TC)and/or drywal C). r'. ,,ii..- _ 4 oPP 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- 4.No load should be applied to any component until after al bracing end 4.Installation of truss is the responsibility of the respective contractor. A� SEQ. : 599 2815 fasteners are complete end at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� y'9 OREGON design bads be applied to coy component, and ars for"dry condition"of use. Q - Y 14, TRANS I D: 403334 5.CompuTrus to us has no control over and assumes no responsibility for the 6.Design assumes fuN beading at all supports shown.Shim or wedge if ON necessary. MFp.R��.`'° fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines coincide with nt center Ines. 111111 IIIIIIIIII VIII VIII VIII VIII IIII IIIIPI/WTCA In SCSI,copies of which will be fuished MT(Tc USA,lnciCompuTrus Software 7m8 6(1L Zn request. 10.For basics co ecote sizerdpdate in plaate designalues see ESR-1311,ESR-1988(MITeq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 50 2-8=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2.3=I-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) 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 SO.IN. (SPECIES ) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625 5'- 11.2' -1691 346V 0/ OH 1.50' 0.44 KDDF 625 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" •118/ 231V O/ 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 1625 17'- 11.2' -107/ 214V 0/ OH 1.50° 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for nett-5 psf) uplift at 24 "on spacing.] 7-09-12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 1 1' MAX TLMCREEP 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 = 0.598" 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 194 AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mphh=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads Mo in the plane of the truss only. M-3x6(S) A 0 0 3 vs 0 o 1 `: G M-3x4 0-10 6-00 13-10-15 (PROVIDE FULL REARING;Its•2 8 3 4 5 6 71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 '�(��GINE.-PR FLe�S'sro WARNINGS: GENERAL NOTES,unless otherwise noted:• / -T 2 1.Builder and eredon contractor should be advised of all General Notes 1.ThisNa design Is based only upon the parameters shown and is for an individual 4' .4tr;0 E. 9r Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper _,„,,,:t4'2,46 / rrr 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 DES. BY: BS is the responsibiNty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby � ,. continuous sheathing such as plywood sheathing(TC)and/or drywall C). /+,apaw, DATE: 7/11/2014 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it Sc/1 4.No load should be applied to any component until after all bredng and 4.Inatalietlon of truss is the responsibility of the respective contractor. OREGON cr E Q. : 5992816 fastener,are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - a AY design loads be applied to any component and are for"dry condition"of use. ,9 1 TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at aN supports shown.Shim or wedge if Q y' 14, 2° fabrication,handing,shipment and installation of components. necessary. r•� �Q` S.This design is furnished subject to the Irritations set forth7.Plates assumes el adequate one both drainage Is provided.a. � R n { 1�„ IIIIII(III IIIA VIII(IIIIIIIIIIIIII(III(III b byr e.Plates shall be located both feces oftruss,and placed so their center rl L. TPWViCA In BCS(,copies of which will be furnished upon regular. lines cdndde with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIInil 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 818BTR LOAD DURATION INCREASE = 1.15 1.2=I 01 42 2.7=(0) 0 BC: 2x4 KDDF 0/188Tfl SPACED 24.0' O.C. 3-4= -220 197 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=` 69 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'. 0.0' -23/ 352V -691 301H 5.50' 0.58 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' •168/ 347V 0/ OH 1.50' 0.44 KDDF 625) 9'- 11.2' -113/ 224V 0/ OH 1.50' 0.29 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -144/ 295V 0/ OH 1.50' 0.38 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7' -51/ 104V 0/ OH 1.50' 0.17 KDDF ( 625 ICOND 2' Design checked for net( gsf)sgtift at 24 'oc soacinc.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 TC PANEL LL DEFL = 0.030' @ 3'- 7.4' Allowed = 0.397' -, MAX TC PANEL TL DEFL = -0.051' @ 2'• 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6,00 Wind: 140 mph h=23.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x6(S) o o) th 0 rl C:41; 1 -? o M-3x4 ,k ) y y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING;Jte:2.7.3.4.5.6) JOB NAME: POLYGON PLAN 5-B NH - J9 Scale: 0.3077 5' '' GMEeqOPR.rqs'o WARNINGS: GENERAL NOTES,unless°thanese noted: ft[ 1 'Sr 1.Builder and erection contractor should be advised of all General Notes 1.b odesign��eed only up I the ef ara ate re howna de its for oindividual t1: ®9 Truss: J9 and Warnings before construction commences. ppi NY 9 P 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.n.respectively unless braced throughout their length by po continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). DATE: '<7/11/2014 the overall structure Is the responsibilityof the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11 OREGON t(/ SEQ. : 5992817 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �CI: _201 S"� design loads be tippled to any component and are for"dry condition"of use. Q �' 14 PT TRANS I D: 403334 5.Compulrus hes no control over and assumes no responsibility for the 5.Design fe somas NII bearing m al support shown.Shim or wedge If �i fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. MFRRI l-\- N 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 lines coincide with Joint IIIIII IIIA I'IhI VIII VIII VIII VIII III)(IIIn SCSI,copies of whch will be furnished upo M Tek USA,In CompUTrUs iSoftware 7.6.6(1L)-En .6.6(1L)En request. 100.FFobasic wnensize ectorofplate designvaluesvalues see ESR-1311,ESR-tees(tlTeW 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 KODF N1&BTA LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.70(0) 0 BC: 2x4 KDDF Y16BTR SPACED 24.0' O.C. 2.3= -287) 142 3.4= -184 79 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5= -108 58 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6= -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,CN18 (or no prefix n CompuTrus, Inc 0'- 0.0' -23/ 353V -61/ 265H 5.50" 0.56 KDDF 625)= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 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 nett-5 WI uplift at 24 'Oc soacing,l 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 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' lMAX HORIZ. LL DEFL = -0.004' @ 15'- 10.9' MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9' DESIGN ACNTENT DOESSSUMES ATITIME EOFOMANUFACTURE. 12 Design conforms to main windforce•resisting 6.00 D system and components and cladding criteria. Wind: 140 mphh=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), i/ load duration factor=l.6 Truss designed for wind loads c in the plane of the truss only. co 3 r) 0 0 1 millEmmommommilimmEMIImm 7------' -/ c M-3x4 J, y y y 0-10 6-00 9-11-11 IPROVIO Ft B ARING;Jts:2.77,___r _9 4 S SI JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 ��R��PN n'0:OA� WARNINGS: GENERAL NOTES,unless otherwise noted: 4� (/ 'T "V 0 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 1C- 7'62,11 r[2,• E IP- T r u s s: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 LLL III"'t_ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,�/��.+ 3.Additional temporary2.Design assumes the topand bottom chords to be lateral braced at /• DES. BY: BS bracing to insure atabilty during construction y o.s.and at 10'o.c.respectively unless braced throughout their length by /r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywooding(TC)and/or drywatl C). /MOW DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i SEQ. : 5992818 fasteners are complete and at no 8me 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. L A_OREGONld any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, - ,, �. TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. hb j_ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if iQ -'9Y 14 2. 1 fabrication,handling,shipment end installation atlon of components. necessary. �Q` Design assumes adequate drainage la provided. 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 M,�A t'�" IIIIII II II(IIII VIII VIII(IIII VIII IIII IIIIMITe USA,Inc./CompuTrusI/WTCA in BCSI,copies of ISoftware 7,8.6(1L)-E ch will be furnished upon request. 10 For asic connectorlines coincide with plate design values see ESR-1311,ESR-1988(diTek)o int center Ines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 1111111111111 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 816BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.8=(0) 0 SPACED 24.0" O.C. 2-3= -248) 122 BC: 2x4 KDDF R16BTA 3.4= •148) 61 IC 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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 0'- 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50" 0.43 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'• 11.2' -129/ 285V 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 ttft at 24 'oc soacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND 2• Design checked for net;( pet) up VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 0'-•10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031' @ 3'. 7.4' Allowed = 0.397' 5 MAX TC PANEL TL DEFL = -0.052' @ 2'- 11.9' Allowed = 0.596' 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 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce•resisting 6.00 4 system and components and cladding criteria. it Wind: 140 mphh=22.7ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 !All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), oed duration factor=0.6 Truss designed for wind loads a• in the plane of the truss only. 0 P 3 ) r) 0 o,L I 6�_� o M-3x4 J' k ), y 0-10 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2.8.3.4.51 PR Ope JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3785 , " �G(N sip WARNINGS: GENERAL NOTES,unless otherwise noted: C/ i 9 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameter shown end Is for an Individual - .2®a. E r-- - end Warnings before construction commences. building component.Applicability of design parameters end proper Truss: J 7 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the bulking designer. /' 2.Design assumes the top and bosom chords to be laterally braced al 3.Additional temporary bredng to Insure stabmty during construction 2 o.c,and at 10'o.e.respectively unless braced throughout their length by ✓ DES. BY: BS la the responsibility of the erector.Addmonal 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++ OREGON �(/ 4.No load should be appled to any component until after all bracing and 4.Instaastlon of truss Is the responsibility of the respective contractor. -f7b, SEQ. : 5 992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �� 19Y ZO'� S design loads be tippled to any component and aro for"dry condition"of use. O 14 `y" TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility far the S De siganaeassumes full beading at as supports shown.Shim or wedge if t {a fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. r`R A I t.\- 8.This design Is banished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTek U An SCSI,copies of,Inc./CompuTrus wh/Software 7 8 6(1 L)Ech will be furnished n request. Ines ctolatvaor basic connector plate design as see ESR-1311,ESR-1988(Welt) EXPIRE5:12l31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(.208 105 3.4.(-102) 46 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5=( -38) 18 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF DL ON BOTTOM CHORD a 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 0'- 0.0' .23/ 352V .45/ 198H 5.50' 0.58 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' .159/ 354V 0/ OH 1.50' 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'. 11.7' -19/ 46V 0/ OH 1.50" 0.07 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 pat) 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 a -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9" Allowed = 0.397' - MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9" Allowed = 0.596' 0 MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' MAX HORIZ, TL DEFL = -0.002' @ 11'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19e AT TIME OF MANUFACTURE. h 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=1.6 3 v Truss designed for wind loads o in the plane of the truss only. co 0 Nk 1 6.=E4 -! 0 M-3x4 ), /. /, 1, 0-10 6-00 5-11-11 (PROVIDE FULL BEARING•Jta:2.8.3.4.51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 �g.OGPROi WARNINGS: GENERAL NOTES,unless otherwise noted: / Z 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 43 .5iy,, E 9r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper yyL t_ 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 sebiNy during construction 2.Design assumes the top and bottom chords to be laterally braced et .'� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � . DATE: 7/11/2014 responsibility g g continuous sheathing such as plywood sheathing(TC)wheres and/or drywaA C). ,./.,4111110 . the overall structure is the of the building designer. 3.2x Impact bridging or lateral bracing required shown++ r IZ 4SEQ. : 5992820 .No bad should be appeed to any component until after all bracing and 4,Installation of truss la the responsibility of the respective contractor. OREGON fasteners are complete and at no the should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, , ,, 'l1 �, <1! design loads be applied to any component. end are for"dry condition"of use. 1 TRANS I D: 40333 4 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 /1b '9 y 14, '2. ��4 fabrication,handling,shipment and installation of components. necDesignessary.assumes. `�R R I_.- 6.This design is furnished subject to the Irritations set forth7. latesladequate both drainage is provided.a g Mbych will be furnished upon r 6.Plates shall be located on fecese with joint center s.of truss,and placed so their center 1111111111111111111 Mack U A,Inc./CompuTrus CA in SCSI,copies of iSofware 7.6.6(1L)-E request. 10 Foees coielwdnnect connector design values see ESR-1311,ESR-1886(dlTek) 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 N18BTR LOAD DURATION INCREASE = 1.15 2-2=1.170) 99 0 42 2.5=(0) 0 BC: 2x4 KDDF 0168TA SPACED 24.0' O.C. 3.4= -76) 34 IC LATERALSUPPORT <= 12.0C. UON. LOADING BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0' -22/ 350V -37/ 166H 5.50' 0.58 KDDF i 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDOF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'• 11.2' -164/ 368V 0/ OH 1.50' 0.47 KDDF 625 M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (CORD 2 Design checked for nett-5 oaf) uplift et 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 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 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1991 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=8.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 A v Truss designed for wind loads 1( o in the plane of the truss only. ji o o 1 ► 5► 0 M-3x4 y y y ,I- 0-10 0.10 6.00 3-11-11 (PROVIDE FULL BEARING:Jts:2.5,3,4) c,0 PROp JOB NAME: POLYGON PLAN 5-B NH - J5 Scale: 0.4887 N GINE. s/p. • WARNINGS: GENERAL NOTES,unless otherwise noted: 44 S// X11 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the paremeten shown and Is for an individual 'Q• X C9 ®e E 1.- Truss: -and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: J 5incorporation of component is the responsidaty of the building designer. ,r�' 2.2x4 compressionpo web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced el '� �" 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'c.c.respectively unless braced throughout their ler�tlr by ®, DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(eC). /''!�" DATE: 7/11/2014 the overall structure is the responsibiluy of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ® I SEQ. : 5 992821 4.No bad should be applied to any component until after all bracing and 4.hetet don of trues is the responsibility of the respective contractor. � OREGON Q TRANS I D: 40333 4 1.0 fasteners are complete and at no time should any loads greater than 5.Design assumes trussesnon- corrosive are to be used in a environment, L/ 'if - ONa design loads be app9sd to any component and ere for"dry conditionof use, 14 Z pT 5.CwnpuTnn has no control over and assumes no responsibility for the S•Deed assumes roti bearing at all supportsshow.Shim or wedge if e necessary. -4 R I t.�••. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject lo the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center :.. CA 13CM,copies of Ines ncide with joint center Ines. 111111111111111 MiT'ek U Alnlnc.CompuTrua(Software 7 6 6(1L)-E request. 10.Digits of din esign values see ESR-1311,ESR-1988(MiTek) EXpIRES:12/31/2015 IIIII1111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER 4WR/DDF/Cq=1,00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1.2=I 0) 42 2.5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0. 0.C. 2-3= •126 92 3-4= -64) 25 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -24/ 353V -29/ 135H 5.50" 0.57 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'• 11.2" -142/ 337V 0/ OH 1.50' 0.43 KDDF 625) M,M2OHS,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 IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'••10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'-•10.0" Allowed = 0.111' 12 MAX TC PANEL TL DEFL = -0.051' @ 2'• 11.9' Allowed = 0.596" 6.00 17 il 0. MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001' @ 7'• 10.9' 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 d (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o load duration factor=1.6 4 Truss designed for wind loads in the plane of the truss only. M os- I OE 51110"- II -/ M-3x4 y y y y 0-10 6-00 (PROVIDE FULL BEARING•Jts:2.5 3 41 1-11-11 • JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 C. aPN�fiess,O WARNINGS: GENERAL NOTES,unless otherwise noted: (/ ',j/��•-•T �r 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 �� •CJ 2/19 a,l E 91•,� Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper / It" 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 44010P „ter 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the top and bottom chords to be!stately braced at I DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by the overall structurel3 the responsibility of the building designer. continuous bridging sheathing such as plywood required when end/or drywell(eC). ,,/:O . +� R DATE: 7/11/2014 Po ty g a 3.2x Impact bridging or lateral bradng required where shown++ Cr SSEQ. : + 4.No load should be applied to any component until after ftp bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON E Q. : 5992822 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 'Y �/ �� TRANS I D: 403334 design loads be applied to any component.u6.�,;, for roes condition" s as suikpports 5.CompuTrus has no control over and assumes no responsibility for the 0 bearing shown.Shim or wedge if �en 'vY 1:11 2� fabrication,handing,shipment and Installation of components. necessary. V. P 7.Design assumesladequate drainage Is rodded. p 1 6.Thle design is furnished subject to the irritations set forth by 6.Plates shall be locatedalon both faces of truss,and placed so their center � n R \.•1" IIIIII VIII IIi�(IIII VIII VIII VIII IIII IIII M Tek U A,CA nSCSI,copies of Inc./CompuT s(Software 7.6 6(1 L)-E request. ; lines on connector platcide with joint centergn values see ESR-1311,ESR-1988(MITep EXPMES: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/D0F/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF 81&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/ 16OV 0/ OH 1.50' 0.26 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked far net(•5 psf) 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ O'--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' 9 3'- 7.2' Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.0017 DESIGN ASSUMES MOISTURE CONTENT DOES 3 •1 NOT EXCEED 19s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v cs M CO o/- v o,- 14� -/ 0 ilit M-3x4 y J. y 0-10 (PROVIDE FULL BEARING:Jts:2.4.3I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 Ng'��',to NE- 64" % WARNINGS: GENERAL NOTES,unless otherwise noted: t4 . ^j7 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 ,..10.71-2,.®$ .E 1' and Warnings before construction commences. building component.Applicability of design parameters and proper T r U S s: J 3Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be stability where shown+, 2.Design assumes the top and bottom chords to be laterally braced tl .. ..3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length W q'„�" DES- BY,: B S is the responsibility or the erector.AddNaomi pannanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). ,.-" DATE: 7/11/2014 the overel structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® 'C SEQ. : 5992823 4.No load should be rippled to any component until after al bracing end 4.Installation of truss is the responsibility of of the respective contractor. OREGON 4/' fasteners are complete end et no time should any loadsnon- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, + V� oNt` A. TRANS I D: 403334 design loads be applied to any component and are for*dry condition'of use. Q Y 14 2 `!- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun sham.bearing al al supports sho .Shim or wedge if /5V"necessary. �Y/$p.4.I� febrieallon,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl '- S.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 ished es oint center lines. 111111111 VIII 11111111111111111 III VIII VIII(III(III MIITPek US,Inc.in ./CompuTrua I,copies of /Software 7ch will be m8 6(1L)En request. o Foglbasicico�condde withnector p4te design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 IC: 2x4.KDDF #1&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=(•63) 49 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' •41/ 321V -14/ 73H 5.50' 0.51 KDDF 625) 3'- 10.9" -99/ 114V 0/ OH 1.50' 0.18 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDDND. 2: Design checked for net(-5 psfl UDlift at 24 'OC spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' 9 O'•-10.0" Allowed . 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.001' 9 O'--10.0" Allowed . 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" T MAX IC PANEL LL DEFL = 0.012" @ 2'• 2.2' Allowed = 0.246' MAX BC PANEL TL DEFL = •0.034" @ 3'- 1.4" Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4' Allowed = 0.333' 6.00 1 - 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. -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mphh=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads v in the plane of the truss only. 0 N P) O 4- AIO O 1 .....=...._ ��4 -e M-3x4 J• y y 0-10 r 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 ktt��pNE°�Fyss, WARNINGS: GENERAL NOTES,unless otherwise noted: -5 i "j/�(^'T 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 .[C' • 24k i rS E O r. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper .1; GG CCr 2.2x4 compression web bracing must be inatatiad 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 la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by W�,. DATE: 7/11/2014 Pbuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywell(BC). /:cos. . the overall structure Is the responsibility of the 3.2x impact bridging or lateral bradng where shown++ Cr 4SEQ. : 5992824 .No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 403334 �L b �� and are for"d condition"of use. design bads be applied to any componau 6.Design assumes full bearing at all supports shown.Shim or wedge If /40.7:4- 14,, 2� PT 5.CompuTrus 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. 8.This design Is furnished subject to the hNtatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center � �Aryn �"� 11111111111111111 TPI/WTCA in Swhich request. lines coincide with joint center Ines. MITe USA,lnaCopuTfus Software 7.6.6(1L)E 0lindicate oaaoaFobaconnector ldesign inches. 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 6'- 0.0' IBC 2012 MAX MEMBER�FORCE0) S2 4W2-4/ (0 )/Cq-1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1.2= •35 40 BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 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 M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ONn checked for nett-5 osf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICD 2 Desig VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ O'--10,0" Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0' Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145' 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 19's AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -q Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6 Truss I' inthe dplaneeoffthe wloads truss only. ca o,,-- .fC3 110.-=igli ►14 -1' M-3x4 ; y 1, 0-10 IPROVIDE FULL BEARING:Jts:2.3.4I 6-00 PR JOB NAME : POLYGON PLAN 5-6 NH - J1 ��'c''(- IN' s�o Scale: 0.7144 f WARNINGS: GENERAL NOTES,unless otherwise noted: VJ - l!�! 1.Builder end erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual �" - 2 5G,, E f and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: J 1Incorporation of component is the responsibility of the building designer. 2.2x4 compressionpo web bracing i must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c,respectively unless braced throughout their length by 4/4141.' DES. BY: B S Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheatNng(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++ tr S EQ. : 5992825 4.No bad should be applied to any component until after a1 braving and 4.Installation of truss Is the responsibility of the respective contractor. y�OREGON �J' fasteners en complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, �L- "7 '\a "` design loads be applied to any component. and are for"dry condition"of use. <.^. "j' 14 2. `�'. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 9.Deal:re fosumes fuN bat all supports shown.Shim or wedge If v C� A fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage is provided. �' -1,41111..\- O. 'Fl RI U"V I' e.This design Is furnished subject to the invitations set fodh by e.Plates shall be located on both faces album,and placed so their center TPI/WrCA In BCSI,copies of ch will be furnished IIIIII VIII Illi VIII ILII VIII VIII IIII IIII M Te USA,Inc.CompuTrus iSoftware 7 8 6(1 L)En request ndde with joint center Ines. 0.FForribaInes siccoco�connector plat desiglate in n values see ESR-1311,ESR-1888(Weir)111111 EXPIRES:12/31/2015 1101111111This 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&BTA LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2- 8= -97) 190 8. 7= 0) 18 BC: 2x4'''KDDF 111&BTR SPACED 24.0' O.C. 2- 3.(-257) 48 7- 9=(.158) 297 7- 3= 0) 49 WEBS: 204'KDDF STAND 3- 4=)-224) 105 ) 3- 9=I-308 164 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-153 67 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0,0' TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Conner 8,CN18 (or no prefix) = ors: rue, Inc 0'- 0.0" .29/ 351V -53/ 231H 5.50" 0.56 KDDF 625 C,CN,C18,C18,(or n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 2.3' 0/ 127V 0/ OH 5.50' 0.20 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' •120/ 259V 0/ OH 1.50' 0.33 KDDF 625) 9'• 10.9' -137/ 286V 0/ OH 1.50' 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(_-5 osf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083• MAX TL CREEP DEFL = -0.001' @ 0'-•10.0" Allowed = 0.111• MAX LL DEFL = 0.008" @ 2'• 3.8' Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015• @ 2'- 3.8' Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3" -! MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. vr 12 systDesiem andfcomponenms to tsiandicladdingrcriteria. 6.0017 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l,6, '-„ Truss designed for wind loads 0 o in the plane of the truss only. r, M-4x6 �i� o M-3x4 ��`�� CO f o it f M-3X4 9iiiiMEMIiiii 0 8 oz. N `.1 M-3x4 M-1.5x4 N l /. J ) 2-03-12 2-10-08 0-09-12 1, J. J. J. 0-10,, 2-05-08 , 11-06-03 y 6-00 7-11-11 'PROVIDE FULL BEARING is 9.4 5 6( JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 �<.4 ° GINE'pas, N ci WARNINGS: GENERAL NOTES,unless otherwise noted: C? ri)Tlc 1.Builder and erection contractor should be advised of all General Notes 1.ma design Is based ony upon the parameters shown and Is for an Individual - •9Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building dealpner. •� r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir••' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood shealbing(TC)andlordrywall(eC). -.'"" 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++ it SEQ. : 59928264.No load should be applied to any component until after aN bracing end 4.Installation of trues Is the responsibitlty of the respective contractor. L OREGON completefasteners are and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, D• �J` TRANS I D• 403334 design loads be applied to any component and aro kr"dry condition"of use. �. Ai 1 k • 5.CompuTms has no control over and assumes no responsibility for the e.Design assumes Ng bearing at all supports shown.Shim or wedge if Q y 14_ Z.° h"�•• necessafabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. e.This design is furnished subject to the Irritations set forth by 5Plates hall be located on both faces of truss,and placed so their center R �-�"' V lines coincide with joint center lines. IIIIII VIII 1111VIII VIII VIII VIII HI 101MiTekU SA,Inc./Co puT a Software+7.6.6(1 CA in BCSI,copies of which wit be furnished upon E request. 10.Forasic connector plate design values see ESR-1311,ESR-1998(MITek) 9.Digits indicate size of plate in inches. EXPIRES:1 2/31/2015 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 N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2- 8=(-102) 178 8- 7=((((( 0) 18 BC: 2x4 KDDF M18BTR SPACED 24.0' 0.C. 2. 3=(-245 45 43 7. 9=(•165 278 7- 3. 0) 49 3- 4.(-213 71 3- 9=+-289 171 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-155 77TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1.101 0 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD 5 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS:, 10.0' 24.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 356V -39/ 215H 5.50' 0.57 KDDF ( 625 Connector plate prefix designators: 5'- 2.3' 01 122V 0/ OH 5,50• 0.20 KDDF 625 C,CN,C18,CN18M2OHS, (or no prefix) = rue, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10,9' -136/ 299V 0/ OH 1.50' 0.38 KDDF 625 M,M2OHS,M18HS,M16 = MiTek YT series REQUIREMENTS OF IBC 2012 AND IAC 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. ICORD 2• Deslan checked for net( pat) uplift at 24 '0c spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001• @ 0'-•10.0' Allowed = 0.111' MAX LL DEFL = 0.009' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.014' @ 2'- 3.8' Allowed = 0.339' 11-11-11 MAX LL DEFL = 0.042• @ 11'- 11.7" Allowed = 0.200' ff MAX TL CREEP DEFL = -0.048' @ 11'- 11.7' Allowed = 0.267' -/ MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' MAX HORIZ, TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 • NOT EXCEED 19%AT TIME OF MANUFACTURE. 6,00 r: 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 c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 o T ined n the plaTruss ne eoffor thewind trussoads only. M-4x6 03 M-3x4 �LF o C:3 �Lm M-3x4 M-1.5x4" IS cv 8 M-3x4 1 1 1 1 2-03-12 2-10-08 0-09-12 1 1 1 1 0-10, 2-05-08 1 9-06-03 1 6-00 5-11-11 ]PROVIDE FULL BEARING:Jta 9 4 I JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 `�, ' GINE �`�w ci /11 WARNINGS: GENERAL NOTES,unless otherwise noted: d,t, 1/ f91,,, 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 en IndNldual !kilo_ E TrussJ 6 C snd 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 bosom chords to be laterally braced a ry 2'o.n.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS le the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dtywat(BC). .0 46110111. �" 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 lad should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. ,,y_ SEQ. : 5992827. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 eQ�+'`: design bads les appted to any component end are for"dry condition"of use. Q-y4y 14 TRANS I D: 403334 ,5.CompuTrus has no control over and assumes no responsibility for the 8.Designs assumes full bearing at all supports shown.Shim or wedge If CCff fabrication,handling,sNpment and Installation of components. 7.Design assumes adequate drelnage is provided. -FTA 1+.•`'• 6.This design le furnished subject to the Irritations set forth by 9.Plates shall be located on both faces of trues,and placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIII 7PIANMA In Swhich L) "" M e A,lncCompuTrus Software+718.8(1 E coincide rpnt center Ines. 0Fucco� ledinonor Digits atIn ves see ESR-1311,ESR-1988(MITeW EXRI RES:12i31/2015 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 81ABTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7=( --69) 178 7-6=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2.3= -245) 43 6.8.(-114) 278 6.3= 0 49 EBS: 2x4 KDDF STAND 3-4= -153) 71 3.8= -289) 118 LOADING 4.5= -70) 32 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25"0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC, UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL - 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 347V -37/ 166H 5.50" 0.55 KDDF 625 C 8,CN16 (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50" 0.39 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7' -49/ 103V 0/ OH 1.50' 0.18 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONO, 2: Design checked for net(-5 ssf) uplift et 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' @ O'--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" T 1' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" /- -> DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 0 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads v ,, c in the plane of the truss only. o tit 4 M-4x6 ..........._ r_, co . 8 C /- v M i� CM 7�Mm M-3x4 M-1.5x40 c M-3x4 M-3x4 .1 y 3, ), 2-03-12 2-10-08 0-09-12 1, ), .1 y 0-10 , 2-05-08 7-96-03 y 6-00 3-11-11 (PROVIDE FULL BEARING:)ts:2.0,4.5( JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 X04. �Q NE PP �`.0. WARNINGS: GENERAL NOTES,unless otherwise noted: ,T 2 1.Builder and erection contredor should be advised of all General Notes 1.Na design Is based only upon the parameters shown and Is for en individual {�� ;, E -7 Truss: J5C and4 Warnings before bracing on teIntoecommences. bullring component.component ompon en is th of designoparameters of t e and proper LLL 2.2t4 compression web must be Installed where shown+. Incorporation of the topa n is the responsibility to 011ie building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w D ES, BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by 440001' DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall C). ,/,tea the overall structure Is the of the 3.2s impact bridging or lateral bracing -A beP g rap required the where shown Cr 4.No load should m le applied to any lcomponentime should untily aper g bracing and 4.Inesai naps of es Is theresponsibilitybused Inhere-corm i ee contractor. OREGON �`" SEQ. : 5992828 fasteners ere complete end et no any bads greater than 5.Design assumes trusses are to be used In anon non-corrosive environment, �L r! design loads be applied to any component. and aro for"dry condition"of use. '\ "tl TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If fQ 9y` 14 2� .. fabrication,handling,shipment and Installation of components. necessary. p h t� h 6.This design is furnished subject to the Imitations set forth by 7.Plates assumes hell be loccaateeduonabodrainage h fa ceesi of truss,and placed so their center 114 .. rt RIO' e r I VIII(IIIA VIII VIII VIII VIII VIII(III(III TPIMIrCA In BCS(,copies of which will be furnished upon request. Digitslines coincide with joint center lines. MITBk USA,IRC./COR( t1Trus Software+7.6.6(1 L)-E 0.Forrbasicconnectorple ete In desig values see ESR-1311,ESR-1968(Weir) EXPIRES:12/31/2015 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 LUMBER4 KDDF TRUSS SPAN E 0.1. 1-2=( 0) 42 2.7'( -84) 228 7.6=( 0) 18 TC: 2x4'.KDDF R18BTR LOAD DURATION INCREASE C 1.15 2.3= -297 65 6.8'(-138 358 6.3'l( 0) 50 BC: 2x4 KDDF S1ANTA SPACED 24.0" D.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( 25.01+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 SCAN. (SPECIES OVERHANGS: 10.0' 23.7' 0,- 0.0" -95/ 328V -24/ 1510 5.50' 0.53 KDDF 625 Connector plate prefix designators: LL s 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF 625)) C,CN,C18,CN18or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -182/ 415V 0/ OH 1.50' 0.53 KDDF 625 M,M20HS,M18HS,M16 ' MiTek Mseries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2• Design checked for net(•5 psf)yglift at 24 '0c soacina.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL'L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' 0 0'--10.0' Allowed ' 0.083' MAX TL CREEP DEFL o •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 m and components and cladding criteria. Wind: (40 Heights),) 2Enclosed 4Cat.2, Exp.B ASCE SMWFRS(Dtr) h� co c:" (All P• , load duration factor'1,6 o Truss designed for wind toads cp in the plane of the truss only. Tr M-4x6 M-3x4 �N a =� , 8 of c m�� M-3x4 M-1.5x4 q 0 c 7 0 M-3x4 y y ) L. 2-03-12 2-10-08 0-09-12 L. , b J• 0-10, 2-05-08 5-06-03 ,, y 6-00 1-11-11 (PROVIDE FULL BEARING:Uts:23.41 ODPROte JOB NAME: POLYGON PLAN 5-6 NH - J 4C4.Scale: 0.4268 �t:a C3Na=' se2 WARNINGS: GENERAL NOTES,unless otherwise noted: CC �Jj �9 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 [[[E)a FFF"'E r Truss: J 4C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradnng must be installed where shown+. Incorporation of component Is the responsldltty of the building designer. redng to Insure stalky during construction 2.Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary b DES. BY: BS Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their lerqtlt by �.• W continuous sheathing such as plywood sheathln9(rC)and/or drywa8(BC). _ DATE: 7/11/2014 the overel structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ OREGON �/ 4.No bad should be applied to any component until after al basing end 4.IneteNation of buss Is the responsibility of the respective contractor. I. SEQ. : 5 992829 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Inc non-corrosive environment, L� �!9 2�1 I design bade be applied to any component. and aro for"dry condition'of use. d - y t 4 P TRANS I D: 40333 4 5.Corry Trusload hese no control over end saunas no responsibility for the 6.�.aasa seams toN bearing at an supports shown.Shim or wedge If 0 fabrication,handing,shipment and installation of components. 7.Design sumes adequate drainage Is provided. iti , I ..\- Ip' 8.This design la furnished subject to the lmNatlons set forth by 8.Plates shall be located on both faces of tuns,and placed so their center ... 11111111111 VIII VIII VIII VIII VIII 1111 (III MTpIANTCA In BCSI,codes of e USA,lnc./CompuTrua(Software+7 6.(1 ch win be furnished L)E request.ed ITFconerplelnter Ines. Q indicate inches. 10. values see ESR-1311,ESR-1988(Weir) 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2-6=(-135) 228 8.5=( 0) 18 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-297) 65 57=(-218) 358 5.3= 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0' 0.0" 0'• 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF 625 LL = 25 PSF Ground Snow (PR) 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF 625` Connector plate prefix designators: 5'• 11.7" -48/ 108V 0/ OH 1.50' 0.17 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for nett-5 psi) uplift at 24 'oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'-•10.0' Allowed = 0,111' MAX LL DEFL = 0.012' @ 2'• 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009' @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" 5-11-11 DESIGN ASSUMES ATITIME EOFOMANUFACTURE. 12 6.0017". Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20.7ft, TCOL=4.2,BCDL=8.0, ASCE 7-10 )0( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. co 0 `v M-4x6 0 0 mN eo= M-3x4 co •[ IM7 PE:M4 -!o o�l �Z M-3x4 M-1.5x4 �o 0 0 6 0 M-3x4 Jr Jr 1 1, 2-03-12 2-10-08 0-09-12 Jr Jr > y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.7.4( JOB NAME : POLYGON PLAN 5-B NH - J3C i,R�° p�°FFs Scale: 0.4902 ,<i. Scale: GINE• S'j WARNINGS: GENERAL NOTES,unless otherwise noted: ill "V 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and Is for an Individual 4t. '-' 20 e{.h;0 E O 19.. Truss: J 3 0 and Warnings before construction commences. buikang component.Applicability of design parameters and proper 77 LL� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom to be laterally braced at yr°"'� DES. BY: BS la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��. the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood shoed where C)and/or drywaa(SC). /.Sas. - DAT E: 7/11/2014 P h g 3.2o impact bridging or lateral bracing required whershown++ ! I 4.No load should be appied to any component until alter all bracing and 4. allation of truss is the responsibility of the respective contractor. OREGON SEQ. :. 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TG A_OREGON k design loads be applied to any component. and are for"dry condition"of use. .<� '� TRANS I D: 403 334 8.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at e9 supports shown.Shim or wedge If Q y 14 Zo�`y,. fabrication,handling,shipment and installation of components. necessary. f 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ��R R `•� I IIIA(1101 II III I VIII IIID(III(III(III TPIIWfCA In SCSI,copies of which will be furnished upon request. lines coincide withjoint center Ines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software+7.6.6(114-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIAIIIIIIIII , 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 42 2.8=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2-3= -188 24 5.7=(•76 191 5.3=1 0 48 WEBS: 2x4 KDDF STAND 3.4=I -22 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SM,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,C18;CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2 Design checked for net( psf) uplift at 24 "ox spacine.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'••10.0" Allowed = 0.111' MAX LL DEFL = 0.005' @ 2'• 3.8' Allowed = 0.170' MAX TL CREEP DEFL = -0.010' @ 2'• 3.8' Allowed = 0.226' MAX LL DEFL = 0.000' @ 5'- 2.3" Allowed = 0.078' MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9' Allowed = 0.128' 3-11.11 MAX HORIZ. LL DEFL= -0.004' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.008' @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00G" NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. s- Wind: 140 mph h=20"2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10 ((All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), oad M-4x6 )A1 Trussduration designedffor owindeloads co a in the plane of the truss only. csti r el M 3x4 Ma -, aggigli 7 � 4 Igile� M-3x4 a M-1.5x4 /- o ► 6 0 M-3x4 0 y J, y y 2-03-12 2-10-08 0-09-12 1' /' y 1, 0.10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.71 o PROpe JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 �� tG N� S'✓� I 2 WARNINGS: GENERAL NOTES,unless otherwise noted: SCI. / � "1 Notes I This design Is based onlyupon the parameters shown end is for en individual •it-_- ,/{/,®0 t" 1.Builder and erection contractor should be advised of a1General 0 Do W �y.L �E and Warnings before construction commences. building component.Applicability of design parameters and proper Trus S J 2 C incorporation of component is the responsibility of the bulking desiner. r �M,,. 2.2x4 ventemporary web bracing insure be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bract g to stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their le h by 4 DES. BY: BS b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). r"'! " DATE: 7/11/2014 the overall sbudure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 It 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9- OREGON 4,/ SEQ. : 5992831 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 1 +'t TRANS: I D: 403334 design loads be applied to any component. and are for"dry condition.'of use. /O '9Y 14 2 5.CompuTnn has no control over and assumes no responsibility for the a.Design assumes full bearing at ell supports shown.Shim or wedge If 0P fabrication,handing,shipmentand Installation of components. 0 4 necessary. nci 7.Design assumes adequate drainage la ded. -L�.�� a.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of buss,and placed so their center II 11111 VIII III I VIII 11111 VIII'III'III TPUWTCA In BCSI,copies of which will be furnished upon request. Pia coincide rictwith joint center Ines. nit ll e.Digits Indicate size of plate in inches. MiTek USA,Ina/CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 I. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&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=(-68) 30 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERALSUPPORT 0= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD a 42,0 PSF 0'. 0.0' -58/ 287V -14/ 73H 5.50' 0.48 KDDF 625 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF 1625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50' 0.15 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 hsfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'-"10.0" Allowed = 0,083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0' Allowed = 0.111° MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = •0.002' @ 1'- 0.1" Allowed = 0.067' 12 3 -/ MAX HORIZ. LL DEFL = -0.000° @ 3'- 10.9' 6.00 MAX HORIZ. TL DEFL = -0.000' @ 3'• 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 195e AT TIME OF MANUFACTURE. 1>► Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.8 ri Truss designed for wind loads in the plane of the truss only. 0)/- c) V O 111 O' I 2�� 4►�' M-3x4 ; y y y 0-10 2-00 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - ASJ2Bale: 0.8541 �.\\' GINE 6 WARNINGS: GENERAL NOTES,unless 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 le for an Individual 4%-. 7( 0 I E 17 r Truss: ASJ 2 and Warnings before construction commences. building component Appecabmty of design parameters and proper y ' 2.2x4 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the bullring designer. J/ 3.Additional temporary bracing to Insure atabiety 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 2'oto.and at 10'o.c.respectively unless braced throughout their length bydnipoP po Gly permanent bracing of continuous sheathing such as plywood sheathln0(TC)and/or drywal C). ,..-o vie . • DATE: 7/11/2014 the overall stmdure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s/ it 4SEQ. : 5992832 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. T9 OREGON 4(/ fasteners are complete and at no Urns should any loads greater then 5.Design assumes trusses are to be used Inc non-corrosive environment, L y r ,D" .4••TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / . „ 5.CompuTrae has no control over and assumes no responsibility for the 6.Design assumes lot bearing at all supports shown.Shim or wedge If O q)+ 14 Zd�� fabrication,handling,shipment end installation of components. necessary.s 6.This design is furnished subject to the siltation set forth 7.Design assumes adequatedodrainagehc la oprovisa �q `L•�,. (VIII VIII VIII III I VIII(IIII VIII IIII IIII e M by 8.Plates shall be join on both nes.of truss,and placed so their center TPIANTCA in BCSI,copies of which will be famished upon request. Dies coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITekUSA,Inc./CompuTrusSoftWere 7.8.6(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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x47KDDF 418BTR LOAD DURATION INCREASE = 1.15 1.2=(-43) 412 2 .4=(0) 0 BC: 2x41(DDF N16BTA SPACED 24.0' O.C. TC LATERAL'SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 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 SO.IN. (SPECIES OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -62/ 263V -7/ 43H 5.50' 0.42 KDDF ( 625 1'- 9.2' -18/ 21V 0/ OH 5.50' 0.03 KDDF (( 825 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,C0(8 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net(-5 sot) uplift at 24 "on 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' 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' 6.0017 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 3 -/ load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 11 o el4 PAc. c, 1 ►Z� 4► -, M-3x4 y y y 0-10 2-00 (PROVIDE FULL BEARING;Jts:2.4.31 Op D es JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 S��R�rr \ PWARNINGS: GENERAL NOTES,unless otherwise noted: : 1.Builder and erection contractor should be advised of all General Notes 1.This design la based ony upon the parameters shown and Is for an Individual and Warnings before construction commences. building component Applicability of design parameters and proper - T r u s s: ASJ 1 Incorporation of component is the responslbllty of the building salgner. Agillr. // 2.2x4 compression web bndng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at / - 3.Additional temporary bracing to insure statdity during construction 2'o.e.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 sheatNng(TC)and/or drywa8(9C). /'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 espied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7A�OREGON ki SEQ. : 5 992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment � 1.4 'kb i"` design loads be rippled to any component. nend ars for'dry condition'of use. �O is 14 2� ``^ TRANS' I D: 403334 5.CompuTrus has no control over and assumes no reaponslttity for the 6.Deign assumes full bearing at all supports shown.Shim or wedge If c� A fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. MSP R I t-`' V 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of tmss,and pieced so their canter .. IIIIII VIII(IIII VIII VIII VIII VIII IIII IIII TPUWrCA In SCSI,copies of which will be furnished upon request Ings coincide withizJoint center Ines. 9.agate Indicate size of plate bdesign values EXPIRES:12/31/2015 MITek USA,InG/CompuTrus Software 7.8.6(10-E t0.For basic connector plate values see ESR-1311,ESR-1988(MlTelq