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Plans (84) ,r 137'14 Scv / 7S_ 3T-0" DR ,' N >I J 1► —– J1 1 !NSW J2 OMILIM \ , ■r . 011111V11111 Ns 11116N11� .13 I►�I J4 ' i il , rm.! j5 ll i �1 z I Ai I_ JT . � Ilk ,1 III I J8 f? I .1,111111111111111„. 1 � I J10 Imo_■i , 4i ;M■ !I j15? 111 r 11111111,4 : lirr , 4 1 1 ■ I J8 .115_, I 4 1 Kiwi i � 1(1 In J5 J __II/■ ik ,_I J4 J Fins ��4� 11\111 7���iol ��C Inn J2 J1 :76 I .Ilitlipr.911 11 : j Kim wow 11 CONFORMS TO DESIGN CONC PT `:� ac�= �_i ` I_... @ a Q CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 31-6" i "- I GARAGE I / Q tJON CONFORMING-REVISE AND�RESU6Mff THIS SHOP RAWING HAS SEEN REVIE1VED FOR 6' 3/4'' 14�r X(]CONFORM5TODESIGNCbNCEPT 4t SEtERAL O FDR , H THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE CONFORMS?0 DESIGN CONCEPT WITH FABRICATOR/VEtDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE REVISIONS NOTED DESIGN DRAT Ite S.AND SPECIFICATIONS AL OF tHI05 HAVE PRIORITY ❑NON-CONFORMING—REVISE&RESUBMIT CE OVE.R THIS SHOP DRAPING. CONTRACTOR-HALL`VERIFY ALL DIMENSIONS, ..'1 cr S:. CE,..fL r r ;..ENE,-.A_ _I thl_r SI: Todd R. Eat on :a, cE� r.a....,:ONCE,' k R. P �:;Y AND t . r<Evs Date: September 19, 2014 a Fr -sl?n. CT ENGINEERING INC PI 1 fii- By Alexia Fukui Date 9/22/14 BUILDER. MILBRANDT ARCHITECTS ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO ENGINEEPROJECT TITLE: TRUSS CALCULATIONS AND PLAN 3A REVISION-1: DRAWINGSRFOR ALL FURTHER INFORMATION.BUILDING PLAN DESIGNER/ENGINEER OF NON-TRUSS � 3A / GARAGE p DRAWP!BY: RESPONSIBLE FOR ALL S.BUILDING �(�` MRAGE RIGREVISION-2: TO TRUSS CONNECTIONS.BUILDING ECKED BY: DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION: SCALE: DESIGNS PRIOR TOCONSTRUCTON. + `c „ jl' , `,1, Ci3,1�i1ppN'' REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. .,R t 3T-0" N 11-9" jji2 ill ... 14, 111,4;111:611 rAi jc ji 2 \� % c J5 I�'� I Ilk\, ►��1_ cJs JB _I� Ilk � • J7 _I_ rimim JS J8 I 11 I J9 �, ! S'i sI I ,0 4 J10 I ll 11111111 ‘19 I J7 J8 _I-• VI ,_IJs J7 _I - _ 1 111'I� I _ �_ J4 / I J5 �� � ���I_ J3 J4 1�� �� �I\ I_ J2 J3 _I�iN ��, „A �'�I I_ J1 IIID 1 C Ahm.9 L _!IAL �� WiC�ri � � ,Y I 7 SUM am�.....� 1_• ��r 1 CONFORMS TO DESIGN • EPT P 1 ❑ CONFORMS TO DESIGN CONCEPT?I•@ QX CONFORMS TO DESIGN CONCEPT •i �. INFORMS TO DESIGN CONCERT WITH REVISIONS AS SHOWN -11 REVITIONS NOTID ., • •,_� ©NON CONFORMING REVISE&RESUBMIT ❑ NON CONFORMING REVISE AND RE ., 4 8'.4 3/4• THIS THE DESIGN KG HAS N Y REVIEWED FOR GENERAL CONFORMANCE R. • S WITH :HE RESEND CONCEPTOE ONLY ALIO TY F R NOT RELIEVE Hd H HE Alexia.ONE aa;= 9/zz/14 3R:ATOR;VENDOR OF RESPONSIBILITY FOR 3e ci DESIGN DRAWINGS AND SPECIFICATIONS Al Or WHICH RAVE PRIORITv }{ L$ A D C A R C l� T C C T$ OVER THIS SHOP DRAWING, CONTRACTEP.SHALL VERIFY ALL DIMENSIONS.' Bv: Todd R. Eaton Date: September 19 2014 ©Copyright CompuTrus Inc.2006 CT ENGINEERING INC ISSUE DATE: ABOVEPLACEMENT ONLY.REFER FOR O TRUSS :I So POLYGON NW ION-I: 14 TRUSS ALL FUR AND ENGINEERED STRUCTURAL FURTHER -, {# REVISION-1: DRAWINGS FOR ALL FURTHER PROJECT TITLE: INFORMATION BUILDINGri--'*,' mber PLAN 3ADESIGNER ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING ... DESIGNER/ENGINEERDAPOFRECORD TO REVIEW AND APPROVE OF ALL COMPANY. 3A / GARAGE LEF CHECKED BY: DESIGNS PRIOR TO CONSTRUCTION. Itt 'o- DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. K MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). ,.Jo I � 4t-.' ok 14V,, I In! c 5 b w�� ' Vis` ;' $ EXPIRES COM This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 14'- 2.0' ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' LUMBER SPECIFICATIONS#1&BTR SPACED 24.0" O.C.LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF notNOTEesign assumes moisture content does TC: 2x4 KDDF #1&BTR exceed lOb at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, Connector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M,M20HS,M18HS,M16 = MiTek MT series 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. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-01 7-01 T HM-4x4 3 ill 12 14.00 All 1111111 111 111 II N 12 14.00 11116k' M-3x4 0 v� M-3 x 4 �MMEMMEMEMMEMMEMMEMMEMMEMMEMMEMMEMMEMEMER o o� o 0 y y y 0-10 14-02 v 0 PROpe JOB NAME : POLYGON PLAN 3A NH - Al Scale: 0.3098 - `�` f3 11 ''' %,q WARNINGS: GENERAL NOTES,unless otherwise noted: '92!lPE 1"- 1.Builder and erection contractor should be advised of all General Notes 1.This building ompn Is based Applicability of on the adesign rameters shown and paremeters ands for an proper individual CC. " Truss: Al and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. s 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ar 1110.* 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(tC). �PGt y �` the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ vv ^V DATE: 9/4/2014 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. �����iiii �. SEQ. : 6049749 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, `,/^'t% }+ 14 n\ and are for"dry condition"of use. CJ design loads bes no controloto any over and assu4 6,Design assumes full bearing at all supports shown.Shim or wedge If ,. � TRANS I D: 407427 5.CompuTrus has no and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates s coincide be located tedt on both of truss,and placed so their center !ryq �7n 1111 II II VIII 11111111111 III VIII VIII 1111111111 III IIII IIII T CA In nc./ copies rwhich will ar furnished uponL)-E request. es. 9.Digits indicate size of plate in Inches. EXRI RES.1 2/31 1 2 01 rJ ` MiTek USA,Inc./CompuTrus of s Software furnished L)-E t0.For basic connector plate design values see ESR-1 311,ESR-1 988(MITek) 11 11111 This design prepared from computer input by PACIFIC LUMBER-BC 4 LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 HOF #18BTR LOAD DURATION INCREASE = 1,15 1-2=( -26) 80 1-7=(-100) 365 1.2=(-634) 160 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. WEBS: 2x4 KDDF STAND; 2-3=(-521) 200 7.6=( -60) 308 3.7=(-193) 231 2x6 KDDF #2 A LOADING 3-4=(-433) 255 7.4=(-255) 413 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-448) 261 7-5=(-228) 246 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-6=(-580) 193 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 0-00-00 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -75/ 585V -216/ 217H 5,50" 0.94 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11,0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C, ,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. M,M2OHSM2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01 MAX LL DEFL = -0.014" @ 3'- 2.7" Allowed = 0.650" T MAX TL CREEP DEFL = -0.028' @ 3'- 2.7" Allowed = 0,867° 1-05-091-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.005' @ 13'- 5,5" 12 12 14.00 M-4x6 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. 44.0" N AK Design conforms to main windforce-resisting III 1 system and components and cladding criteria. { Wind: 140 mph, h=22,8ft, 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. M-1.5x4 1 M-1.5x4 M-3x4 N ��� of- A o o/- ig, G22 * 7i 1M-3x8 M-3x8 M-3x4 .6 0 y y y 6-10 7-01 * y 13-11 ROirt JOB NAME : POLYGON PLAN 3A NH - A2 Scale: 0.2795 ,5� ��+1 ys, WARNINGS: GENERAL NOTES,unless otherwise noted: 44t,r "/i(p.7r -�` 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 #_9 ,,I E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+- incorporation of component is the responsibility of the building designer. .°" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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). 1lr!• DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ uM SEQ. : 60497504.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, qL ,,,,OREGON ��' non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, 7 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 40742 7 design loads be applied to any component. and are for"dry condition"of use. 6,Design assumes full bearing at all supports shown.Shim or wedge if 0 1 4 fabrication,handling,shipment and installation of components. necessary. 4/ht, 1;Y+ 6.This design is furnished subject to the!irritations set forth 2.Designlaesassumes adequate onne dthifac a is truss,provided.a. t�,p t L IIIIII II II VIII I I I IIII IIII VIII IIII IIII by 8 Plates shall be located both faces of and placed so their center r i i 1 TPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.For lbasic connectocate size rplf atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12.31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-00 :IDRER SUPPORTING 39.09.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF H1&BTR LOAD DURATIN INCREASE = 1,15 (Non-Rep) 1. 2=(-5618) 1256 I. 6=(-748) 3158 1. 2=(•5618) 1256 4. 8=( -606) 2842 i :1 BC: 2x6 KD(F N1&BTR 2- 3=(-3656) 934 6. 7=(•742) 3136 6. 2=( -580) 2708 4. 5=(•5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3. 4=(•3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x4 (DDF STUD A LL = 5 PSFGroundSnow (Pg) 4. 5=(-5648) 1264 8- 5=(-700) 33427- 3=(-1346) 5224TC UNIFLL( 50,0)+DL( ,0)= 64,0 PLF 0'- 0,0" TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0' 0.0" TO 13'• 11.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0,0" .1392/ 6i -2171 2188 5,50" 9,76 KD)F ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11,0" 13771 6101V 0/ OH 5,50" 9.76 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0,039" @ 6'- 10,0" Allowed = 0,650" 9" oc in 1 rows) throughout 2x4 top chords, MAX TL CREEP DEFL -0,078" @ 6'- 10,0" Allowed = 0,867" 7" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.010' @ 13'- 5.5" 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ, TL DEFL = 0,017" @ 13'- 5,5" 7 01 NOTE:Design assumes moisture content does 6 10 '1 not exceed 19b at time of manufacture, 3 07 08 3 02-08 3 02 08 3 10 OS ,' Design conforms to main windforce-resisting system and components and cladding criteria, M 4x6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 3: 0,1 4 0" load duration factor=l,6, P� Truss designed for wind loads in the plane of the truss only. �" 12 12 a 14.00 14,00 7 ,M4 x12 I o, M 1.5x4 M 1.5x4 cm _ o� ** til in�� mac® _ Ad lo 1 6 v 7 8 ._5 , M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 0 3-05-12 3-04-04 3-04-04 3-08-12 y y 13-11 5� t,0 PR 4Fe.619 JOB NAME : POLYGON PLAN 3A NH - A3 scale: 0,2495 ` llp '' /� WARNINGS: GENERAL NOTES,unless otherwise noted: y. �' ''�` +P it 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 Truss: A3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stebrt during construction 2.Design assumes the top and bottom chords to be laterally braced Cl a� po ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,.,+rias - ppp DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). —111111 CC DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON �( 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 60497 51 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 1 (�� �1_ design loads be applied to any component. and are for"dry condition"of use. T� 6.Design assumes full bearing at all supports shown.Shim or wedge If ` TRANS I D: 407427 5.C loads has no control over and assumes no responsibility for the necessary. Y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 114111111111111111 which furnished request. lines G de with joint center lines. MTe USA,lnc/CompUTrus Software6.6(1L)E Ugicof plate Digits rplte design values see ESR-1311,ESR-1988(MiTek) t EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 6'- 4.7" 4 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I(C 2012 MAX MEMBER )FORCES 41 (-4O7)C395,00 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C, 2-3=(-440) 490 4.5=(-584) 647 4-1=(-493) 490 2x4 KDDF #1&BTR A 2-3=( 0) 0 1.5=(-493) 490 LOADING 5-2=(-503) 451 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX HORZ SIG REQUIREDQ.IN. SPG AESA TOTALunSnow = 42.0 PSF LOCATIONS REACTIONS-68/ 387V 233/ACT334H 5I50" 0.62N (SPECIES)KDF ( 625 ConnectorATplateSPprefixTdesignators:O C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6 4.7" -269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANELTLLAL DEFLFLEC00I528"LIMITS:3'- 0 " Allowed 0.58= 0.568" AND BOTTOMTCHOOM RDHCHED CKIDEKED FORADSR PSF LIVE-LOAD. TONTLY. VE TOP MAX TC PANEL TL DEFL = -0.465" @ 3'- 1.3" Allowed = 0.852" 6-01 0-03-12 T MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" M-1.5x4 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. F Design conforms to main windforce•resisting system and components and cladding criteria, Wind: 140 mph, h=23.9ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 12 in the plane of the truss only. 14,00 v :t co A M-3x4 UMMINIMME ci 4.. EM ...5 -> M-1.5x4 M-3x4 y y 6-04-12 JOB NAME : POLYGON PLAN 3A NH - B2 > PRpr Scale: 0.3120 1 c5' WARNINGS: GENERAL NOTES,unless otherwise noted �r 71/. Vj.'3 Truss: 62 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 kr r�nnlrr��770 /PE F` and Warnings before construction commences, building component.Applicability of design parameters and proper -#^.7G f-G tel•~ 2.2.4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �"P 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: 9/4/2014 the overall structure is the responsibility of the building designer. continuousxImpactsheathing or such lateral b acing re uir d where s own+d g SEQ. : 6049752 4.No load should be appled to any component until after all bracing end 4.I stallationboftr ss Is the responsibility of the respective contractor. C). r r fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorroold environment, b. f/� TRANS I D: 40742 7 design loads be applied to any component. and are for"dry condition"of use. OREGON vJ 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 fabrication,handling,shipment and installation of components. necessary. '�' (a� •+�..�" 11111111111111111111111111111111 6.This design Is furnished subject to the limitations set forth Design assumes adequate boththiface Iso grossed. TPI/WTCA in BCSI,copies of which will be furnished upon request. S linesecoincide with jo nt ceeNinos s of truss,and placed so their center ,0 001��„ MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For Digits Indicate of plate Inhes. dcasizer plate design see ESR-1311,ESR-1988 (MiTeIn) EXPIRES,12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC IIIIIIIIIIIIII I8C 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TRUSS SPAN 6'- 4.7" 1.2=( -6) 124 671 5.2=(•461) 413 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1 2c(-489) 516 2-6=(•519) 523 TC: 2x4 KDDF q1&BTR SPACED 24.0" O.C, 3-4=( -20) 9 6.3=(-523) 482 BC: 2x4 KDDF H1&BTR WEBS: 2x4 KDDF STAND; LOADING 2x4 KDDF qt&BTR A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG ARE DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE REQUIR (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" 671 IONS 2541 IONS 5.50' 0.67 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. 6'• 4.7" 2921 415V 01 OH 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) OVERHANGS: 10.0" 0.0" M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked far nett 5 psfl uplift at 24 "oc spacing. vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L(180 MAX LL DEFL = -0.001" @ 0'-•10.0" Allowed = 0.083" Connector plate prefix designators: BOTTOM CHORD CHECKED FOA IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.519" @ 3'- 0.5" Allowed = 0.568" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHOAD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.458" @ 3'- 1.3" Allowed = 0.852" M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" 6 01 X12 MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" ,� NOTE:Design assumes moisture content does 12 h1-1,:.1,,:,,,12, -1"5x4 4 not exceed las at time of manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co iI A o rn M-3x4 0 01 IIIIIIIbIIIIIIII"._ 010 N� 5-� ._.6 -f M-1.5x4 M-3x4 > y ), 0-10 6-04-12 0 PRD es NAME : POLYGON PLAN 3A NH - B1 scale: °.29'9 ``` 1 °.• JOB 92 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This building design cois based Applicability of parameterson the shown and terr and f properrran individual p and Warnings before construction commences. Incorporationm of componentApplicis thety design par ofm the buildingndesigner. ailr Truss: B 1 2.2x4 compression web ng must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at '"as r A 3.in the temporary bracing to Insure s Additional ouring construction bracing 2'ntin and at ea10hin.such as ivply u sheathle b in ss racth C and/or de1rywallen/BC).y ` OREGON �� DES. BY• LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such di plywoodeR) .i n DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown+* ����-`T 1 4 2.0 ..4r 4.No load should be appeed to any component until after all bracing and 4.InstallationDeasumes trusses aof truss is the re to be used in a non-corrosive environment, �ty SE Q, : 6049753 fastenersarebe complete ad at no time should any loads greater than and are for"dry condition"of use. 'p! `' design loads has noaopcon to any over and assut 6.Design assumes full bearing at all supports shown.Shim or wedge if C'�ty ry i` TRANS I D: 407427 5.CompuTrus control and assumes no responsibility for the necessary. rl 4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the!irritations set forth by 8.Pnetes cshall nddbe located tent on bothliacfaces of truss,and placed so their center t I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITak SA,lnc./CompuT uswhich Software furnished 6.6(1 L)-E request. 9.Digits o ibalsic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 11114 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 2x6 KDDF #1&BTR T2, T3 ( 0) 95 2-14=(-1370) 492113. 5=( 0) 314 2- 3=(•5934) 1756 14.15=(-1373) 4918 3.15=( -376) 277 BC: 2x6 KDDF SS LOADING 3- 4=(-5598) 1909 15.16=(-1952) 5858 15- 4=( -448) 1733 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16-17=(-2061) 6145 15- 6=(-1751) 843 2x4 DF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(•4772) 1691 17.18=(•1952) 5858 6-16=( -54) 609 IC UNIF LL( 100.0)+DL( 28,0)= 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7=(•5999) 2204 18.19=(•1373) 4918 16- 7=( -320) 249 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)0 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-5999) 2204 19-12=(-1370) 4921 7-17=( -320) 249 BC LATERAL SUPPORT <= 12'OC, UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'• 0.0' V 8-10=(•4772) 1691 17- 8=( -54) 609 9-10=) 0) 0 8-18=(•1751) 843 TC CONC LL( 500,0)+DL( 140.0)= 640.0 LBS @ 12'• 0.0" 10.11=(-5598) 1909 10.18=( -448) 1733 NOTE: 2x4 BRACING AT 24"OC ION. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'• 0.0" 11.12=(-5934) 1756 18-11=1 •377) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=( 0) 95 11.19=( 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1035/ 3674V •167/ 167H 5.50" 5.88 KDDF625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'• 0.0" -1035/ 3674V 0/ OH 5.50" 5.88 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.303" @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.601" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017' @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 44'- 8,0" Allowed = 0.222" MAX HORIZ, LL DEFL = 0.106" @ 42'• 6.5" MAX HORIZ. TL DEFL = 0.175' @ 42'• 6.5" 0-06-11 0-06-11 NOTE:Design assumes moisture content does 1'1' 1`-'1' not exceed 19% at time of manufacture. 11-11-11 19-00-10 11-11-11 Design conforms to main windforce-resisting T T system and components and cladding criteria. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 T 12 T T 1'640# '( f '( ♦640# 1' T Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 I. M-7x8(S) 12 load durAll ation,factors1d, Cat.2, Exp.B, MWFRS(Dir), M-5x10 M-5x10 `,....17.00 .6, Truss designed for wind loads =M-4x4 0.25 =M-4x4 s9 6 y 8 in the plane of the truss only. e e q M-3x4 M-3x4 o M-4x12 \ \ -000 M 4x12 0 0 2 14 15 1 'f T j7 18 19 1 3 o o M-1"5x4 M-3x10 U.25" 0.25' M-3x10 M-1.5x4 0 =M-8x8(S) =M-8x8(S) 1, y y y 1, y y y y y 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 y y 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - Cl Scale: 0 1509 ,5`�``� („"�pR��``�ry , WARNINGS: GENERAL NOTES,unless otherwise noted: {Lt ”74//19 of-?'. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4 . T 92 0 SPE I Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+- incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at constructionDES. BY: LJ 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 000 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ ) 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 OREGON to SEQ. : 6049754fasteners re complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. t l N>k ,` TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. / +�J' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if fit, fabrication,handling,shipment and Installation of components. necessary. d. R`f S 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequatedooc drainage i of truss,provided. ��! L I IIIIII II II IIIA III VIII IIII IIII IIII IIII by 8.Plates shall be located on both faces of and placed so their center TPI/WiCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-Z9.0.For its basiicate size onnectorplate of le In inches. design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1116. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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) 95 2.14=(-824) 2487 3-14=(-142) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1109 14.15=(-691) 2324 14- 4=( -38) 317 WEBS: 2x4 KDDF STAND; 3- 4=(-2725) 1105 15.16=(•529) 2175 4-15=(-468) 356 2x4 DF STAND A LOADING 4- 5=(-2275) 1040 16-17=(-529) 2175 15- 5=(-300) 814 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-728) 2189 15. 7=(-457) 187 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 990 18-12=(-860) 2344 16- 7=( 0) 298 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 7- 9=(-1921) 990 7-17=(•457) 187 8- 9=( 0) 0 9-17=(-300) 814 LL = 25 PSF Ground Snow (Pg) 9.10=(-2275) 1040 17.10=(•468) 356 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(•2726) 1105 10.18=( -38) 317 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1109 18-11=(•142) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 95 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, OVERHANGS: 20.0" 20.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -315/ 1996V -225/ 225H 5.50" 3,19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 0.0" -315/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.152° @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0' Allowed = 0.222" 0-04-15 0-04-15 MAX HORIZ. LL DEFL = 0.074" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 15-11-11 11-00-10 15-11-11 f ' NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 5-06-05 5-06-05 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. .1' 1' T f T TT f T ' Design conforms to main windforce-resisting 1212 system and components and cladding criteria. M-4x6 M-4x6 X7.00 7 7.001/ 6 M 3x8 8 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) ,fk,sit (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. M-1,5x4 4\ M 1.5x4 1 \ , 0 0 o 2 14 15 16 'r 18 �`1 3 o o M-3x8 M-3x4 U•25" M-1.5x4 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) * * * * * * I 7-11 7-05-15 6-01 6-01 7-05-15 7-11 I y , I 1-08 43-00 1-08 R �` O O,t JOB NAME : POLYGON PLAN 3A NH - C2 Scale: 0.1533 11 w44 �c tJ7' .17 WARNINGS: GENERAL NOTES,unless otherwise noted: 4:' h FJ 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 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 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 �011W.. . DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengg�th by err po P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). CC DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGN ON� �t, 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. je. �, 1.c! SEQ. : 60497 55 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 fr design loads be applied to any component. and are far"dry condition"of use, c„J 14 �.. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.andarnecessary.sumac onfulbearing at all supports shown.Shim or wedge if �y b t fabrication,handlin shl ment end Installation of com onents, "'P r-1 I L 9, P P 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 I/WTCA In I,copies of ch will be knes coincide with joint center Ines. 1111111111111111111 Mire USA,Inc./CompuTrus s(Software 7.6.6(1 L)Z request. 10 Forib isiciconnectorof platete In Inches. design values see ESR-1311,ESR-1988(MiTek) , EXPIRES;12/31,'2815 IIIIIIIIIIIIII This design prepared from computer input by IFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF #1&BTRITRUSS SPAN 43'- 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 20MAX MEMBER1FORCES 00RJD3-14==1120 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2. 3=( 0) 95 4.15=)-- 95) 2500 4-14=(•-35) 177 2- 4=(-2739) 1470 15-16=) -995) 2338 14. 5=( -31) 317 LOADING 3- 4=(-2739) 1466 15.16=( -998) 2179 4-15=(-468) 276 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2289) 1417 16-17=( -998) 2179 15- 5=(-406) 830 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 18.12=(-1160) 2189 15- 7=(-470) 333 TOTAL LOAD = 42.0 PSF 5- 9=(-1934) 1287 10-12=(•1160) 2344 17. 7=( 0) 333 NOTE: 2x4 BRACING AT 24"OC UON. 7- 9=(-1934) 1287 7-17=(-477) 333 ALL FLAT TOP CHORDIAREAS NOT N. FORORED LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 0 7-10=(-469) 830 9.11=(-2749) 1417 10-18=(-43 ) 276 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1120(-2898) 1466 18.18=( -31) 3177 OVERHANGS: 20.0" 20.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11-120(-2898) 1469 18.11=(-125) 178 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12-13=( 0) 95 M-1.5x4 or equal at non-structural M-15x41 members atony. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: 08LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -469/ 1996V -228/ 228H5.50" 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 0.0" -469/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc JT 2, 12: Heel to plate corner = 2.25" !COND. 2: Design checked for net(•5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.204" @ 27'- 2.3" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'• 8.0' Allowed = 0,167" MAX TL CREEP DEFL = -0.021" @ 44'• 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5" 19-11-11 3-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" k 1c10-�1�4-00-08 5-03-08 5-00 T NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 4-00-08 12 1 T 5.03-04 not exceed 19% at time of manufacture. 6 I Design conforms to main windforce-resisting 7.00 V' 12 system and components and cladding criteria. M-4x6 `-‘,17.00M-3x8 M-4x6 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) 7 M-5x6(S)00 load duratioAll n factor=1.6 Cat .2, Exp.B, MWFRS(Dir), ^,. Truss designed for wind loads 0.25' in the plane of the truss only. 0.25" ?, 0 4 M-1.5x4 + + M-1.5x4 1 0 0 .%. w u IC--) w = 0 M-3x8 M-3x4 0.25"14 116 '(17 18 1 3 o M-1.5x4 0.25' M-3x4 M-3x8 0 y M-5�(S) y M-5x8(S) (S) J, > ), ; ), 7-11 7-05-15 6-01 6-01 7-05-15 7-11 1-08 43-00 ), y 1-08 JOB NAME : POLYGON PLAN 3A NH - C3 '�•i\t,o PRprk° Scale: 0.1407 cl;\ .t. 11! ��0 WARNINGS: GENERALNGTES,unlessothemArmnoted: J 741' et 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper v Q")iiii®r t. 1r 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. „" "if DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 is the responsibility of the erector.Additional permanent bracing of 2'n,c.and at 10'o.c.respectively unless braced throughout their length by ,a DATE: 9/4/2014 the overall structure is the responsibility of the buildingdesigner. con2x tinuctous us sheangin or suchlateral as plywood requiredrd when Cs and/or drywall(BC). r r ii r� 4.No load should be appbed to any component until after all bracing and 4.Installation ofhuss is the responsibility f the respective contractor. SEQ. : 604975 6 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 , OREGON TRANS I D: 40742 7 design loads be applied to any component. and are for"dry condition"of use. ild 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge If "/O '71` 2.00'1.1P"}� fabrication,handling,shipment and Installation of components. necessary. /}jr�_ f- 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. k.. }` ` pp 111111111011111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. quest. B Platesnoscoincide with joint on can err liner9.Digitss of truss,and placed so their center 4 b MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic conn dor e of desiglate in n values see ESR-1311,ESN-1988 plate9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 43'- 0.0" I80 2012:1e...1_ MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 23456789111-2806 2744 110=(•2196) 10580 10. 2o(-1340) 5912 14. 7=(-438) 294 TC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2- 6774) 1374 1011=(-2092) 10118 2-11=(•4860) 1190 7-15=( 0) 302 BC: 2x4 KDDF k16BTR; 3- 4012) 820 1112=(•1016) 5698 11. 3=( -522) 2698 2x8 KDDF STABTR B1 LOADING 4. 2656) 814 1213=( •436) 3336 3-12o(-2796) 688 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 2658) 792 1314=( •424) 2662 12- 4=( -286) 1690 2x4 DF STAND A; DL ON BOTTOM CHORD = 10.0 PSF 6. 3204) 878 1415=( •662) 3028 4-13=(-1854) 498 2x6 KDDF q2 B TOTAL LOAD = 42.0 PSF 7. 3704) 924 15 8=( -660) 3030 13- 5=( -482) 2182 g- 0) 94 13- 6=( -836) 518 6-14=( -78) 464 TC LATERAL SUPPORT <= 12"OC. EON. LL = 25 PSF Ground Snow (Pg) BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" ADDL: BC CONC LL+DL= 6101.0 LBS P 3'- 3,0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AR OVERHANGS: 0.0" 20.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" 1732 8066V -304/ 2936 5.50" 12.90 KDDF ( 625) Connector plate prefix designators: 43'- 0.0" •446/ 2428V 0/ OH 5.50" 3.89 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THEEBOTTOMACHORDADEAD(LOADPISIAIMINIMUM OF2102PSF. M,M20HS,M18HS,M16 = MiTek MT series checked for netl-5 gsfj uplift at 24 'oc spacing. JT 1: Heel to plate corner = 2.50" ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = 0.108" @ 14'- 4.2" Allowed = 2.104" **HANGER BY OTHERS TO APPLY 9' oc >n 1 rows) throughout 2x4 top chords, MAX TCREEP DEFL = -0.332" @ 14'- 4.2" Allowed = 2.806" CONC. LOADS) EQUALLY TO ALL MEMBERS. 9" oc in 2 rows) throughout 2x8 bottom chords, MAX LL DEFL = -0.004' @ 44'- 8,0" Allowed = 0.167" 9' oc in 1 rows) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.005' @ 44'- 8,0" Allowed = 0.222" 9" oc in 2 rows) throughout 2x6 webs, 9" oc in 1 rows) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.039" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.100" @ 42'- 6.5" NOTE:Design assumes moisture content does 21 06 not exceed 1GAs at time of manufacture, 21-06 � '( 6 10-04 7-00 05 7-00-05 7-05 06 Design conforms to main windforce-resisting 7 00 T T T T '' system and components and cladding criteria, 12 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 M-4x6 Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 / load duration factor=l.6, 4.0° Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) 1 M-5x6(S) 0.25" 0.25" z o f +I M3x4 M-3x6 M-3x10 0 o M-4x12 �� _\ o ���II�Y--Es� 2 13 15 C) 1 M-4x12 ld•25" b.25" M-3x8 0.254 M 1.5x4 M 3x6 0 o 581yy =M-10x10(S) M-5x6(S) M-5x6(S) 561014 y y y y y y y y 3-03 4-01-03 7-00 7-01-12 12 7 03 13 6 10 09 7-03-10 1-08 ��� t0 PR Op,_ F iS,S 43 00 JOB NAME : POLYGON PLAN 3A NH - C4 GIRD scala: D.,386 kr rr��� /1J �� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . t"of''92 1.Builder and erection contractor should be advised of all General Notes 1.buildingsdesign nis baseedt.Applicabilityhe of parameters shown and d i pforr an individual Truss: C4 GIRD and Warnings before bracing commences. Incorporation of component Is the responsibility of the building 2.2x4 compression web must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced designer. ,,,e MAW- 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by /' " DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � � �t� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ „tf W 4.No load should be applied to any component until after all bracing and 4.5.DesignInstallation assumes trusses are responsibilityruss is the o beusedtoo a respective sivc environment, L/,n, '7 k'' .�4 2„Q- to:V. SEQ. : 60497 57 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use. c3yT design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If `s TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the necessary. RIO - 8. handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the invitations set forth by 8.Plates shall be located on both faces of truss,andp laced so their center ` TPIIWTCA in SCSI.copies which will be furnished upon request, lines coincide with joint center noes. 11111111111111111111111111111111111111111119.Fr Digits indicateinsize of atetdesign valuesee. EXPIRES:12/31/2015 MiTek USA,IB C./Comps offw Software be furnished 10.For basic connector plate design see ESR-1311,ESR-1988(MiTeW i IIIIIIIMill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 95 9-10=(-181) 1564 1. 9=( -96) 75 5-13=(-128) 612 BC: 2x4 KODF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 3-2- 3=(-1827) 467 10.11=(•203) 1780 9- 2=(-2070) 419 13- 6=(-303) 234 4=(-1877) 566 11.12=(-153) 1418 2-10=( 0) 482 LOADING 4- 5=(-2009) 580 12-13=(-226) 1843 10. 3=( -296) 107 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2596) 595 13- 7=(-361) 2200 3-11=( •383) 293 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2725) 514 11- 4=( -181) 783 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 4.12=( -244) 1087 OVERHANGS: 0.0" 20.0" 12. 5=( -724) 347 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (SPECIES) LOCATIONS REACTIONS REACTIONS SIZE MIN.C,CN,CI8,CN18 (or no prefix] = CompuTrus, Inc THELIVEBOTTOMLOADACHORD DEAD( LT OADPISIAIMINIMUMBOF2102PSF. 39'- 9.0" -339/ 1873V 340/ 29OHH 5.50" 3.00 KDDF ( 625 625)M,M2OHS,M18HS,M16 = MiTek MT series JT 7: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,120" @ 25'- 4,8" Allowed = 1.942" MAX TL CREEP DEFL = -0.232" @ 25'- 4.8" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.055" @ 39'• 3.5° MAX HORIZ. TL DEFL = 0.087" @ 39'- 3.5" 18-03 21-06 1' NOTE:Design assumes moisture content does 4-01-03 7-00-14 7-00-14 7-00-14 7-00-14 7-04-03 not exceed 19% at time of manufacture. 12 'I Design conforms to main windforce-resisting M-4x6 12 system and components and cladding criteria. 7.00 / Q 7.00 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 fin' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;\ load duration factor=1.6, M 5X8(S) Truss designed for wind loads M-5x8(S) in the plane of the truss only. 0.25" 0.25" M-3x6 M-1,5x4 M-1.5x41001AOK .., o� o iiiihh, . o M-3x6 M-3x4 b1.25" 0.251' M-3x4 M-3x6 9.. 10137 o y y M-5x6(S) (S ) M-5x6(S) y y )- , 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 39-09 y y 1-08 JOB NAME : POLYGON PLAN 3A NH - C5 Scale: 0.1507 ��"� � ►�Rat�7ps , WARNINGS: GENERAL NOTES,unless otherwise noted: 4wS? �h $ 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 '9 ` PE C.- Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. +" DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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. ,,/"r+f ! DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) 61 CC 4.No load should be appfied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� Qj �'`(� � t..- SEQ. : 6049758 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, "7-1), 7 `tf design loads be applied to any component. and are for"dry condition"of use. /y e� TRANS I D: 407427 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 c t L 1y fabrication,handling,shipment and installation of components. necessary. 0 - 6.This design is furnished subject to the Wnitations set forth 7.Design assumes adequateaodrainage is provided. /IRO' 111111111111111111111111 by 8 Plates shall be located on both faces of truss,and placed so their center R 5 TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.For rts basicicate size connectorof plalate In inches. te design values see ESR-1311,ESR-1996(MiTek) EXPIRES:12/31/2015 i 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 618 12.13=(-180) 254 12- 1=(-1606) 573 17- 9=(-136) 131 SPACED 24.0" 0.C. 2- 3=(-1865) 771 13.14=(-424) 1643 1.13=( •489) 1574 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 14.15=(-538) 1865 13- 2=1 -423) 254 WEBS: 2x4 KDOf STAND LOADING 3- 5=(-1520) 706 15.16=(-538) 1865 2-14=( -98) 107 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1722) 757 16.17=(•559) 1993 14- 3=( -169) 612 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 0 17.10=(-643) 2163 14- 5=( -647) 258 TOTAL LOAD = 42.0 PSF 7- 8=(-2045) 829 15- 5=( 0) 316 8- 9=(-2509) 831 5.16=( -318) 175 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSP Ground Snow (Pg) 9.10=(-2678) 828 7-16=( •189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 95 16- 8=( -484) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural0'- 0.0" -393/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) vertical members (uon). 39'- 9.0" -458/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) ** For hanger specs. - See approved plans (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M2OHS,MI8HS (16 no iTkprefix) = riesuTrus, Inc MAX LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.942" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589° JT 10: Heel to plate corner = 2.50" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.049" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.081° @ 39'- 3.5' 16-08 11 f 3-00 05 20-00 T NOTE:Design assumes moisture content does 6-03-10 6-00-02 4-00-08 T k 10-12 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 4 1-0 .iiM-4x4+ Design conforms to main windforce-resisting M-3x4+ system and components and cladding criteria. Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x8 load duration factor=1.6, 12 5 7 Truss designed for wind loads • 7.00 '" in the plane of the truss only. M-5X6(S) 12 8-2.504 or equal at non-structural diagonal inlets. 0.25" J7.00 M-3x4 4 \* /m-1.5x4 M-3x6 + 0 0 N/_ .( 6 8 17 . 1 o 12 M° 13 1$ -1.5x4 M-3x8 •25" M-1.5x4 0.25' M-3x4 M-3x6 M-5x8(S) M-5x8(S) y y J, 1, ), 1, y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 J, , ,) 39-09 1-08 Q PROi . JOB NAME : POLYGON PLAN 3A NH - C6 Scale: 0.1689 CI I ' ` 1( 11 ' s WARNINGS: GENERAL NOTES,unless otherwise noted: ' .792401P44 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual CCTruss: C6and Warnings before construcOon commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+ incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �, 2'o.c,and at 10'o.c.respectively unless braced throughout their leng9th by ,�r"�;r � DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C)REGON �1/ M. 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. tX ,� SEQ. : 6049759 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /..., *Pp.., y 1 4, '-p� e• 6.Design assumes full bearing at all supports shown.Shim or wedge if A TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the necessary. `�. fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ines th joint center lines, 11111411111111111111 M Te USA,lnCl/WTCA in JCompuT us which Software 7.6.6)1 L)E request. 0.IFForr basic coincide onnector plalate in inches. te design values see ESR-1311,ESR-1888(MITek) 9.Digits EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 513 12-13=(-179) 253 12- 1=(-1606) 485 17- 9=(-142) 138 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1865) 636 13-14=(-330) 1619 1.13=( -393) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14.15=(-409) 1833 13- 2=( -423) 220 LOADING 3- 5=(-1519) 599 15.16=(-409) 1833 2-14=( -131) 115 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1742) 671 16-17=(-476) 1993 14- 3=( -176) 611 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-10=(-565) 2163 14- 5=( -651) 238 TOTAL LOAD = 42.0 PSF 7- 8=(-2069) 730 15- 5=( 0) 316 8- 9=(-2531) 737 5.16=( -298) 103 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2685) 735 7-16=( -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 95 16- 8=( -482) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=) 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -310/ 1656V -261/ 207H 5.50" 2,65 KDDF ( 625) Connector plate prefix designators: 39'- 9.0" -409/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICON. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) JT 10: Heel to plate corner = 2.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.111" @ 23'- 11.3" Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ, LL DEFL = 0.048" @ 39'- 3.5" 12-08-11 7-00-05 20-00 MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" 6-03-10 6-00-02 0-04-15� 5-06-05 T-0 T 4-05-04 5-03-08 5-00 5-03-04 notE xceedn assumes moisture content does not exceed 19% at time of manufacture. 12 M-1.5x4+ " HM-4x4+ 12 Design conforms to main windforce-resisting 7.00 v 1I7 DD system and components and cladding criteria. M-4x6 M-3x4+®!7` M 4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y� load duration factor=l.6, '� Truss designed for wind loads N in the plane of the truss only. M-5X6($) M-2.5x4 or equal at non-structural diagonal inlets. M-3x40.25" if ,M-1.5x4 M-3x6 co"- I o _ 70 0 c�, 2" 73 1krA �.., M 1.5x4 M-3x8 $•25° M-1755x4 0,256 17 -1r 1 Li?. M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) J, y J, y ), J, y J, 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 39-09 y y 1-08 JOB NAME : POLYGON PLAN 3A NH - C7 A RR° ss Scale: 0,1689 '''.774//r �/[NJygyp /q 11111, NGS: GENERAL NOTES,unless otherwise noted: Lt,/ v 2 / f .gyp ilder 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 r . ;9`2.OPE {Truss: C7 Warnings before construction commences. building component.Applicability of design parameters and proper compression web bredng must be installed where shown+, Incorporation of component Is the responsibility of the building designer.DES. BY: LJ itional temporary bracing to insure stabitty during construction2.Design assumes the top and bottom cho ds to be lateraly braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length ,�he responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC)y / CC DATE: 9/4/2014 overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�/1load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '� OREGON WSEQ. : 6049760 teners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4� �� 0'1XTRANS ID: 407427 ign loads be applied to any component, 6. and ar assumes osdbearin f use,supuTrus has no control over and assumes no responsibility for theDg g pports shown.Shim or wedge If t);rication,handling,shipment and Instellatlon of components. necessary. Q`s design Is furnished subject to the N are Ins set forth b 7.Design assumes adequate drainage Is provided. t7`i �,.IIIII IIIII IIIIVIIIVIII IIIVIIIIIIIIIII r B.Pleeconcil ee ith Join an n er faess of truss,end placed so their centerIl LIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 9.k USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribats sicicate size connectorof plalate in inches. des gn 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 39'- 9.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2. 9=(•221) 217 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2- 3=(•2340) 553 9.10=(•229) 1924 9- 3=) -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10.11=(•241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•2635) 532 5.11=( -28) 530 TOTAL LOAD = 42,0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ** For hanger specs. See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) C,CN,C18,C18 (or no prefix) CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.0 39'- 9.0' -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M20HS,M18HS,M16 = MiTek MT series (COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9,0" Allowed = 1,942" MAX TL CREEP DEFL = •0.250" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017' @ 41'- 5.0" Allowed = 0.167° MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098' @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does .j' not exceed 19%s at time of manufacture. 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 Design conforms to main windforce-resisting T T system and components and cladding criteria. 12 12 7.00 M-4x6 7.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights),n fEnclosed, Cat,2, Exp.B, MWFRS(Dir), lor=1.6, 4 Truss designed for wind loads .\ in the plane of the truss only. 3.1 M-5x6(5) 0.25" 0.25" M 5x6(S) 0 +t M-1.5x4 M•1.5x4 \/ \ .+ +. cmM-5x6 0 o r **+' 9 1 n T 11 + o ` 0 1 M-3x4 U.25" M-3x4 M•3x6 0 M-5x8(S) * * * * * * 9-10-10 9-10-06 9-10-06 10-01-10 y y 39-09 1-08 5� O P Ope JOB NAME : POLYGON PLAN 3A NH - C8 scale: 0,1549 �. 414 7 WARNINGS: GENERAL NOTES,unless otherwise noted: Q' !C920'PC. r- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,,M C8 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r^ ,/,„"_„rf"'f Truss: Incorporation of component Is the responslbtty of the building designer. i M 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughovl their len@@t�h by /+�Imrr 0 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). CC DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SEQ. 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. S E Q. : 6049761 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, 40 !t `�1 and are for"dry condition"of use. L/10 14 Q� 4' design loads hasbe no controlin to any components6.Design assumes full beating at all supports shown.Shim or wedge If �». t1 TRANS I D: 407427 5.CompuTrus no over and assumes no responsibility for the necessary. FiR`k.•\.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 III I I I I VIII VIII VIII IIII IIII Jwhich will be request size M Te USA,Inc./CompuTrus us SoftWare 7.6.6(1L)E lines of connector plate design values see ESR-1311,ESR-19118(MiTek) EXPIRES:12/31/2015 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR - 3=(-2340) 554 1- 9=(-229) 2238 2- 3=(•23 ) 217 WEBS: 2x4 KDDF STAND SPACED 24.0^ O.C. 2- 9 3=(-2340) 553 9-10=(-229) 1924 9- 3=( -37) 492 3- 4=(-1694) 504 10.11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(•312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5-11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0° LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conner 8,CN18 (or no prefix) CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0' 331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinaj VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250' @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017' @ 41'- 5.0" Allowed = 0,167" MAX TL CREEP DEFL = -0.021" @ 41'• 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5' 19-09 20-00 NOTE:Design assumes moisture content does .' T not exceed 19% at time of manufacture. T 6-06-10 T 6-06-05 T 6-08-01 T 6-08-01 T 6-06-05 6 09-10 f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 1 . M-4x6 -J7 00 Wind: 140 mph, h=25,1ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4,0' (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 4 ,(--4' load duration factor=1.6, :'\ Truss designed for wind loads M-5x6(S) M-5X6(S) in the plane of the truss only. 0.25" 0.25" 0 o0 M-1.5x4 M-1.5x4 \ . M-5x6 0 0 g-' 4' r i** g 1 'r 11 ~\: o 8 0 M-3x4 .25" M-3x4 M-3x6 0 M-5x8(S) > y ,1 y y y 9-10-10 9-10-06 9-10-06 10-01-10 y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C9 Scale: 0.1549 ��� (�+� yy(��`��,, WARNINGS: GENERAL NOTES,unless otherwise noted: 44 �-y r.��x`+ r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .92 0 0 P E 1� Truss: C9 and warnings before construction commences, building component.Applicability of design parameters and proper Ally 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r DATE: 9/4/2014 responsibilitybuilding g continuous sheathing such as plywood required ing(TC)and/or drywall BC. the overall structure Is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing where shown++ ( ) • it SSEQ.C�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. '7' OREGON o. E Q. : 6049762 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `-"..> �f c;3\ .4,.'s• TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. ,hh 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 SJ 1 4, 7. �� fabrication,handling,shipment and installation of components. necessary. A� � `f S' 7.Design assumes adequate drainage Is provided. '�'! RIO - 7.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII II I II II I I I VIII IIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coinddewith joint center Ines. 8.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1-10=(-363) 2159 2-10=(-240) 228 6.14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(•2350) 575 10.11=(-226) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3-11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13.14=(-366) 2382 11. 4=(-118) 665 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2238) 528 14-15=(-625) 3139 11.13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12-13=( 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(•659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V -282/ 271H 5.50" 2.67 KDDF ( 625) ** For hanger specs. - See approved plans 39'- 9.0" -319/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" T '1 T MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 f 1' T T - T - "( NOTE:Design assumes moisture content does 12 t2 not exceed 19% at time of manufacture. 7.00 L- M-4x6 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 5X6(5) \ (AllHeghts), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load factor=1.6, M-1.5x4 Truss designed for wind loads 0.25" in the plane of the truss only. ,o. M-5x6(S) 0.25" M-1.5x4 s //AIL M-3x6 o M-5x6 wx � ` M-4x8 0 es, -- AGA 13 t` 14 15,f; `i, 117 o *r M 3x4 1 t� 12 o M-3x4 M-5x6 e 0 .25" M-1.5x4 0 c, M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 J., y y 1, )- ), 1- 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-01 y , y 25-03-08 12-00 2-05-081-08, 39-09 ),1-08 0 PROF NAME : POLYGON PLAN 3A NH - C10 Scale: 0.1458 l? WARNINGS, GENERAL NOTES,unless otherwise noted: 414 (�4/r/-t/p r- /fp 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' a Jwr L I- Truss: Cl 0 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+• incorporation of component Is the responsiblhty of the building designer. 3.Additional temporary bracing to Insure staMhty during construction 2.Design assumes the top and bottom chords to be laterally braced at rl/ , DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by /G�wf a po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q EGO �f: 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 4, SEQ. : 6049763 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 design loads be applied to any component. and are for"dry condition"of use. �y/6�-1)' 1 4 °� TRANS I D: 407427 5.CompuTrus has no control over and assumes na responsibility for fhe 6.nDe esn se ssumes full bearing at all supports shown.Shim or wedge if RI ii fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. R t-'tI;Lk- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII I I I VIII IIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. t1 MiTek USA,IDC./CompuTrunSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201.5 1111IIID) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1.10=(-363) 2159 2-10=(-240) 228 6-14=( 0) 379 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-2350) 575 10-11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3-11=(-723) 280 7-15=(-172) 1133 LOADING 4- 5=(-2236) 686 13.14=(-366) 2382 11- 4=(-118) 665 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12-13=1 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V -282/ 271H 5.50" 2,67 KDDF ( 625) 39'- 9.0" -319/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND, 2: Design checked for net(-5 psi) uplift at 24 'on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0,167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0,097" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5" -) T T NOTE:Design assumes moisture content does 12 t2 not exceed 19k at time of manufacture. 7.00 V M-4x6 7,00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 144% Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) 1 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0.25" M 1.5x4 Trinuss thedplaneeofned for thewind trussoads only. 4 + M-5x6(S) M-1.5x4 11/r 0.25" + +t M-3x6 M 5x6 - 1* M-4x8 0 AA +13 n 14 15 * �� to o *ti M-3x4 14.25" M-1125x4 o M-3x4 M- 5x6 *8 • 0 M-5x10(S) M-6x8 **2X WEDGE 3.751 W/(2) M-3X4 TYP. 12 y ), ), y y y y y 9-09-12 9-09-08 5-06-08 y 6-04-12 5-09 , -05-08 , y 25-03-08 12-00 2-05-0$1-08, 39-09 yy1-08 0 PROP JOB NAME : POLYGON PLAN 3A NH - D4 Scale: 0.1456 . N1E. `�Ad WARNINGS: GENERAL NOTES,unless otherwise noted: �iJ � "!f 1[�tr. ep. 1.Budder 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 92 s 1r C E { Truss: D4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y the overall structure is the responsibility Additional of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall C. ,,,.....„Altie 0.4.601p,' DATE: 9/4/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ w /,�, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 °REG°N W SEQ. : 6049764 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, ��� 0 tx TRANS I D: 407427 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 14 „�, fabrication,handling,shipment and installation of components. necessary. j��r 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequate onne bothdrhifage istrus,provided. 'j `�,,, IIIIII II I VIII I I I II II IIII IIII IIII IIII 8 Plates shall be located faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late In Inches. 10.Forits indicate size basic connector plf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-11°) -723) 2220 3.11.(-277) 317 15- 8=(-759) 446 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2- 3=(-2645) 1052 11.12=( -519) 1854 11- 4=(-148) 595 8.16=(-375) 1140 WEBS: 2x4 KDDF STAND 3- 4=(-2411) 1085 12.13=) -17) 58 4.12=(-746) 494 LOADING 4- 5=(-1716) 927 14-15=( -787) 2401 12- 5=(-264) 680 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 1242 15-16=(-1225) 3159 12-14=(-215) 1329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2259) 1030 16- 9=(-1363) 3549 5.14=(-678) 1130 TOTAL LOAD = 42.0 PSF 7- 8=(-2872) 1117 13.14=( 0) 68 OVERHANGS: 20.0" 20.0" 8- 9=(-4312) 1661 14- 6=(-399) 454 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 95 14- 7=(-659) 316 Connector plate prefix designators: 7.15=( 0) 380 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIOS 31REACTIONS ONS 28 REACTIONS SS IZE"ZE SO.IN KDDF( PECIES) 0'-40'- 0.0" -318/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 Oaf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.190" @ 25'- 5.6" Allowed = 1,954" MAX TL CREEP DEFL = -0.339" @ 25'- 5.6" Allowed = 2.606" MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 20-00 20 00 / MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 7-06-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-011 MAX HORIZ. LL DEFL = 0,098" @ 39'- 6.5' T f ' ' ' '1' '1' 1' MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 NOTE:Design assumes moisture content does M-4x6 7,00 not exceed 19% at time of manufacture. 5 4.0" Design conforms to main win dforce-resisting �\ system and components and cladding criteria. 12 M-5x6(S) Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7,00 / 0.25" load duration factor=l.6, Truss designed for wind loads tl.• M-5x6(5) in the plane of the truss only. 0.25" M-1.5x4 M-3x6 o M-4x8 0 2 -"P =,ice. dior`w 14 r 15 16 .ao�-r o ', ...f--3 11 t�.25" 13 M-6x8 o M-3x4 M 5X6 e D 8 o -3x6 M-3x4 M-5x10(S) M-1.5x4 ..2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y y y y y > y y y 10-00-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-0@ y1-08y 25-06-08 12-00 2-05-0yy8 , 1-08 40-00 1-08 -.. <', � � RRO � JOB NAME : POLYGON PLAN 3A NH - D3 Scale: 0.1407 ° /!Cp �'*117"" WARNINGS: GENERAL NOTES,unless otherwise noted: I,� *920 o r1 E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,/ Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper d 4/Cf 2.204 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. Je'tr" 3.Additional temporary bracing to insure staNlity during construction 2.Design assumes the tap and bottom chords to be laterally braced at r� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their len th by rr Imtn' . po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � �(� � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibitiy of the respective contractor. Qr `M SEQ. : 6049765 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. !c•,r 1 4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge Ifnr t fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. �)}"-`` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideintwithzJoint center Ines. 9.Digitssndsize of tplate in inches.e. 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 III IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-15=(-1026) 2239 15- 3=( 0) 223 11-23=( -37) 287 2x6 KDDF ki&BTR T3 SPACED 24.0" 0.C. 2- 3=(-2739) 1391 15.16=(-1028) 2237 3-16=) -312) 191 23.12=(-820) 473 BC: 2x6 KDDF #1&BTR 3- 4=(-2372) 1386 16-17=(-1089) 2305 16- 4=( -423) 852 12-24=(-556) 1228 WEBS: 204 KDDF STAND; LOADING 4- 5=(-1966) 1253 17.18=(-1158) 2463 16- 5=( -653) 423 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18-20=( -48) 98 5.17=( -53) 325 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2318) 1470 20-21=( 0) 0 17- 7=( -312) 127 TC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 7- 9=(-2553) 1595 19.22=(-1283) 2557 1B- 7=( -183) 195 BC LATERAL SUPPORT <= 12"OC. UON. 8-10=( 0) 0 22-23=(-1248) 2558 1B-19=(-1117) 2383 LL = 25 PSF Ground Snow (Pg) 9.10=(-2171) 1350 23-24=(-1710) 3371 7-19=( -182) 187 10-11=(-2583) 1506 24.13=(-1918) 3809 20-19=( 0) 87 NOTE: 2x4 BRACING AT 24"01 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3030) 1596 19- 9=( -42) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-4554) 2302 9-22=( -689) 454 13-14=( 0) 95 10-22=( -491) 985 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.11=1 -471) 264 OVERHANGS: 20.0' 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) vertical members (uon). 0'- 0.0" -424/ 1870V -169/ 169H 5.50" 2.99 KDDF ( 625) Connector plate prefix designators: 40'• 0.0" -424/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 8-00 10 15 11-11 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 5-05 0-04-08 4-10-12 3-10 03 4-03-14 T MAX LL DEFL = 0.204" @ 24'- 7.3" Allowed = 1.954" MAX TL CREEP DEFL = -0.319" @ 24'- 7.3" Allowed = 2.606" 5-11-12 T f 3-10 if f 0-04-04 4-03 14 2-Og if T T MAX LL DEFL = -0.017' @ 41'- 8.0" Allowed = 0.167" ,f ,f f MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0,222" f f ,f ,f,f ,f , 11-09-08 11-09-08 MAX HORIZ. TL DEFL = 0.1134" @ 39'- 6.5" 12 M-3x4 :-3x4 12 NOTE:Design assumes moisture content does 7.00 V 7.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4X6 M-3x8 M-4X6 7 9 0 M-5X6(S) system and components and cladding criteria. M-5X6(5) * T3/ , Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0,25" 1 load duration factor=1,6, Truss designed for wind loads '� in the plane of the truss only. M-3x6 2 X\19o ��gi M-3x8 0 ho' o •I '. 15 16 17 18 20 2I1 �M 3x8 M 3x4 23 24 '"1 4 o CD M-3x10 M-1"5x4 b6.25" M-3x4 M-6x8 M-7x8 o M-6x8 0 M-7x8(S) M-1.5x4 **2X WEDGE W/(2) M-3X4 TYP. 3.75 12 y y y y y 0-11104 k ), > y y y 5-10 5-05 4-03-04 4-01-08 4-11-08 ,, 3-02-07 4-05-10 4-03-14 2-05-08 , 1-08, 24-09 , , 12-09-08 2-05-08-08 y y 25-06-08 0-09-08 14-05-08 , , 1-08 40-00 1-08 ROp JOB NAME : POLYGON PLAN 3A NH - D2 Scale: 0 1406 ,�'c ° ��+ e`s,�, WARNINGS: GENERAL NOTES,unless otherwise noted �t •' �#/! ' i. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4',' 1492®0 PE 1' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsldlity of the building designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 4No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ^'! OREGON (10.SEQ. : 60497 66 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, .. \tX 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. 6 / ry .Design assumes full bearing at all supports shown.Shim or wedge if 6 14 c- - 7.Design assumes adequate drainage Is provided. 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 111101111 I 111111 ILII VIII ILII ILIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 11E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2-15=(-1208) 4537 15- 3=( 0) 333 11-23=( 0) 448 2x6 KDDF H18.BTR T2 2- 3=(-5477) 1562 15-16=(-1211) 4534 3.16=( -395) 270 23.12=(-1347) 230 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5115) 1716 16.17=("1618) 5102 16- 4=1 -409) 1586 12.24=( -508) 2413 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17.18=(-1732) 5404 16- 6=(-1445) 678 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 12'- 0.0" V 4- 6=(-4352) 1523 18-20=( -56) 173 6.17=( "101) 563 2x4 KDDF #1&BTR B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=("5127) 1866 20.21=( 0) 0 17- 7=( -535) 238 2x4 KDDF STUD C TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0" TO 40'- 0.0" V 7- 8=(-5651) 2044 19-22=(-1806) 5657 18- 7=( -421) 326 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8-10=(-4805) 1657 22-23=(-1456) 5291 11.19=(-1687) 5270 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 0 23-24=(-1675) 6627 7.19=( -124) 377 BC LATERAL SUPPORT <= 12"OC. UON, TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-11=(-5607) 1876 24-13=(-1873) 7487 20.19=( 0) 130 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 28'- 0.0" 11-12=(-6195) 1825 19. 8=( -59) 507 12-13=(-8925) 2330 8-22=(-1522) 727 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( 0) 95 10-22=( -501) 1848 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22.11=( -572) 273 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -930/ 3422V -166/ 166H 5.50" 5,48 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -930/ 3422V 0/ OH 5,50" 5.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,816 = MiTek MT series !COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8,0" Allowed = 0.167' MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.317" @ 24'- 7.3" Allowed = 1.954" 0-06-14 0-06-14 MAX TL CREEP DEFL = -0.630" @ 24'- 7.3" Allowed = 2.606" MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" r� MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 11-11-11 16-00-10 11-11-11 f MAX HORIZ. LL DEFL = 0.159' @ 39'- 6.5' 5-11-12 5-05 3-03-014-03-04 5-033-03-05 4-03-14 4-03-14 4-03-14 , 2-09 T MAX HORIZ. TL DEFL = 0.263' @ 39'- 6.5" 6404 640# NOTE:Design assumes moisture content does 11-09 08 � 11-09-08 not exceed 19% at time of manufacture. 12 M-4 12Design conforms to main windforce-resisting M- x4 M-3x8 M- X4 M-5x10 12 system and components and cladding criteria. 7.00 / 12�7 ` '..-----.1 7.00 Wind: 140 mph, h=22"1ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 1 load duration factor=1.6, + Truss designed for wind loads + A in the plane of the truss only. /004 .. M-4x8 o M-4x10 _ M18HS 3x18 0 .g T Da4x8 rn .e, All es ' Nl r` 22 23 24 �- o 2 1s 6 17 18 o Zz11 QM-3x8 =M-4x4 1 4 q o M-1.5x4 0.25" M-3x4 M-6x8 M-ixto O M18HS-7x14 0 M 1.5x4 *+2X WEDGE M-7x8(S) W/(2) M"3X4 TYP. 3,75 C - 12 y y y y y 0-113,04 y y y ) > y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 3-05-0� 1.08> 24-09 ), /, y 12.09 08 2-05-1 25-06-08 0-09-08 14-05-08 y y y y 1-08 40-00 1-08 ,g„O PR 04 JOB NAME : POLYGON PLAN 3A NH - D1 Scale: 0.1305 \ 4 5� WARNINGS: GENERAL NOTES,unless otherwise noted: 44, 17 �' ± 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 WOOF N1&BTA LOAD DURATION INCREASE = 1,15 1-2=( -3) 118 5.6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. 2-3=(-139) 0 127 06-3=(-150) WEBS: 2x4 KDDF STAND 3-4= ) 157 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0,0" -55/ 442V -110/ 156H 5,50" 0,71 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,017" @ -1'- 8.0" Allowed = 0.222" 3-09.04 0-03-12 MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" MAX TC PANEL TL DEFL = 0,025" @ 2'- 1,0" Allowed = 0,369" 12 MAX HORIZ, LL DEFL = -0.001" @ 3'- 7.5" 7.00 L-- MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M 1.5x4 q NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. PrDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. stN. o 10V- LO 0 CO 0 N 5�1 tie-- 6 -V M-1.5x4 M-3x4 1, y y 1-08 4-01 JOB NAME : POLYGON PLAN 3A NH - E2 •c«... 1 � �R°' s.(,_ Scale: 0.4901 , WARNINGS: GENERAL NOTES,unless otherwise noted: �t /C G' 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 r 9`2 0 11 P t.. Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibmty 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: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by �I continuous sheathing such as plywood sheathing(TC)and/or drywalllC). 1/ (C DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQc+ /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 40 .Q. : 6049768 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G '-4).• Q 1k , design loads be applied to any component. and are for"dry condition"of use. j TRANS I D: 40742 7 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q14. & �� fabrication,handling,shipment and installation of components. Dnesessary. q R�y` 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequatedobothtdrainage Is provided., '�"! L In II II II VIII I I ill IIII VIII III IIII by 8.Plates shall be located on faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size MiTek USA,Inc./CompuTrus Software 7.6,6(1 L)-E late In inches. 10.For basic connectorof ate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( -3) 118 5.6=(-261) 253 5-2=(•404) 214 BC: 204 KDDF #1&BTR SPACED 24.0' O.C. 2.3=( 139j 127 2.6=2-6=(-220) 238 238 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0" 0.0' 0'- 0.0" -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'• 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desitin checked for net(-5 psft uplift at 24 "oc spacing. M,M20HS,M18HS,M16 = MiTek MT series 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 = -0.014" @ -1'- 8,0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" 3-09-04 0-0 3-12 MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0,369" MAX HORIZ. LL DEFL = -0.001' @ 3'- 7.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M-1.5x4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. P, Design conforms to main windforce-resisting 12 • system and components and cladding criteria. 7.00 17. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4011v N- 1O a t u'1 0 M IIII.- lin0 N I MI f- 5 t2� 41..---- e -f M-1.5x4 M-3x4 y y 1- 1-08 4-01 PROF Scale: 0.4901 ti�<.., N E S/0 JOB NAME : POLYGON PLAN 3A NH - E3 ' �1 WARNINGS: GENERAL NOTES,unless otherwise noted: C' t a ♦PE 1'' C�] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr, n po ty continuous sheathing such as plywood sheatNng(TC)and/or drywall(6C). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ` 4REr,Q1�1�� CC. 4.No load should be applied to any component until alter all bracing and 4.Installation of truss la the responsibility of the respective contractor. i1�. SEQ. : 6049769 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncrrosive environment, / �(� design loads be applied to any component, andarefor"dry condition"of use, Q 14,. TRANS I D: 407427 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 ill ,�y 1 �JjT fabrication,handling,shipment and installation of components. ry. �^� P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center PIANTCA in I,copies of wh ch will be f ines coincide with Joint center lines. IIIIII VIII Hill III I VIII 111 11111 IIIIIIIMTTa USA,InCJCompuTfus(Software 7.6.6(1 L)E request. late in inches. 1�DigtsIFForrlbas cicoonnectordcte size oplfate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIA IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0' ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 UDE #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12°OC. HON. 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,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall HON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 M-1x2 or equal typical at stud verticals.,/ Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING TO ONE F 12 7.00 / v f-- r` 0 v If 1 11111 0 M 0 N —/ W AI 3 4 y y y 1-08 4-01 ,i0 RJOB NAME : POLYGON PLAN 3A NH - El Scale: 0.8153 ��.., p+l�QFeor% WARNINGS: GENERAL NOTES,unless otherwise noted: Ly /i /i.- C 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 ' T:92 i i PE 1`" Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. N` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r aMPFt- DATE: 9/4/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ M (C S /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 to E Q loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4+ ?y \1h A.. TRANS I D: 407427design loads be applied to any component. 5. and are for"dry condition"of use. 6. /S✓4 7 14 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7necessary. d. �R}L\- .Design assumes adequate drainage is provided. 'i?' 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l be furnished upon lines III VIII VIII I 111 VIII El 11111111 MiTTpeUSA,lnc./CompuTrus SoftwI,copies of which wiare 7.6.6(1 L)E request. 10.For asicco nectoroplate design values see ESR-1311,ESR-1988(MiTek) de with jint center Nnes. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 Illilll IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2012 MAX MEMBER FOORCE) 72 2 4WR/D /CCq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-2=(-559) 495 BC: 2x4 KDDF tf1&BTR SPACED 24.0" O.C. 3.4=(-137) 87 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -22/ 350V -195/ 417H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9,2" 0/ 138V 0/ OH 5.50" 0.22 KDOF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -410/ 472V 0/ OH 1.50" 0,60 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083' ii MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111' MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.4" MAX HORIZ. TL DEFL = -0,012° @ 9'- 10.4" NOTE:Design assumes moisture content does not exceed 1995 at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V Wind: 140 mph, h=24.4ft, TCDLc4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), gi load duration factor=l,6, Truss designed for wind loads o in the plane of the truss only, 0 N 0 tro 5 o - M-3x4 1, 1, ), 1, 0-10 6-00 3-11-03 (PROVIDE FULL BEARING;Jts:2,5,3,41 0� 0 PRQ,t JOB NAME : POLYGON PLAN 3A NH - DJ 10 Scale: 0.2986 Q WARNINGS: GENERAL NOTES,unless otherwise noted: t .92• t') t' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper w^ Truss: DJ 10incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing ng must be installed where shown+, 2.Design assumes the top and bottom chords to be lateralty braced et ✓ 4 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'o.c,respectivety unless braced throughout their lengQth by ., n 0.0 DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j, DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .RGrsN t,. 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. tX W SEQ. : 6049771 fasteners are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used In anon corrosive environment, , ,i A. design loads be applied to any component. and are for"dry condition"g use. U T- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /V 914, �>� fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. rD A`L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II(III I III VIII VIII VIII IIIIIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size ofplate In inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 I • 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KODF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 2-6.(0) 0 BC: 2x4 KODF #188TR SPACED 24.0" O.C. 2-3=(-618) 5500 3-4=(-217) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( •59) 0 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 8.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connec 8,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 22/ 351V 207/ 465H 5.50" 0.56 KDDF 625)= CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -413/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -178/ 178V 0/ OH 1.50" 0,23 KDDF ( 625) THE BOTTOM CHORDDEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(•5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0,111° MAX LL DEFL = -0.001" @ 10'- 8,2° Allowed = 0.068" MAX TL CREEP DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. //5 Design conforms to main windforce-resisting system and components and cladding criteria. coWind: 140 mph, h=24.9ft, 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 far wind loads in the plane of the truss only. Lilt -/ ), y y 0-10 6-00 4-08-03 !PROVIDE FULL BEARING:Jts:2,6,3,41 JOB NAME : POLYGON PLAN 3A NH - J11 scale: 0.2649 ,�.< ° �'N Ore WARNINGS: GENERAL NOTES,unless otherwise noted: J �l f int 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .`^92 0 O r E r Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ 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 ,/ M► the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 P tY g 3.2x Impact bridging or lateral bracing required where shown++ «xyCC 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 4d SEQ. : 6049772 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, 4. "7 \b' ,�,° design loads be applied to any component. and are for"dry condition"of use. / rf TRANS I D: 40742 7 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 6 1 4 , `y`�" fabrication,handling,shipment and Installation of components. necessary. A. R .„.„,‘!.:1- necessary. 6.This design is furnished subject to the Imitations set forth by7.Design assumes adequate drainage is provided. 'vf V I IIIIII II II IIIA III VIII VIII VIII IIII IIII a.Plates shall be located on both faces of truss,end placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Unes. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForlbasici onnectocate sizerplplate te design values see ESR-1311,ESR-1966(MiTek) EXPIRES,12/31/2015 This design prepared from computer input by 1E11111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF 1#1&BTR SPACED 24.0" O,C. 2.3=(-564) 500 3-4=(-140) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -22/ 350V -197/ 420H 5.50° 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -414/ 475V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -93/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(•5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ 0'•-10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.145° @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting /14.00 systemcomntsdcdingcriteria.Wind: 140 mph, hc24,5ft, TCDLc4,2,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 in thenehetso ,0NO rn 0 .. /. ), y 0-10 6-00 3-11-15 (PROVIDE FULL BEARING;Jts:2,5,3,4I ¢> 0 PROfi=,s JOB NAME : POLYGON PLAN 3A NH - J10 Scale: 0.2963 `� Q WARNINGS: GENERAL NOTES,unless otherwise noted ' !g �P r 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 Truss: J 1 0 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 80r ' 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by + � - DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(UC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RO �� TRANS I D: 407427 CC C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q° : 6049773 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, 06+ Vand are for"dry condition"of use. �//yy V '7�i r 1 4 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if A S.CompuTrus has no control over and assumes no responsibility for the necessary. + R R fabrication,handling,shipment and Installation of components. 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 feces of truss,and placed so their center 111111111111111111111111111111111111111111 which furnished request. MT83 USA,Inc./CompuTrus Software7.6.6(1L)E lines 0Digits r indicate of abasic connectorplte design values see ESR-1311,ESR-1988(MiTek) " EXPIRES;12i31/201 i IIII(IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KODF qi&BTR SPACED 24.0" O.C. 2.3=(-480) 429 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-112) 49 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 353V -177/ 376H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ i38V 0/ OH 5.50" 0.22 KDDF ( 625) = CompuTrus, Inc 5'- 11.2' -374/ 4404 0/ OH 1.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -49/ 57V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psf) uplift at 24 °on spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMAX CREEP DEFL = -0.001° @ 0'--10,0" Allowed =Allowed = 0.111" MAX TO PANEL LL DEFL = 0.154" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0,155' @ 3'- 2.5° Allowed = 0,864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14,00 V ii / Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 in �� -. -/ 0 5.. M-3x4 * * 1, * 0-10 6-00 2-11-15 (PROVIDE FULL BEARING:Jts:2,5.3,41 JOB NAME : POLYGON PLAN 3A NH - J9 Scale: 0.3198 ,�'`` ° PN 4Ss ) WARNINGS: GENERAL NOTES,unless otherwise noted: . � �i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual a.. T 92 i 0 PE T` Truss: J9 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. • DES. BY: LJ 3. 2.Design assumes the top and bottom chords to be laterally braced at Additional temporary bracing to Insure stability during construction 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 rr DATE: 9/4/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall BC. C, ' 9 3.2x Impact bridging or lateral bracing where shomi--, ) '� / 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 ke SEQ. : 6049774 fastenem 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. q ,s, ,` design loads be applied to any component. and are for"dry condition"of use. /!v TRANS I D: 407427 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 cJ 1 4 fabrication,handling,shipment and Installation of components. necessary. {1„ 6.This design is furnished subject to the imitations set forth by8.Plates assumes adequate onne dthifac e I ofprovided. �Ci}s �,,.V I IIIIII II II IIIA I I I VIII IIII VIII IIII IIII 8.Plates shall be located both faces truss,and placed so their center f 1 4 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. es. 10.For ib sic connectots incate sizer plate desigf late in n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=(-107) 344 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -24/ 354V -156/ 334H 5.50" 0.57 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -355/ 431V 0/ OH 1.50' 0.55 KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 10V 0/ OH 1.50" 0.02 ODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 paf) 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" id MAX TC PANEL LL DEFL = 0.199° @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.008" @ 7'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads co in the plane of the truss only. 0 am 0 ro P� C /- -/ z. 5.a. o • M-3x4 ) ), y y 0-10 6-00 1-11-15 [PROVIDE FULL BEARING:Jts:2,5,3,41 00 PROFe, JOB NAME : POLYGON PLAN 3A NH - J8Scale: 0,3473 ,-- Q 11 kr 1 -.;7 WARNINGS: GENERAL NOTES,unless otherwise noted: Q' .7,924.PE f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J Band Warnings before construction commences. building component.Applicability of design parameters end proper �,y 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 40,00,,001 3.Additional temporary bracingto Insure stability during construction 2•Design assumes the top and bottom chards to be laterally braced at W rY ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�lr DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # �rst� SE /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. W S E Q° : 6049775 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��-.i_ design loads be applied to any component. and are for"dry condition"of use. �`0 y 14 .- 6.Design assumes full bearing at all supports shown.Shim or wedge if �+. S ` TRANS I D: 407427 5.CompuT us has no control over and assumes no responsibility for the necessary. 4 l b� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l be upon ines ncide with joint center IDS II III I VIII VIII IIII VIII IIII IIII MTe USA,InCIANTCA In JCompuTrua I,copies of (ch SoftIware furnished L)E request. 9.Digits late in inches. 0.IFForr banes. lsicicoote size nnectorof plate designivalues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 UDE #18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2=ER FORCES) 72 2-5=(0) 0 =1.00 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3=(-338) 186 2 5=(0) 0 T LATERAL SUPPORT <= 12"OC. VON. LOADING 3-4=( -86) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -34/ 368V -130/ 313H 5,50" 0.59 ODE ( 625) Connec 8,CN1a or no prefix) LL = 25 PSF Ground Snow (PA) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) ( = CompuTrus, Inc 6'- 0.0" -288/ 278V 0/ OH 1.50' 0.36 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.! 4 -/ 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 = -0,003" @ 6'- 11.9" Allowed = 0.099" MAX TL CREEP DEFL = -0.003" @ 6'- 11.9" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.296" @ 3'• 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.288" @ 3'- 5.2" Allowed = 0.864" i/ MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. IL DEFL = -0.006" @ 5'- 11.2" NOTE:Design assumes moisture content does 14.00 V12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r` load duration factor=1.6, Q Truss designed for wind loads co in the plane of the truss only. 0 77- to Ili 0� o ,c� 5.. M-3x4 ,k ) , )- 0-10 6-00 0-11-15 (PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME : POLYGON PLAN 3A NH - J7 Scale: 0.3817 ,5 C' SNE 6'.f WARNINGS: GENERAL NOTES,unless otherwise noted. 44,C:T �pI f c 1.Builder and erection contractor should be advised of all Geral Notes 1.This design Is based only upon the parameters shown and is for an Individual ;92$SPE - General c-„. Truss: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibiCty of the building designer. DES. BY LJ 3. construction2.Design assumes the top and bottom chords to be laterally braced at Additional temporary bracing to Insure stability during 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 required where s and/or drywel BC). " DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.installation of truss is the responsibility of the respective contractor. -�` OREGON SEQ. : 60497 76 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosIve environment, �y °a '. design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if 4 '13' 14, 2. T fabrication,handling,shipment and installation of components. necessary. 4.1 ' `�^ <�,Q'` 6.This design Is furnished subject to the limitations set forth 7.PlDates assumes adequate onne dthifac a isprovided.truss,sed. R 1....\i"�.SJ 111111111111101111111111 by 8.Plates shall be located both faces of and placed so their center R 4 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribasic connector indicate size plate desilate in gn values see ESR-1311,ESR-1968 p 9 (MiTek) EXPIRES:12/31/2015 lik IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•224) 185 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 POP 0'- 0.0" -34/ 379V -117/ 254H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 147V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.9" -163/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIVE LOAD AT ON(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 THE BOTTOM CHORDORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5-11-15 MAX LL DEFL = -0,001' @ 0'-•10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'-•10,0" Allowed = 0.111" --f MAX TC PANEL LL DEFL = 0.342° @ 3'- 7.2" Allowed = 0.575" MAX TC PANEL TL DEFL = -0.289" @ 3'- 5,2" Allowed = 0,863" 0 MAX HORIZ. TL DEFL = -0.004" @ 5'• 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mph, h=22.1ft, 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 co 0 in the plane of the truss only. in 0 0 U) 2 0 M-3x4 y y y 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 .� 0 PROF - JOB NAME : POLYGON PLAN 3A NH - J6 Scale: 0.4126 �<'41r/4/ d,._ 4., WARNINGS: GENERAL NOTES,unless otherwise noted: 4' ! 11 1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-1B1) 158 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 BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 352V -9B/ 217H 5.50" 0.56 KDDF ( 625) 4'- 11.2" -166/ 179V 0/ OH 1.50' 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 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. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4-11-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0,027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX IC PANEL LL DEFL = 0.145" @ 2'- 10.3" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.135" @ 2'- 10.5" Allowed = 0.709" 0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. co 0 7A- is o/- -v M-3x4 y > ; 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,3,4) JOB NAME : POLYGON PLAN 3A NH - J5 RN 6s Scale: 0.4405 ^, *-71411,9 - If/ ! f" WARNINGS: GENERAL NOTES,unless otherwise noted: . .(((��� -!!J pcc-- �,,: G 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 = r E. Truss: J5 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 designee 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 9 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by al • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaiC). y,�,, DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `C. C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}9 ,q_OREGON r;jf` S E + 'ry \b` AL design loads be applied to any component. and are for"dry condition"of use. .� '�}f e�(} .,1k" TRANS I D: 407427 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 L/ 1 ��, fabrication,handling,shipment and installation of components. ecessary. R R`` t 7.Designlaesassumes adequate ne both drainage Is o provided.trus, 4.1. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ III I II II VIII I I I VIII IIII IIII III IIITPI1WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center toes. 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 1E1 IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-134) 132 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" -11/ 322V -79/ 180H 5.50" 0.52 KDDF ( 625) 3'- 11.2" -166/ 161V 0/ OH 1,50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0,10 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 psi) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ O'--10.0" Allowed = 0.083" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.077" T MAX TL CREEP DEFL = 0,000" @ 0'- 0.0" Allowed = 0.103" -/ MAX TC PANEL LL DEFL = 0.056" @ 2'- 2.3" Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" 12 If MAX HORIZ. TL DEFL = -0,002" @ 3'- 11.2" 14.00 7 NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 rAil 0 M-3x4 y ,1 y 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,3,41 s1,0 PR OFer, JOB NAME : POLYGON PLAN 3A NH - J4 Scale: D.5097 ,�� iNE (3> WARNINGS: GENERAL NOTES,unless otherwise noted: t{J. +//pt -f7 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 . $f c r-- Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+- incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ 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 +s- - . po P g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON� t, 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. b,, ^V SEQ. : 6049779 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, I� •�.)' '\ A. design loads be applied to any component. and are for"dry condition"of use. 1 4 Q'' TRANS I D: 407427 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 fl necessary. '`.'FOO . V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. FOOL.Fl_ 1..7« 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111 EMI TPINJTCA In BCSI,copies of which will furnished upon request git coincideiniwith jointpate In che. 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 11IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-82) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 292V -60/ 144H 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 2'- 11.2" -162/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) CnnctoCpl8 (or no prefix) = ormpuTrus, Inc KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T I MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6' Allowed = 0.254" 12 -7, MAX TC PANEL TL DEFL = -0.017" @ 1'- 8.4" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.031" @ 3'- 1.4" Allowed = 0.339" 14.00 //II MAX HORIZ, LL DEFL = -0.001" @ 2'- 11.2" If MAX HORIZ. TL DEFL = 0.001" @ 2'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture" Design conforms to main windforce-resisting system and components and cladding criteria. rn o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. of- riiLO0 o M-3x4 y ; 0-10 'PROVIDE FULL BEARING;Jts:2,3,4I 6-00 00 JOB NAME : POLYGON PLAN 3A NH - J3 Scale: 0.5914 ,�..‹(., �'��+ � `,c,. WARNINGS: GENERAL NOTES,unless otherwise noted: LL �/p/"s I p 1,6 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 an individual Ct' T 72 0•PE { Truss: J3 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 budding 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: LJ 2'e.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,„.„.41111. .„.'1 DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 60497804.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 nasteners 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/� r,\ /,n, 4 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407427 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 V 14, fabrication,handl) necessary. ng,shipment and Installation of components. so 7.Design assumes adequate drainage is nrovided. R R N A' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ur lines IIIIIIIIIIIIIIIIIIIIIII IIII IIII IIII IIIIMTTPe SAnlnclCOmpuTUS'SoftW ef7n6. 6(1L)E ished upon request. 10.Forrbasicco nectoroplatedesignvaluesseeESR-1311,ESR-1988 de with jint center lines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 8188TR SPACED 24.0" O.C. 2-3=(-53) 85 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" -17/ 263V -42/ 108H 5.50" 0.42 KDDF ( 625) 1'- 11.2" -147/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'• 0.0" 0/ 49V 0/ OH 5.50" 0,08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for 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 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" 1-11-15 MAX TC PANEL LL DEFL = 0.004" @ 1'• 3.1" Allowed = 0.166" f ,( MAX TO PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 14.00/ MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 0 Design conforms to main windforce-resisting (j system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, °' Truss designed for wind loads in the plane of the truss only. N O,,_ LO i� ' ►14 -/ c, f M-3x4 * * * 0-10 (PROVIDE FULL BEARING:Jts;2.3,41 6-00 ,< ` 0 P�R+ OP&�s JOB NAME : POLYGON PLAN 3A NH - J2 Scale: 0.6408 co tO04, l 4// �-1- WARNINGS: GENERAL NOTES,unless otherwise noted: Q,' s f O tt E 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 and Warnings before construction commences. building component.Applicability of design parameters and proper .,r^ Truss: J 2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designee ✓ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` � 4001 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�� U(' b �(� SEQ. 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. S E Q" : 6049781 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, tt� ... , \ I. design loads be applied to any component. and are for"dry condition"of use. 0 14 ty,C- TRAN S I D: 407427 a.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes full bearing at all supports shown.Shim or wedge If t� �`' fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. ''R R 1:k_'- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I I I VIII(III VIII(III(IIITPI kA In BCS(,copies of which will be furnished upon request y (ines Digits Indicde ate size oint f plate ceninrililines. ches. 10. MiTek USA,InC./CompuTft s Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 5 IIIII III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 119 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 SO.IN. (SPECIES) OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -121/ 260V -24/ 73H 5.50" 0.42 KDDF ( 625) 0'- 11.2" -51/ 173V 0/ OH 1.50" 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 0-11-15 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" @ 0'- 8.1" Allowed = 0.062" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.1" Allowed = 0.093" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3,8" Allowed = 0.339" 14.00/ MAX HORIZ. LL DEFL = -0,001" @ 0'- 11.2' MAX HORIZ. TL DEFL = 0.000" @ 0'- 11,2" NOTE: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=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), °� 0 load duration factor=l,6, Truss designed for wind loads o in the plane of the truss only. o,-- Lo 0 of- 11111.--- �4 -/ -3x4 y )' y 0-10 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 3A NH - J1 Scale: 0.7112 ,0� P ��h�fi�+`�,, 451 7/WARNINGS: GENERAL NOTES,unless otherwise noted: tr�rr� i ft-y7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t R 920 0 I-E. if Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Irit>M " po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). tY. DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '•ST OREGON (V SEQ. : 60497 82 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, + 7j � R design loads be applied to any component. and are for"dry condition"of use. / "q}� Q TRANS I D: 40742 7 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 f} 14 2• 16 fabrication,handling,shipment and installation of components. Design cessanh / rP R�f l 7.Design assumes adequate drainage Is provided. C r'1 4.ti» 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII I II IIIII I I I IIIII IIII IIIII III IIIIupon MITPINVTCA In BCSI,copies of e USA,IDC./CompuT us ISoftwarech will be f 7 urnished 6 6(1 L)E request. de with o int center lines. 9.Digits Indicate size of plate In Inches. 10.For basic conplate design values see ESR-1311,ESR-1988(MiTel0 EXPIRES:12/31/2015 III 1111111 IIIIII 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 HOF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-102) 130 7-6=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(-436) 137 6.8=(-132) 166 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-403) 176 3.8=(•199) 158 LOADING 4.5=(-212) 37 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 10.0" 11.9" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -19/ 272V -131/ 315H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -327/ 512V 0/ OH 1.50" 0.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -8/ 112V 0/ OH 5.50" 0,18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 6-11-15 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 = 0.000' @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.013" @ 3'- 11.1' Allowed = 0.237" MAX TC PANEL TL DEFL = 0.029" @ 3'- 11.0" Allowed = 0.356" MAX HORIZ. LL DEFL = 0.013" @ 5'• 8.6" 12 MAX HORIZ. TL DEFL = 0.015' @ 5'- 8.6" 14.00 7 NOTE:Design assumes moisture content does not exceed 1990 at time of manufacture. 0 o Design conforms to main windforce-resisting o system and components and cladding criteria. co M-4x6 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �6 inuthess dplaneeofd fthetruss wind loads only. o iMMIFAMMEMMOMW4 e -/ O F o On M-1.5x4 _ o M-3x4 M73x4 o M-3x6 , y y 2-03-12 3-08-04 J i, ), ), 0-10 2-05-08 4-06-07 ), /, 0-11-15 1, y 6-11-15 'PROVIDE FULL BEARING:Jts:2.4.81 tQPRO, JOB NAME : POLYGON PLAN 3A NH - CJ7 Scale: 0.3032 <P `�O WARNINGS: GENERAL NOTES,unless otherwise noted: ("Cfcl. .p Tr��� r `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 4 92. = 0 PE r. building component.Applicability of design parameters and proper ' Truss: CJ 7 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at may. 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r "'"1 DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� � � fW , 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6049783 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` ,q, 14 �N,t"-+A, design loads be applied to any component. end are for"dry condition"of use. �. C TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing .at all supports shown.Shim or wedge if ���y (L 'C fabrication, necessary. �"'-+l handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. +"7!-7 R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111110.TPINVECA In BCSI,copies of which will be furnished upon request. lines coincide with jointplate center fines. 9.Digits indicate size offplatetein Inches. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-123) 142 7.6=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2.3=(-209) 43 6-8=(•158) 182 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-103) 76 3-B=(-218) 189 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 357V -99/ 218H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4'- 11.2" -96/ 158V 0/ OH 1.50" 0.20 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing,] 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f T MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0,083" 5 MAX TL CREEP DEFL = -0.001" @ 0'-•10,0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3,8" Allowed = 0.221° MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8,6" MAX HORIZ. TL DEFL = 0.016' @ 5'• 8.6" 12 n 14.007 NOTE: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. o Wind: 140 mph, h=22,1ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M-4x6 co (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 9N m o P� I o M-1.5x4 o • M-3x4 M13x4 0 M-3x6 y /' y 2-03-12 3-08-04 ), ), ), y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4.81 JOB NAME : POLYGON PLAN 3A NH - CJ6 Scale: 0.3741 .�'�' ; ilNROFC 6> WARNINGS: GENERAL NOTES,unless otherwise noted: yV t / 17 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 4 . .9210.PE { Truss: CJ 6 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. ✓" DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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). ` !- DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ e/ (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7�� 4OREGONt , kid SEQ. : 6049784 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, *4! design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407427 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 ej fabrication,handling,shipment and Installation of components. necessary. J�.,� 6.This design is furnished subject to the limitations set forth7.Design assumes adequate drainage Is provided. "*'/ .'C]ry`f 1,,.c VIII(11 11 III I I I I VIII(III(III Ill by 8 Plates shall be located on both faces of truss,and placed so their center r 1 1 TPI/WiCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9. MfTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.Forrlts basic connectoicate size rf desiglate in nches. values see ESR-1311,ESR-1988 plate9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-123) 142 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2.3c(•209) 43 5-7=(-158) 182 5.3=( 0) 52 3.4=(-103) 76 3-7=(-218) 189 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 10.0" 0,0" 0'- 0.0" -25/ 357V -98/ 217H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11,2" -104/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 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" T MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009" @ 2'- 3,8" Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'• 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0,000' @ 0'• 0.0" Allowed = 0.036" I. MAX HORIZ. LL DEFL = -0.016" @ 5'- 8,6" MAX HORIZ. TL DEFL = 0.016° @ 5'- 8.6" 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 o Wind: 140 mph, h=21.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. l00 ' ... -/ o �� �I M 3x4 o M-1.5x4• ,/ r=� 6 0 0 M-3x4 M-3x6 J‘ y y 2-03-12 3-08-04 y ; , y 0-10 2-05-08 6-00 3-06-08 !PROVIDE FULL BEARING:Jts:2.4.71 5� 0 RR OFt. JOB NAME : POLYGON PLAN 3A NH - CJ5 Scale: 0.4212 ` ~ 1111 '0fp WARNINGS: GENERAL NOTES,unless otherwise noted: ! `P E /" 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 and CC Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 5Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " ! DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 8 DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ Sy� Q�1E ON k A.4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6049785 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 �(� 1 design loads be applied to any component. and are for"dry condition"of use. t�,'i' TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design a assumes full bearing at all supports shown.Shim or wedge if A �y T fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 't'/ n Fl`�� 6.This design Is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center ch re IIIIII VIII VIII VIII VIII IIII VIII IIII IIIIMiTPe USA,lnc/CompuTrus will 7.6.6(1 L)oZn request 0.lines FForrDigits basicot nectore ze oplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 11011 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-7=(-55) 74 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-144) 0 6.8=(-71) 95 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( .14) 39 3-8=(-113) 85 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 298V -61/ 145H 5,50" 0.48 KDDF ( 625) Connector plate prefix designators: 2'- 11.2" -99/ 127V 0/ OH 1.50" 0,16 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 86V 0/ OH 5.50° 0.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 Elf) uplift at 24 "oc spacin( 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'••10.0" Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3,8" Allowed = 0.121" MAX TL CREEP DEFL = -0.005" @ 2'- 3,8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.127" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9,3" Allowed = 0.199" 14.00 MAX HORIZ, LL DEFL = -0,007" @ 5'- 8,6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" M-4x6 NOTE:Design assumes moisture content does �� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1P 0 system and components and cladding criteria. `r Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. hil ,.., e� 8 z Ill M 3x6 m.4 oA �� o M-1.5x4 o 7 0 M-3x4 M-3x4 2-03-12 3-08-04 /, 1. 1, y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4,8( JOB NAME : POLYGON PLAN 3A NH - CJ4 Scale: 0.4623 ,5< PN ,�"- s/ t. 411 1, WARNINGS: GENERAL NOTES,unless otherwise noted: h n c-E r,; 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual a 9 r Truss: CJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , " z-` DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �(,f SEQ. : 6049786 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,.. 'i,� �1. Nfl` ,y+„ design loads be applied to any component. and are for"dry condition"of use. / "i'" sq. 4r. TRANS I D: 407427 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 d 7 4 1SY, fabrication,handling,shipment and Installation of components. necessary. /� � i j �.. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes locatedadeqone drainage is truss,end 1 b III III IN II I I I I HIM VIII IIII IIII 9 J 8.Plates shall be both faces of truss, pieced so their center TPV WTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,InC./COmpuTfu9 Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/201.5 11100 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-55) 74 6.5=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2.3=(-144) 0 5-7=(-71) 95 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 39 3.7=(-113) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0' -22/ 298V -60/ 1448 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.2" -106/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 86V 0/ OH 5.50' 0,14 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 net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083' f f MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.004" @ 2'- 3,8" Allowed = 0.121" 12 -/ MAX TL CREEP DEFL = -0.005" @ 2'- 3,8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0,0" Allowed = 0,127" 14.00 V M-4x64MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3' Allowed = 0.199" " MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6' MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" IS T NOTE:Design assumes moisture content does 40S4404404006%...' not exceed 19% at time of manufacture, ll 4,.. 0 Design conforms to main windforce-resisting o system and components and cladding criteria. c> Wind: 140 mph, h=20,4ft, 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. r iiii M-3x4 0 Lo m 111111111111111101 -/ Cl M 1.5x4 0 o•� .►� 6 M-3x4 M-3x6 y ,/ y 2-03-12 3-08-04 ,1 y )' .y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,7I t13 PR OPE, JOB NAME : POLYGON PLAN 3A NH - CJ3 Scale: 0.5594 \�� f ���j(�(^/�' 1Jc���y{p/S'S 0 WARNINGS: GENERAL NOTES,unless otherwise noted: kr �i t 41f 1 1r 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 individualt. T.9 41P L /` and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 3 Incorporation of component Is the responsiMAty of the building designer. 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by �.{ P '✓✓ DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7L OREGON��, �44( SEQ. : 6049787 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,h ,e nq design loads be applied to any component. and are for"dry condition"of use. V 1 4 ;r, bT. TRANS I D: 407427 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 {x fabrication handling,shipment and Installation of components. necessary. iii . �' P P 7.Design assumes adequate drainage is f truss,provided. rt.�: 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedgon both faces of truss,and placed so their center VIII II I IIID III VIII III VIII IIII IIIITPINJTCA in BCS(,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digiti indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-31) 43 6-5=( -3) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 53 WEBS: 2x4 KDDF STAND 3-4=(-36) 39 5-8=(-42) 58 3-8=(-60) 44 LOADING IC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0,0" 0'- 0.0' -23/ 259V -42/ 108H 5,50" 0,41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11,2' -142/ 99V 0/ OH 1,50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 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 1-11-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 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' 14,00 V MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.071" -/ MAX LL DEFL = 0.000" @ 5'• 3.5" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.003" @ 0'- 10.4" Allowed = 0,140" M-4x6 MAX BC PANEL TL DEFL = -0.012" @ 3'- 3.6" Allowed = 0,208" fr MAX HORIZ. LL DEFL = -0,002" @ 5'- 3.5" �� Z:7, MAX HORIZ. TL DEFL = 0.003" @ 5'- 3.5" N NOTE:Design assumes moisture content does o not exceed 19% at time of manufacture. N Design conforms to main windforce-resisting system and components and cladding criteria, gNA Wind: 140 mph, h=19.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o� 0 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T n M-1.5x4 Truss designed for wind loads U, ��I in the plane of the truss only. o ► N�-3x4 7 0 M-3x4 M-3x6 /, 1, ), 1' 1-03-12 3-11-12 0-08-08 0-10 1-05-08 4-06-08 2-05-08 1-00 3-06-08 1 1- 1PROVIDE FULL BEARING:Jts:2,4,91 6-00 � pPRCIFe JOB NAME : POLYGON PLAN 3A NH - CJ2 Scale: 0.5781 \`�� r7/41 `90 WARNINGS: GENERAL NOTES,unless otherwise noted: 1T 1- C' e, t- '. �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 0 P C- Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced ata�r. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r, rte,, 4r1m�" P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �, DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON /`" 4.No load should be appped to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� 4., SEQ. : 60497 88 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G" "+7d tit) '` and are for"dry condition"of use. 4 S design loads be applied to any component. a '�4 {yT TRANS I D: 407427 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 fabrication,handling,shipment and installation of components. necessary.Design F�'L'"fy Rtj { 7. laesassumes atedadequate drainage is provided.a +w r'i t bl•• 6.This design is furnished subject to the prNtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,. '. IIIIII IIII IIII I I I VIII IIII IIII III IIII TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of platete In Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 95 2.4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2.3=(-31) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -278/ 895V -10/ 55H 5.50" 1.43 KDDF ( 625) 1'- 1.0" -614/ 207V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,CI8,CNI8 (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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.000" @ 0'- 7.5" Allowed = 0.013" MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.017" PROVIDE SUPPORT NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 7.00(/ -y system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 ..- ,- Ln 0 O .* 2 WWII 4 M-:x4 1 y /, y 1-08 1-01 _to PRpre. JOB NAME : POLYGON PLAN 3A NH - Fl �'�' N `ass Scale: 1.0553 r, WARNINGS: GENERAL NOTES,unless otherwise noted: Q` V �f ��c-st- 1,,•.'. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual .9G.0 0 t-C_ Truss: Fl and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,amp DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J�iltt�" po ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •!i!' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON. ^V SEQ. : 6049789 fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, L- e!d 1 A. design loads be applied to any component, and are for"dry condition"of use. /t "-77 J' 1 4 2, ^�.. TRANS I D: 407427 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 V e,+ fabrication,handling, necessary. rl R{f l shipment and installation of components. 7, ecassumes adequate drainage is provided. C t 4-�» 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center (IIIII II II IIIII I I IIIII(III IIIII III III) TPI WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits Indicate size of plate in inches. MiTek USA,IOC./CO f pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-92) 49 WEBS: 2x4 DF STAND LOADING IC 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" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) OVERHANGS: 24.0' 0.0" 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50" 0,16 KDDF ( 625) Connector plate prefix designators: 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 net1-5 nsf) uplift at 24 'on spacing, 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.00 / BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" --T' MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007' @ 1'- 5.5" Allowed = 0.370" MAX HORIZ, LL DEFL = -0.000" @ 4'- 0.6" rMAX HORIZ. TL DEFL = -0.000" @ 4'- 0.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. o Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o wrad u7 0 a/- 21110- 11 4 M-3x6 1 y 1, y y 1-08 2-00 2-01-05 (PROVIDE FULL BEARING:Jtn:2,4,31 pR JOB NAME : POLYGON PLAN 3A NH - SJ1 Scale: 0.7432 ,5'<,,,As O'k'�+7 chi`s,) WARNINGS: GENERAL NOTES,unless otherwise noted: 1: . WARNINGS: 12 i♦� .',.... 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7,92 f o I�Ctl Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. wi" 3.Additional temporary bracing to insure stabifty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 r0 Mf� DATE: 9/4/2014 responsibilitybuilding designer. continuous bridging sheathing such as plywood required where shown vr drywell(BC). CC the overall structure Is the res onsibill of the 3.2x Impact or lateral bracing required ++ +� SEQ. 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -r! OREGON 4/4S E Q. : 6049790 fasteners are complete and at no time should any toads greater than 5.Design assumes busses are to be used in a noncorrosive environment, G V \A` A design loads be applied to any component. and are for"dry condition"of use. .� -7/'''r.:1:141t..113 4,_ TRANS I D: 407427 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 fabrication,handling,shipment and installation of components. necessary. /ii - 7.Designlatesassumesadequateon edthiface isprovided.sa - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Milli II I NM I I 11 113 IIII IIII IIII TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea 9.Digits indicate size of plate In Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2-3=(-161) 92 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 412V -57/ 183H 5.50" 0.66 KDDF ( 625) 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -102/ 195V 0/ OH 1,50" 0.31 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacin0.� M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.017" @ -1'- 8.0' Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" -/ MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.1" Allowed = 0.072" MAX HORIZ, LL DEFL = -0.001" @ 8'- 0.6" �) MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6" 12 7.00 NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=1.6, 0 Truss designed for wind loads c in the plane of the truss only. in o/- a rallEIIIMII �= 0 o� 2► 411 1 M-3x6 y ./ I I 1-08 2-00 6-01-05 P ROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : POLYGON PLAN 3A NH - SJ2 ,�ss:' t. PRQ,cFS44S Scale: 0.5170 \ C) WARNINGS: GENERAL NOTES,unless otherwise noted; (, t r� q E r1.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 G f �+ and Warnings before construction commences. building component.Applicability of design parameters and proper. 41IPP..,X" TrusS: SJ2 2.204 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building desgner.3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at0 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 fes' Amey Po h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Mt . DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4REGC7N 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. d '. SEQ. : 6049791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, *7/�.7,r1Y 0�Q design loads be applied to any component. and are for"dry condition"of use. ::) 7 1 4 2. h TRANS I D: 407427 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 'C) T' necessary. e. i V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `-r 1 R I L� 6.This design Is furnished subject to the Nn9tations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111141111111111111111111111 TPINYTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Indicate size of plate In Inches, p 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