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Plans (31) 44S7-)..0!c - 00355 RECE.._ I .. l 31 7 3 Scli 4-744 ra- c.-7`e,2. hut FEB 032016 CITY OF TI , . IVIi Tek BUILDING III , .I MiTek USA, Inc. tit/Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL12-211_UPPER Fac9161676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Oregon is June 30,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others_ . 1 GPROFfiss/o Q .0�0'le;o7<f):5 FR s.S\N Digital Signature EXPIRATION DATE:06/30/14 j October 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSU'IPI 1. t Mt MiTek® MiTek USA, Inc. MI Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Fax 9151676-1909 Re: PL12-211_UPPER POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber &Truss Co.. Pages or sheets covered by this seal:R35370856 thru 835370860 My Iicense renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. y0.17L S.Tjj ' OF WASgj� Aw : t>, j ., It likiiiisk' •i" October 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FG FLOOR TRUSS 4 1 835370856 Paa lc Lumber&Tr use Ca„ii llsbwo,Ore • I In11 Referenras(notional! 7.250 s Aug 25 20 i 1 klTek lndusilres;feta. Fri Oct 26 10:06:30 2012 Page 1 ID:Fz9QzgHhdT ltgjap2TkUzyPYh:iTFUeM2nJD7JzVh5Rf1J1DdGrldixontaldldbJKZypYRd 14.0 1-042 11 1-2-0 t 0-104 1 Son.P 1505 ISC II Ims 11 1.54 II Iso II Iso 11 1s4 0 1s.3 II sso 0 34 FP= 1.54 P 0-6= I0,504446:2610444.45444r: _44.0.412444//650,444,. sr..1111•5.111•.•, . .17:11w004,4444, 2 3 4 s e 7 e a so II 12 13 a ss to 17 1e la 20 21 22 >. 33 s al 30 20- ZS n zc zs z< ►_:� 31s= 34= 34 FP= 86= 164 II y6= s _ _ 164 SP= ma- _ 3.0= ss= p.�. 6-is-12 7$19 i 7:1 1 ',1.5.12 o-7-0 0.7.0 121de Plate Offsets OVA- 11:Edge-O-1-8J.180-1-8.Edgel.l29:0-1-8.E..-1 LOADING(psi) SPACING 1-0-0 CSI DEFT. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.34 28-29 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360 BOLL 0.0 Rep Stress Incr NO WB 0.65 Horz(L) 0.08 23 n/a n/a ECM 5.0 Code IBC20091TP12007 (Matrix) Weight 111 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 OF 2400E 2.0E end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3564/0-5-8 (min.0-1-8),23=99010-5.8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 24=1265/0,3-4=1265/0,46=2252/0,5-6=2252/0,6-7=2969/0,7-8=2969/0, 8-9=3443/0,9-10=3443/0,10.11=380050,11-12=3800/0,12-13 802/0, 13-14=3802/0,1415=3564/0,15-16=-3584/0,16-17=3122/0,17-18=3122/0, 18-19=-3122/0,19-20e 1950/0,20-21=1950/0 8 S.Tj BOT CHORD 34-35=9/684,33-34 /1788,32-33- 1/2652,31-32=0/2652,3031x/3443,29-30=0/3443, NGF 28.29=W3688,27-28=0/3833,26-27=013721,25-26=0/3380,24-25=0/2797, C. 0- V As ' 11 - 23-24=0/1035 WEBS 235=932/0,2-34=0/815,434=732/0,4-33=05650,6-33=-560/0,631=0/445, est 6°` k 0 8-31=734/0,21-23=1410/0,21-24 o-2/1282.19-24=1187/0,19-25 /455, 16.25=362/0,16-26-=1/285,10-29---496146 NOTES 2.>7 1)Unbalanced floor live loads have been considered for this design. 3fl496 4' 2)All plates are 3x4 M120 unless otherwise indicated. '141.,+f OJ5-f1 3)This truss is designed in accordance with the 2009 international Building Code section 2306.1 and referenced standard ANSI/PI 1. ia'C7� 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3')nags. Slrongbacics to Sf01 IAL r be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)468 lb down at 18-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss we noted as front(F)or back(8). k\- -ED PROF, LOAD CASES}Standard ��5 �N f1(E� cS"0 1)Floor.Lumberl Increase=1.00,Plate Increase=1.00 9 2 Vert:23-35=5,1-22=-50pffi 6:3!-E r Concentrated Loads(lb) l Vert:19--468(F) Digital Signature EXPIRATION DATE:06130114 J October 26,2012 Aroom•V dei/ampdesign parumetersandREAD!TESOMlrfrtMAfVDINCLUDEDMITPXRBPERElPCEPAGEIdir-7473 BEFORE USE -•— Design world for iso only with MBek connectors.Tilts design is based only upon poaneters shown.and Is loran ind"1duw building At ty of design parameters and e�orpamfion of component is response:411y of budesigner.Bracing�shown Is wppcd of i dreidug4 web m n s only.Ad55fronal Ig designer durIng co-truction ur truss erector.Addltlond permanent bracing of the overo structure h the bay of theinsure des b the r of the T fabrication,guaily control.storage.delivery,erection and bracing.corals 04251.4M'outlaw designer,OS-O andnraCS005di g ComPairig NIi1'ek' Safely hlfoimopoe avaloble from Tara Plate Institute,781 N.Lee Street.S n*e312 Al xcmdric4u VA kE4. SCSI sending Compose. 777/greenback Lane 10 109 If Southern Pine(SP or SPp}'ember is specirie.4,the design valeesare those effective 1019012 by ALSC or proposed by SPE kurus Nal(11rts 95610 Job Truss T+vss le: ype Qty Pry POLYGON 4A8C 11/2012 R35370857� FLOOTRUSS11.2-01,1'11 :2: 1PL12-211UPPERFT1 Reiall.. '1'..-= 7.260sA+xJ 25Z0��pfu�XFAM ?Fri Act IJJiRP�>cLr a Truss .,1{4; , re �r9tOntrligyap2TkuzyP 2 1-9.0 t 7� 1.1......6:...r:::15$ II zoo I tsf It s.z9 II 1aa II sw,.,a!3 1303!I tsar 0 � xrsrh•= sat= ,sen �_ f5a I Tat= ,iii A /3 t4 +5c tl xe= ssrz3 It s+•` a p fp + tz 1 2 i S e 7 Dtea - /r."\ ' 77 fe 16 9m 4 = 11 t7 t7-toll I 7.0.17 lain{nI Plate Offsets(X.YI: 16:0-1-8.Edaet.120:O-1-8.Edael DEFL in (roc) Udefl Ud PLATES GRIP LOADING 40.0(pal) SPACING 1-7-3 TCI Vert(LL) -0.45 18-19 >574 480 M120 220/195 Pates htClease 1.00 TC 0.45 -0.71 18-19 >368 360 TOLL 10.0 0.67 Vert(TL) BCLL 10.0 Repber!sereno 1.00 1 6 0.77 Horz(TL) 0.09 15 n/a n/a BCLL 0.0 Stress Ina YES Weight 99 Ib FT=0%F,0%E BCDL 5.0 Code 1BC2009/TP12007 (Matrix) BRACING directlyapplied or 6-0-0 oc ptufats, except TOPC LUMBER TOP CHORD Structural wood sheathing Pp TOP CHORD 4 X 2 DF 2400E 2.qE end verticals. BOT CHORD 4 X 2 OF 2400F 2.0E BOT CHORD Rigid iadirectly applied or 10 40 oc bracing. WEBS 4 X 2 DF Stud/Std REACTIONS (Ib/size) 15=954/0.48 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(tb)or less except when shown. TOP CHORD 2-3=-3241-=074/0.3, =3074/0,4-5=-4665/0,11-12=2779/015 ,674998/0,7-8=499810,8.9---4422/0,9-1 1422/0, 2-13=-2779/0 BOT CHORD 22-23=011717,21-2203/4051,20-21>0/4051,19-20=0/4665,18-19=0/4665,17-16>014821,1647=0,3728, S 1-20=-311532 �. 0�lkr'Sj�I�^ WEBS 520=33510,2-23=-1923/0,2-22�1i521,4-22=-1094/0,420-01897,1315=176710,1316=011436.i 1-16=1094!0, 1> , `. J. 11-17=01801,8-17=-45W0,8 1803/287,618-211/639 L a. '- NOTES % ., 1)Unbalanced floor lee bads have been considered for this dronai BuildingCode section 2306.1 and referenced standard ANSUTPI 1. 2)This truss is designed in accordance with the 2009 International 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strortgbacks to f;, be attached to wails at their outer ends a restrained by other means. 8 ,P 30496 <v o �zs 1-°L •C). �`O LOAD CASE(S) Standard �ASSlONAL5 FtiEp PROFeo �� SFR s>cSP a2 � Or 4, OR/'.O ..?'..s. I��ER S."t\N4 Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 r t a and REM ND'IB6 ON TEM A.i>IDdl,If:Lrmf3D a1178KRRYERF.NOE ME BEI-7473 BEE ORE USE. IS D •981191,l wi g P° ters shown.and is for an indry dual bulldog con t. Des+ ,void for use o,3k'w1fl3 MiTeketers ndpsetors.lids dart t k'ent ts y of bukln9 d fes-not fuss deagner.&adn9 shovm Apprlaby of de f patomelew b member to inaae stobfay durifg cpnstudlor3's lfe resp forty at the Tek' itor s lateral dtionsupport of irfda✓rdtr1 bracing of the oers veraly.ll Additionaltuetemporal, the brfdog designer.Forge nerd guidance regarding fabric rt AdquaSi' o or ge.de of overall s d a a theconsult blab' xd 7771 premised,Lane.suite 109 fabrication.quality control,staape.defverl'.ered'ron ono bracing.ao^sWl ANSf/rt n gun*CAletlo,DSB-99 and SCSI Building�nPp^ CArrus Magas,CA,95610 Safety Intonnaton ovalable horn Inmos Plate Institute.781 N.Lee Street,Suae 312.Alexandria VA 22314. If Southern Pate(SF or SPI)lumber is specifIed,the design values are those effective 001/2012 by ALSC or proposed by SM. • • Job `Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 • P112-211_UPPER FT2 FST 835370858 russi 1 • Pacific Lumber&Tnrss•Co.,Hillsboro,Ore -- - - Job Reference(ootianan __. .. - 7.250 s Aug 25 2011 Wick industries;Inc. Fri Oct'2610:06:32 2012 Page 1 . - ID:Fz94zgfDra 1 ttg ap2T1rUzy PYA_-FsNF3242rgN 7 DorTZ4Ohiliw4LkgtLi3wC22bOSyPY R b I 244 1 1 244 1I 14.0 11 16e i Sub 4131. 1943 Ii s,s= 1.na It 344= 1sa II sM= 1443 fl S loss 0 2 3 4 4 4 c /' \ e f s 9 1 U e • e a e 14 +o tz u 344= 33= tea u 3a4= C. 33 334= .4 &1 7$12I 7-942 IF�o-12 Faii-12. 64-4 �-01 iF30 I o- Plate Offsets(X.YI: [4:0-1.8.Edge)(12,-0-1-8.Edoej 13-5-9 LOADING(psi) SPACING 1-7-3 CSI DEFL in (roc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.26 11-12 >832 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.42 11-12 >524 360 ECU. 0.0 Rep Stress€ncr YES WB 0.63 Horz('rL) 0.07 10 n/a nla BCDL 5.0 Code IBC2009/TP€2007 (Matrix) Weight:81 lb FT=0%F,096E . LUMBER BRACING TOP CHORD 4 X 2 DF No.18BV TOP CHORD Structural wood sheathi d BOT CHORD 4 X 2 DF No.1RBtr ng trectly applied or t30 oc purrmsexcept WEBS 4 X 2 OF Stud/Std end verticals. BOT CHORD Rigid ceiling d-eectiy applied or 10.0.0 oc fxacing. REACTIONS (Ib/size) 15=802/0-4-4 (min.0-1-8),10=802/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten,-All forces 250(ib)or less except when shown. TOP CHORD 2-3=2872/0,3-4=2872/0,4-5=3464/0,5-6=-3464/0,6-7=2880/0,7.8=2880/0 BOT CHORD 14-15./1721,13-141/3464,12-13=0/3464,11-12 /3430,10-11.3/1723 WEBS 2-15=1858/0,2-14�/1242,4-14=806/0,8-10=1860/0,8.11=0/1248,6-11>594/0,6-12=-229/358 NOTES P„.`.R S.Tr�,C 1)Unbalanced floor live loads have been considered for this design. Of WAS/h,! 2)This truss Is designed hi accordance with the 2009 International Budding Code section 2306.1 and referenced standard ANSI/TPI 1. �4 �:::' , 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss w€th 3-10d(0.131”X 3")nails. Strongbacks �� >''to be attached to wags at their outer ends or restrained by other means. r.LOAD CASES) Standard �_�;fir/ �l 'r' 30496kSS�flIYAL� Digita€Signature EXPIRATION DATE:06/30/14 j October 26,2012 ®WARNING-Feri. ,design parameters and RGAD NOTES Olt 2717S ANDINCLf/RED 611ThffREPS PAGE kty1.7473 BEFORE USE 1 Design valid for use only With Wet connectors.Thh design h based only upon parameters shown,end is loran lndlvidval building component. _'• Applicability of design parameters and proper Incorporation of component is responstriy of buidmg designer-not inns designer.gracing shown is for lateral support of individual web members only.Add6ond temporary bracing to Insure stobilty durfrg cons€uclion h the responsbUty of the erector.Additional permanent bracing of the overal structure is the responsibility of the bulking designer.For general guidance regarding fabrication,quo8ty control.storage.delivery.erection and bracing.consult ANSV1Pli QuetS'Catena,053.89 end SCSI betIding Component If fety eutAern lir o ai SP lumberborn �e fi e,781 N.Lee Street.Suie 312,Alexandria.VA 22314. proposed P 7777 Oreenbads lane,3WIe f09 (SPpec€Fred,the design values are those effective 06161/2012 ALSCor ro osetl SP76, Com't>� .c0.assto • Tnss Truss Type Oy PN POLYGON 4ABC 112012 R35370859� • Fbor Truss 7 I 1 PLI2-21 f UPPER Job Reference(Ootionall • - - - 7250 a Aug 25 2011 MPTek k,dusb les,irnc. Fri Gd 2810:06:33 2012 Page I' pacRcLumber&Truss Co..Hisslwro.Ore 1D:Fz9OzgfOncrltg1ap2 zYPYh_12erdGN4gahrucbr098rnwFuTFP8pU4AX3Rdo8wiryPYRa 2-5.4 i i 1.2-0 11 1.3.41 I 2.6.0 I I Stak3121A • f.SA II Y'B= s.Ga II ,eo It „et= 1541 6 se e 1033 II 3s13= 4 5 5 T a fes` T." �. a e 10Yet fa 40- 12 t1 aµ= 4 34= 31a= tea 11 ea= 303— 0-14 o-1S { 7442 15.04-4.012 I.....7-.1021 i 410.14 I 7412 0.�-0 40 Plate Offsets fX.Y1: (4:0.1-8.Ed(e1.112:0.1-8.Edae1 SPACING 1-7-3 CSI DEFL in (loo) Udell Lid PLATES GRIP LOADINGLL40.0.f) Vert(LL) -0.2511-12 >873 480 MT20 2201195 TOLL Plates rIncrease Increase 1.00 BC 0.32 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 TCDL 10.0 WB 0.62 Horz(TL) 0.06 10 Na Nei BCLL 0.0 Rep Stress 0YES BCDL 5.0 Code lBC200g09/TPI2007 (Matrix) Weight:80 Ib FT=0%F,0%E BRACING a ed or 6-0-0 oc puffins, except LUMBER TOP CHORD Structural wood sheathing directly ppU TOCHORD 4 X 2 DF No.18Btr end verticals, BOT CHORD 4 X 2 DF N Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 DF b'tudiStd REACTIONS (tb/size) 15=791(0.4-4 (min.0-1-8),10=791/Merhanical FORCES (Ib)-Max.Comp./Max.Ten.-AU forces 250(Us)or less except when shown. TOP CHORD 2-3—2824/0,3.4=-2824/0,4-5—338110,5-6•=3381/0,6-7=-2830/0,7.8=2830/0ALA BOT CHORD 14-1511697,13.14=0/3381,12-130/3381,11-12 /3356,10-11=0/1696 8 S.TjvC WEBS 2-15=-.1832/0.2-14=11217,414=-770/0,8-10=1833/0,8.11x/1222,6-11=-56810,6 = 12227/340 NOTES Unb 1)Unba�nced floor live loads have been considered forihis design. ,(� err'!"- . Ci. 2)Refer to girder(s)for bliss to truss connections. u 47 e ,:• , 3)This truss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks ... 1 to be attached to walls at their outer ends or restrained by other means. / LOAD CASE(S) Standard 30496ie ,., SS7ONAL��O 16 j.1 t 9<- r.. Dfeve- " 9{SFRS1=‘.4ii Dim Signature EXPIRATION DATE:06/30/14 ) October 26,2012 ° owpporl wedesign Ie ,boc u�+9 Zan w,dbl6 H A •sero design P ami.REIDA07n) � X1FSPAGE MU-7473BEFORE USE. Design wild for use with AeTek This design§b parameters she and is f«on individual budding component. lilt . A cabili1hYof dentgonf pinMdtsiertonbdp��Ame nd upon owofe stbogddedgne-not fwstd�gre &acingMoohe erector.Adpermanent bracing of the on s dura ro 4Yof the}wilding designer.for genera!g �regordhe MI'e 109 fabrication.aunty controt storage,defveY,erection and bracing.consul! ANSI/TPl1 Qwy Crlsya,05.9 and SCSI Wilding ry Conporent 7T77 GreenbedkLane,Suite Note etIZ Memory:Ma,VA 22314. . Cirrus Heights, 95610 rf Southern S Pp}lumber is sspi the design valuesare these effective 0rialff 042 by ALSC or proposed by SFS. _. • Job Truss Truss Type ON Ph POLYGON 4ABC 11/2012 PL12-211_uPPER FT4 Floor Truss R35370860 1 1 Job Reference(oo(ionen .. Pacific Lumie-&Truss Co.,Ha.vba .- .. •-•---_-..._. n,Ore .. . - .._-..... i.4.a,s Aug 25 2011 b7Tek'irwusines lac Fri Oct 26'I0:06:33 2u12 Pagel ID:Fz9Ctzg(DrsIT1(gjap2TkUY0 zyPYh_42wd6N4gc8Vug96nvwFuTlb6td4Ay3Rdo8wuyPYRa ( 2-2.12 !! 244 I Smolt.1217 _ 1.54 II • t. II I ars 23=4= t.S3 II 0 4 $ 6 4 ' Ilik R 1 9'4 ISO 11 sw= I 12-9-12 12.8.17 { LOADING(psi) SPACING 1-7-3 CSI DEFL in (roc) Ildefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.12 8-9 >999 360 BCLL 0-0 Rep Stress[nor YES WS 0.59 Hotz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2009/TPI2o07 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18.8tr TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 4 X 2 OF No.1&Btr end verticals WEBS 4 X 2 DF Slud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-4-4 except(jt'engih)74.)-4-8,74).4.8. (lb)- Max Gray Ail reactions 250 lb or less at joints)except 10=554(LC 1),10=554(LC 1),7=554(LC 1),7.554(LC 1) FORCES (Ib)-Max-Comp/fulax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=548/0,1-2=1069/0,2-3=1069/0,3-4=1668/0,4.5=-1668/o SOT CHORD 8.9.011619,7-8<V1118 WEBS 5-7=1207/0,5.8=01594,3-9=593/0,1-93/1169 NOTES y,kER S.r4G 1)Non Standard bearing condition. Review required. p4- O�WAS/p. s5 2)This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,rw ;': �,, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks .,C �0 t. to be attached to walls at their outer ends or restrained by other means. y: • LOAD CASE(S) Standard ei? 30496 c� 3 '�&a.STO) �s *VON AL t-t'& ��Qt4 PROpt.s ��� �NGI k!� `r/0 ct- 1.''=••P- 9 IP,IdOREG.', 'If�R s.-c' Digital Signature I EXPIRATION DATE:06/30/14 J October 26,2012 I, a WARNING•Verifydm*parameters and READ,NDiRS MINIS ARD iNCLUDBD,IFINEKREIPEREWCR PAGa611111.741?BRPORS 0513I Design void far use Doty with hStek connectors-The design is based oNy upon parameters shoe el,and is for on indrvidud butkfitg component. shown 's IA lateralof design parameters and proper incorporation of component a respaa ty of budding�Igner-not lass isfor Asupport of isd ud members only.Additional temporary traang to inane doblity during construction 6 the response&batty o ;T erector.eoo.kAu money gemscontrol,ant stOCng of the overall structure it the respadbsly at the b[ddng designer.For general guidance regarding MiTek' Safety Information available from Trus delivery, trsl'lute•781 N.Lee erection and Street,Stile 312 Alexa consult VA 22341 lity •b56.89 and BGSI Building Component If Solrtherb rate SP or SP lumber specified, 7777 Greenback Lane,slate 199 ( p} the design valuesrtre chose effective 9sro1rzo12 4y t1LSC or proposed by SPIB Mut Heights.CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATiON AND ORIENTATIONFailure to Follow Could Cause Property 6-4-8 dimensions shown in ft-in-sixteenths 13/4 Center plate on joint unless x,y I (Drawings not to scale) Damage or Personal Injury offsets are Indicated. ran Dimensions are in ft-in-sixteenths. 1. Addatonat atabiRty bracing for truss system,e.g. Apply plates toe both sides of truss 1 2 3 diagonal or X-bracing,is always required. See SCSI. i r and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For v4de truss spacing,individual lateral braces themselves 0 m�/T d 4 bracing sho ud bengonsideredive Tor I c963. Never exceed the design loading shown and never O stack materials on inadequately braced trusses• d 4. Provide copies of this truss design to the building it) 110 designer,erection supervisor,property owner and at other Interested parties. 7ar 4 x 2 Orientation,ficate BOTTOM CHORDS pedtes 0 tru srom outside 7 6 5 5. Cut members to bear tightly against each other. ge of truss. 8 6. Pkice piales on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. _r required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. 7. Design assumes trusses will be suitably protected from 1111.1111• THE LEFT. the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise content of lumber Plate location details available to MITek 20/20 NUMBERS/LETTERS. shall not exceed noted,time moisture content of n. software or upon request. 9. Unless expressly noted,this design is not appGcabte for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: f 0.Camber is a non-structural consideration and Is the The first dimension is the plate responsibility of truss fabricator.General practice Is to width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead toad deflection. 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11 Plate type,size,orientation and location dimensionsthe length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.L mbrer used s ofeqbeto tohe aper ies a and tdasne,and Southern Pine lumber designations are os follows: specified. SYP represents current/old values as published Indicated by symbol shown and/or by AWC In the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the SPp represents SPIE proposed values as provided spacing Indicated on design. output. Use T or I bracing In SPIE submittal to ALSC dated Sept 15,2011 SP represents ALSC approved/new values 14.Bottom chords require lateral,bracing at 10 ft.spacing, If Indicated. with effective date of June 1,2012 or less,if no ceiling is installed,unless otherwise noted. (2x4 No 2 and lower grades and smaller sizes), 15.Connections not shown are the responsibility of others. BEARING and all MSR/MEL grades 16.Do not cut or alter truss member or plate without prior approval of an engineer. indicates location where bearings ®2012 MiTek®All Rights Reserved (supports)occur. Icons vary but 17.Install and load vertically unless indicated otherwise. 101.1111 reaction section indicates joint 1111118.Use of green or treated lumber may pose unacceptable number where bearings occur. E6 environmental,health or performance risks.Consult with Min size shown is for crushing only. project engineer before use. 19.Review att pothis (frontback w industry Standards: and pictures)before rtionsof use.Reviewingdesign pictures abneons ANS'/TP11: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. air 20.Design assumes manufacture in accordance with ANSI/TP1 1 Quality Criteria. BCSI: Gu die to Good Practice forlHandliianComonent tg n, 9[ Installing&Bracing of Metal Plate MiTek Engineering Reference Sheet:Mi�1-78473 rev.09/04/2012 Connected Wood Trusses. A. 22'-O . � r y EgO ? 16 9I6.�5 INk" Z z Z J ' H cD CD ? I » <¢ 0 Bt. v., U) L7 I..y p ca _Z z u H ' m CC O O �c5"'« • V) cn {n C-7, ==.. 113 Q a i O O U H H ZO O w CD � "' a Z Ls V cC Z Nzes ,_ Lu s: rpt El ❑ P ri -g- m I64/12 I I • 4 � I j I to 62511 2I a p CID�' d CD m m , , „,, ;: o 0,4„, 000,0,, M l111,100r1111 , 1 r —'err' L Q I -- - .. .. ` � CONFORMS TO DESIGN CONCEPT <Io-u�U ' 4 0 CONFORMS TO DESIGN CONCEPT WITH 4' fp REVISIONS NOTED i Cl ' 0 NON-CONFORMING—REVISE&RESUBMIT BM€T O.-CRATE THIS SHOP DRAWING HAS SEEN REVIEWED FOR GENERAL CONFORMANCE DIFFERANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE T-3 1/4' FABRCATORVENDCR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS SPECIFICATIONS AND APPLICABLE CODES,ALL OF WHICH HAVE r I PRIORITY Y OVER THIS SHOP DRAWING. l'-5 If? By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS BUILDER: ©Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW D9/08/14 PLACEMENT ONLY.REFER TO PROJECT TITLE TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL REVISION-1: 4-A NH KD DRAWINGSFORRLL FURECER a ..� INFORMATIONIn C.01 L PLAN. DESIGNER/ENGINEER OF RECORD DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NOBUILDI S 4-A NH / A E TRUSSCONNECTIONS.BUILDING { I CHECKED BY: DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION: REVIEWANDTO OVE OF NSTRUCL TR -_ A. ._ COMPANY SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. D 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. 1 ,... ,n=. 1- co Cr-..J CD r-1 CC c,_ ._ = n „.0 LL, <c V V w .-, 0. 0 .:.. Z (...) L.) u.„ ._..-2,... 1-i w._...,,-.,.<." N\ , 1 , . 2 i ,.<... 'Ci) tfl C) L9 IV>.- LL, cl Ln Z I-I CCU) -±4 t=i,-f2,L?.: • CC .._., tit Lc) u) us L._ ==''.'" :: ..9 Iii = .8.•:c*„., “,-= Z c c:, c) .----• L...) , _, ..•t-= G G lli CD I i t 1.,...) (._.1 1.1.4 t,- --,CD .=Cr'.....= 1...„.. BUILDER 11,. 6.5:11ii C,O;NFOORRIVINISSTTOO DESIGNCONCEPT CCOONNCCEEPPTT WITH REVISIONS NOTED a NON-CONFORIVIING-REVISE&RESUBIVIIT i . wTHITN THIS -1.:,EA.FTS BEE0NNLTVEZD PIT,ESGENIE4ORTAL CFECti...IFEvEORMAtiEE DIB.Rwle:mAAGTsOIR/SVLPEE:FO,GRRAOTAE,or:Sp:Ts„,E,p,puLT,cfA,koRLER:EH,FET,rTa.K.,0EE,C,,,,,,,,:::,A!?4,,, I ;25/12 I PRIORI Y OVER Hi S SHOP Lr- VVING By David R Burnett Date 10/6/14 9. \ I ar, plr , \, > \ CO i .0 ,CO CO 5: 4 doh4 , Er, . 2 4 $.4 -71 : ••••211 . 8 : • / AlgrA4 i I ciIIIIIIMMIlli . MM. AGE ... r A mow ste PLATE Cl GE DIFFERANCE T4 114' r "' '1115 ift ©Copyright CompuTrus Inc.2006 R: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLYREFER TO POLYG011 NW 09/08/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL alt ' PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING l '' 4-A NH KD DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR AU_NON-TRUSS '..s PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-A NH / A CHECKED BY: COMPAN DESIGNER/ENGINEEROF RECORDOFALLTO ri a 1 ,.. y REVIEW ANDAPPROVE & TituSS • DESIGNS PRIOR TO CONSTRUCTION. DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / 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). ' G ? tr t/ r ilt C, ori EXPIRES 6/301, This design prepared from compuinput by IIIIIIIIIIIIII PACIFIC LUMBER-BC 121-00 GIRDER SUPPORTING 45-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DOF .00 LUMBER SPECIFICATIONS :;:::1 RATION INCREASE = 1.15 (Non•Rep) 1 =( ) 2. 8 -72. 3= 6TC: 2x4 KDDF H1&BTR 2- 3=(-56 ) 12 B• 9 -78- 3= 7BC: 2x8 KDDF N1&BTRLOADING3 =( ) 93 9.10 -63- 9= 7WEBS: 2x4 KDDF STAND; LL = 25 PSF Grounw ) 4 = ) 93 10. -69- 4= 05 = ) 1269. 5= ) 72x6 KDDF q2 ATC UNIFLL50L( 14.0)= 64.0 00" TO12'• 11.0" V6- =( ) 85-10= ) 7TC LATERAL SUPPORT <= 12"OC. ON. BC UNIFLL543 )+ L( 389.8)= 933.5 PLF 0'- 0.0" TO 12'- 11.0" V 5- 6= ) 6BC LATERAL SUPPORT <= 12"OC. ON. LIMITEDSTOAGE ESNOT APPLY DUE TO TIBEARIMAXRTli! i; nti ZBRG RAROVERHANGS: 12.0" 12. " REQUIREMENTS OF C 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS EACTIONS SIZE S . (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" 1508/ 6556V 23 / 238H 5.50" 10KDDF ( 625) Connector pplate prefix designators: 12'- -1508/ 6556V / OH 5.50" 10KDDF ( 625) C,CN,Ci8,CN18 (or no prefix) CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = M>Tek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 pafl uplift at "Oc spacing"I .� Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 nails staggered at: MAX LL DEFL = -0.001" @ •1'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001" @ -1'• 0.0" Allowed = 0.133" 5" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = •0.025" @ 6'- 5.5" Allowed = 0.600" 9" oc in 2 rows) throughout 2x6 webs, MAX TL CREEP DEFL = -0.050" @ 6'- 5.5" Allowed = 0.800" 9" oc in 1 rows) throughout 2x4 webs. MAX LL DEFL = -0.001" @ 13'- 11.0" Allowed = 0.100" 6-05-08 6-05-08 MAX TL CREEP DEFL = •0.001" H 13'- 11.0" Allowed = 0.133" T MAX HORIZ. LL DEFL 0.007" @ 12'- 5.5" 3 03 02 3_02-06:_4 02 O6 3 00 10 3 04 14 .' MAX HORIZ. TL DEFL = 0.011" @ 12'- 5.5" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-4x6 NOT EXCEED 19`k AT TIME OF MANUFACTURE. 14.00 14.00 Design conforms to main windforce-resisting 4 4.0" system and components and cladding criteria. ,r Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.1 , #I (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, �" Truss designed for wind loads in the plane of the truss only. M-4x12 M-4x12 � i, 4� 0 M-1.5x3 1\1x3 iii0 ., . iii t, 6i7 _,o s- rf- 1 2 8 9 10 M-12x14 M-3x10 =M-10x10 M-3x10 M-12x14 J, y y y I 3-03-02 3-02-06 3-02-06 3-03-02 y y y y 0 1-00 12-11 1-0 �c0 PROF JOB NAME : POLYGON 4-A NH - AG Scale: 0.2499 `- i01- WARNINGS: GENERAL NOTES,unless otherwise noted: �� ✓2,®P G 1.Builder and erection contractor should be advised of all General Notes 1.This building comp based Applicabilityhe of design parameters meters shown n and d Is proper for an individual , Truss: AG and Warnings beforewebr dna mustn commsnces incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at F 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON J� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ddddd 4.No load should be applied to any component ural after all bracing end 4.Designation of assumes trusses is the ae o be used of a noncorrosiveerwironment, /6'AJ`I' 1 4 N5 SEQ. : 605 2929 fasteners are complete and at no Owe should any loads greater than and are for"dry condition"of use. design loads be applied to any component. 6. • Design assumes full beedng et all supports shown.Shim or wed0e If �+.� SS TRANS I D: 407 653 5.CompuTrus has no control over and assumes no responsibility eats.for the necessary. b 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 1 111111 11111 11111 11111 11111 11111 11111 1111 1111 TPINYTCA n BGS,/,copies of which will be furnished Lupon)-E request. g linesForcoindd withjointc nterilines. ES 12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This designPACIFICLUMBER-preparedBC from computer input by lk ---- m ' MIIlMIlMlMIMMM..lMIMM..I.°.IlI...M.IllMl....I..M.IIlMIIIIlIIIIIlIIIllIlllIIlIIIIllIlIllIIiIIllII LUMBER SPECIFICATIONS - LUM 2x4 ECIF CATION TRUSS SPAN 49'- 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IB0 2012 MAX MEMBER )FORCES 43-l2D( -243)00 WEBS:: 2x4 KDDF STAND SPACED 24.0" 0,C. 1- 3=( 0) 52 2-13=(•- 42) 3412 2-14=( -243) 295 2- 4=(-3577) 1459 13.13=( -912) 3044 12- 3=( -161) 480 LOADING 3- 4=(-3577) 1465 13-14=( -700) 2590 4-13=( -569) 346 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 5=(-2976) 1320 14.15=) -713) 2453 13- 5=( -204) 792 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2278) 1172 15-16=( -924)1 281718 5-14=(-1009) 554 TOTAL LOAD = 42.0 PSF 6- 7=(-2976) 1172 16.10=(-1152) 3185 14- 7=( 1OIO) 1764 OVERHANGS: 12.0" 12.0" 7- 9=(-3577) 1320 14- 5=(--200 554 6 Connector plate prefix designators: LL 25 PSF Ground Snow (Pg) 8- 9=(-3577) 1465 7•15=( -204) 793 Connect8,CN18 (or no prefix) = CompuTrus, Inc 0-10=(-3744) 1459 15- 8= M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 52 8.16=) -243) 295 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 16- 9=( -243) 295 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -367/ 2172V -304/ 304H 5.50" 3.48 KDDF ( 625) 49'- 0.0" -367/ 2172V 0/ OH 5.50" 3.48 KDDF ( 625) 'COND. 2; Design checked for nett-5 psfl uplift at 24 °oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.258" @ 24'- 6.0" Allowed = 2.404° MAX TL CREEP DEFL = -0.490" @ 16'- 6.1" Allowed = 3.206" MAX LL DEFL = -0,002" @ 50'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 50'- 0.0" Allowed = 0.133" 24-06 MAX HORIZ. LL DEFL = 0.108° @ 48'- 6.5" T 24-06 MAX HORIZ. TL DEFL = 0.176" @ 48'- 6.5" 6-05-12 5-11-08 5-11-08 6-01-04 6-01-04 5-11-08 5-11-08 6-05-12 DESIGN ASSUMES MOISTURE CONTENT DOES 12 T NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.25 12 M-4x6 12 Design conforms to main windforce•resisting Q 6.25 system and components and cladding criteria. 4.0" 6 4( Wind: 140 mph, h=25.6ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, e (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads M-3X4 M-3x4 in the plane of the truss only. M-5x6(S) 5 M-5x6(S) u, 0.25" 0 0.25" e" /iihk A 5"i °� r M-1.5x3 3 M-1.5x3 0 2lidilliglik �1 o12 6 168 M-3x8 M-3x4 0.25" M-3x8 0.25' M-3x4 M-3x8 0M-5�(S) M-518(S)), y y ), y y y 8-06-03 7-11-15 7-11-15 7-11-15 7-11-15 8-06-03 1-00 49-00 y y 1-00 JOB NAME : POLYGON 4-A NH - Bi pCI y RIV. Scale: 0.1287 ,`dJ l l '3% +�/ WARNINGS: GENERAL NOTES,unless otherwise noted: ,„5„.1 "K B1 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 Q' c Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper * 2 P G � 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , DES. BY• BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at " 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 ,mss. DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere s and/or drywall(BC). fir. „ 9 3.2x Impact bridging or lateral bracing where shown++ - Q SEQ. : 6052930 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective ca actor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. A_ , TRANS I D: 407653 design loads be applied to any component, and are for"dry condition"of use. r1 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 f,Q �� 1 4 � F� fabrication,handling,shipment and installation of components. necessary. s p �'`�y {y 6.This design is furnished subject to the GMtations set forth by 8.Plate7. sshallbe locateassumes d uon both faces e�of truss,and placed so their center `�`l v 1111111 VIII 11111 IIII 11111 11111 11111 1111 III TPI/WTCA in BCSI,copies of which will be furnished upon request.-E MiTek USA,Inc./CompuTrus Software 7.6.6 1 lines coincide with Joint center lines L 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIII�IIIII PACIFIC LUMBER-BC TRUSS SPAN 49'- 0.01=1.(11,50142 .COND. 2: Design checked for net(-5 sof) uplift at 24 'pc spacing. LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1DESIGN ASSUMES MOISTURE CONTENT DOES TC: 2x4 KDDF ki&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC: 2x4 KDDF qt&BTA LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD .0PSFsystem and components and cladding criteria.BC LATERAL SUPPORT <= 2"O . UON. DLONBOTTOM CHORD .0PSFTOTAL LOAD .0 PSF Wind: 140 mph, hc25,6ft, TCDL=4,2,BCOL=6.0, ASCE 7.1Unbalanced live loadsave been (All Heights), Enclosed, Cat,2, Exp.B, MWFRS( ,considered far this dignLL25PSFGround Snowload dration factor=l.6,rs:ompu7rus, IncIHTALiesNMET.TLY. 2424-0612-03-1012-02-06'( M-4x4 12 6.25 12 3 6.25 M-3x5(5) o M-3x5(S) 0 0 c%) 111,1 4 o o 1 M-3x5(5) M-3x5(5) M 3x4 0 M-3x4 J, } y 16-06-01 y 15-11-13 16-06-01 y y 1-00 49-00 0 PRQpe� JOB NAME : POLYGON 4-A NH - B GE1 Scale: 0.1680 451 O..c. '9'tIP G f ' fIN s"0 WARNINGS: GENERAL NOTES,unless otherwise noted: t:' rE 1j- Truss: 1.Builder and erection contractor should be advised of all General Notes 1.This building design Is based Applicabilitylyponthe of ardeammeters shown and and properrn Individual T r u s S: B GE 1 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at !� . r� 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 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(f G)and/or drywaltC). ar, �t,¢ DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Im act bridging or lateral bracing required where shown++ �i W 4.No load should be applied to any component until after a5 bracing and 4.Installation Design ion oassumeu trusses rese ponsibility beusedto a respective contractor. 174, 74, 4 7�' 1 4 OREGON 1�'- SEQ. : 6052931 fasteners are complete and at no time should any bads greater than end are for"dry condition"of use. I .' design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if "CS f'f�i 1,,, TRANS I D: 407653 5.CompuTrus to us has no control over and assumes no responsibility for the necessary. r�11(7 1• 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 D c+ NI VIII 11111 11111 VIII III VIII HI IIII MITak SA,Inc./C mpuT s(Software furnished 6.6(1 L)-E request. U Fogit isidiccnnectoroplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIII 11 I 11 IIII1110 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 [COND. 2: Design checked for nett-5 osfl uplift at 24 "oc suecinq.I BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12"OC. CON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main ree-resisting Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF system and components andd cladding criteria. considered for this design. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc load duration factor=l.6, M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 6-05-08 6 05-08 complete specifications. 12 1M-4X4 12 DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 14.00 42k 14.00 II 0 co 0 0o o /1/11114±.1141111 o -T 5 y� ooy 12 1 ), ,, 1-00 JOB NAME : POLYGON 4-A NH - A GE 0. � t� pRQfi$ Scale: 0.3258 .N. IN , WARNINGS: GENERAL NOTES,unless otherwise noted: 4.,' /f -Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' ^920®�?E - Truss: A GE 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. ya` DES. BY: BS stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure 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 qtr DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(7C)and/or drywall(BC). rAs,d g 3.2x Impact bridging or lateral bracing 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. -�4.',/,07_4?- , OREGONtx. �� SEQ. : 6052932 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 407653 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 '� -7Y '(,� ,; "- fabrication,handling,shipment and installation of components. necessary. �� 6.This design Is furnished subject to the inatations set forth 7.PlatesPshall assumes cried on dthifac a io truss,a. C'^t y }�y i- 11111111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. 8 eescoincidewith joint center ioesg of truss,and placed so their center rl R. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basi9.Digits n connector plicate size of ate design vlate in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 49'- 0.0" ICOND. 2: Design checked for net(-5 ann uplift at 24 "oc soacing.l LUMBER SPECIFICATIOS LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES TC: 2x4 KDDF g18BTSPACED 24.0" O.C. NOT EXCEED 1Db AT TIME OF MANUFACTURE. BC: 2x4 KDDF q1&B;dT C LATERAL SUPPORT 12"OC. DON. LOADINGesin confors to maiwinorcesingBC LATERALSUPPORT 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components d cdditria.DL ON BOTTOM CHORD = 100PSFUnbalancedlive loadhave beenTOTAL LOAD = 420PSFWi40 ph, h=26ft, TCD4.2CDLCE 7.considered for this esign. (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads Connector pplate prefix designators: C,CN,CI6,CN18 (or no prefix) CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE ml THE SPATIAL in the plane of the truss on y. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 24;26 12-03-10 12-02-06 12-02-06 12-03-10 I5�u7 M 3x5( M 3x5(S) o '+ 0 0 M 111111k 4 Mo 1 0 a r M-3x5(5) M-3x5(S) M 3x4 0 0 M-3x4 y y y 16-06-01 y 15-11.13 16-06-01 ), ), 1111 y 49-00 �� 0 PRpPe's JOB NAME : POLYGON 4-A NH - B GE2 Scale: 0.1697 ' ] Ifft-r i , WARNINGS: GENERAL NOTES,unless otherwise noted: ' .r,r ®t-L 1.Builder and erection r constr or should be advised of all General Notes 1'build ng his icmponenn Is d Applicability on the d signters shown ters a dnd i proper Individual Truss: B GE2 and Warnings before construction commences. uildinincorpration of component is the of desigsidYry of the building designer. 2.2n4 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 length by ,,r+ "� = �, DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON ` DATE' 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^y 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. ,,,��piii S E Q" : 6052933 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, //y , 4 0 and are for"dry condition"of use, lJ IN, fs design loads be applied to any component. 6.Design assume full bearing at all supports shown.Shim or wedge if 'Ly b t 1 TRANS I D: 407653 S.CompaTms has no,shipmentpl over and assumes no responsibility omponts for the necessary. F R MIA' fabrication,handling, and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111 ikU which will request. lines9. MTeSA,lnc./CmpuTrus Software 7.6.6(1L)-E Digits isafeslzoO.Fore connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 i JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-7370) 2980 1.12=(-2604) 6818 1- 2=(-7370) 2980 16- 8=(-565) 347 WEBS: 2x4 ODE STAND; SPACED 24.0" O.C. 2- 3=(-7391) 2850 12-13=(-1507) 4496 2.12=( 0) 267 6-17=(-165) 479 2x4 KDDF STAND; A LOADING 3- 4=(-3150) 1382 13.14=( -878) 2897 12- 3=(•1416) 4033 17- 9=(-243) 294 TC LATERAL SUPPORT <= 12"OC. SON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 2722) 1283 15-15=( -662) 2480 3-13=(•2068) 825 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6=(-2242) 1190 15-16=( -721) 2422 13- 4=( -128) 434 TOTAL LOAD = 42.0 PSF 7- 7=(•2255) 1174 16-17=( -931) 2806 4.14=( •669) 362 7- 8=(-2952) 1323 17.10=(-1159) 3162 14- 5=( -218) 730 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 8- 9=(•3546) 1468 5-15=( -984) 545 ** For hanger specs. - See approved plans 9.10=(-3714) 1458 15- 6=( -814) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 52 15- 7=(-1015) 553 Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 7.16=( -203) 805 C,M2OHS,,CN8 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0" -323/ 2058V -301/ 295H 5.50" 3.29 KDDF ( 624 49'- 0.0" -368/ 2175V 0/ OH 5.50" 3.48 KDDF ( 625) ICOND. 2: Design checked for nett-5 Osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.452" @ 13'- 4.0" Allowed = 2.404" MAX TL CREEP DEFL = -0.865" @ 13'• 4.0" Allowed = 3.206' MAX LL DEFL = -0.002" @ 50'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 50'- 0.0" Allowed = 0.133" 24-06 MAX HORIZ. LL DEFL = 0.253° @ 48'- 6.5" 24-06 MAX HORIZ. TL DEFL = 0.414" @ 48'- 6.5" 4-10-09 4-02-12 4-06-04 5-06-02 5-04-06 6-01-04 5-11-08 5-11-08 6.05-12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 12 Design conforms to main windforce-resisting 6.25 p M-4x6 system and components and cladding criteria. Q 6.25 6 4 Wind: 140 mph, h=25,6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 Truss designed for wind loads M-3x4 in the plane of the truss only. M-5x6(S) o M-6x10(S) M-3x4 \/1 4 0.25" 0.25" 3 M-3x8 Ise 9M-1.5x3 M-1.5x3 2_ � co CD/- c M 5x16 �i12 0 =M-10)00 y y 135 17MSHS9x18 M 3x4 M 15x8 0.2 M-3x4 M-3x8 3.50 3.50 M-5x8(5)12 12 y y y y y y 6-10-12 , 6-05-04 , 5-06-02 5-07-14 8-01-01 7-11-05 8-05-09 6-10-12 6-05-04 35-08 y y 1-00 49-00 1-00 JOB NAME : POLYGON 4-A NH - BV ��0 PROFes Scale: 0.1172g/ S/ WARNINGS: GENERAL NOTES,unless otherwise noted: (� 1Builder 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 Q Truss: BV and Warnings before construction commences. building component.Applicability of design parameters and proper 920 PI: 1 . 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY• BS biFty during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure ste 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: 9/8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). SEQ. : 6052934 4.No load should be applied to any component until after all bracing and 4.Installatonct boftruss is the responsibility r lateral of the spectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, A_OREGON ((f TRANS I D: 407653 design loads be applied to any component. and are for"dry condi on"of use. J�1 b,6.Design assumes full bearing at all supports shown.Shim or wedge If y T4 QC �� 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7 Design assumes adequate drainage is Provided. 4 ` C 1111111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon quest. 8 linesscoincide with Joint on center lines.9. s of truss,and placed so their center C i. ate in Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For ibasic ts iconnectocate size rplate desi n values see ESR-1311,ESR-1988 p 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC #1&BTR TRUSS SPAN 7'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CR=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-179) 173 6-2=(•456 184 TC: 2x4 KDDF # SPACED 24.0" O.C. 2.3=(-239) 126 7-8=( -22) 32 2-7=( -49) 146 WEBS :2x4 KDDF STAND 3-4=(-239) 126 7-3=( -30) 120 LOADING BC: 2x4 KDDF 1ANDR 3.4=( -6) 146 7.3=( -49) 146 4.8=(-456) 184 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 07'-- 0. 0" -71/487V 188/ 188H 5.50" 0.78 KDDF 8H 5.50" 0.78 KDDF ( 625 625) Connector plate prefix designators: OT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES N M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psfl uplift at 24 "pc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18 BOTTOM CHORD CHECKED FOR SPAC LIOE CONC. REP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.001" @ 8'- 3.2" Allowed = 0.100" 3 07-10 3 07-10 MAX TL CREEP DEFL = -0.002" @ 8'- 3.2' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.047" @ 1'- 10.9" Allowed = 0.317' MAX TC PANEL TL DEFL = 0.096" @ 5'- 2.9" Allowed = 0.476" 12 12 M-4x6 MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.5" 34.0" 14.00 14.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.5" /- DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms tient o main win dforce-resisting system and components and cladding criteria. �" Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 00 M-3x4 M-3x4 0 0 0 111111111111\ Gee i M-1.5x3 M-3x8 M-1.5x3 y y y 3-07-10 3-07-10 y 1, ,, y 1-00 7-03-04 1-00 ¢ 0 PR O/ JOB NAME : POLYGON 4-A NH - Cl Scale: 0.4001 4 `�%8117' ,, WARNINGS: GENERAL NOTES,unless otherwise noted: ?✓2.i PE 1.Builder and erection contractor should be advised of all General Notes 1.This designg is based component.Applicabilityhe efparaimeters shown sand di for ar individual Truss: Cl and Warnings beforebracing construction commences. Incorporation of component is the responsidity of the building designer. Alle," ,0001.1°1°:. 2.2x4 compression web bracinmust 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' ,,/"+�A1� , o,c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �1CC DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^Y 4.No load should be applied to any component until after as bracing and 4.Installation Design ion ofassutruss trussesithe responsibility aeepo ns beused of n a respective contractor. 7/.0 ^4'�}f 1# N,N� �^ tx S E 0. : 6052935 fastenelo are cemplete and nt no time should any(cads greater than and are for"dry condition"of use. V design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if r•.h RI TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4+l 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 B.Plates la es csinall be e roc tedt on botr Rh faces of truss,and placed so their center * 111111 IN 11111 VIII VIII VIII VIII IIII IIII MiTek SA,IncI/VVICA In ./CompuTrus S I,copies of which Softw ofurnished 6 6(1 L)E request. Q For bas nnectordicate size of plate in inches. pla a design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 4 Is This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LOAD DURATION INCR7 = 1"15 ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing,I BC: 2x4 KDDF 818BTRSPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12"OC. UON. LOADING NOT EXCEED 1996 AT TIME OF MANUFACTURE. ng BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main dwcladree•reriteria Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. considered for this design. TOTAL LOAD = 42.0 PSF Wind: 140 mph, hts), t, .2,BCDL=6,0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l,6, M,M2OHS,M18HS,M16 = Mi Tek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall ION. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for 3-07-10 3-07-10 complete specifications. 12 M-4X4 12 DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 14.007 2 A. N14,00 11 Cd co u7 u7 0 1 4 5 y y y y 1-00 7-03-04 1-00 JOB NAME : POLYGON 4-A NH - C1 GE Scale: 0.4473 \c,� r �7 � WARNINGS: GENERAL NOTES,unless otherwise noted: �r'/y�GS rrr^//kf c�y' ✓ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' ,,9�?, r L 7 Truss: Cl GE and Warnings before construction commences. building component.Applicability of design parameters and proper, L 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. DES. BY• BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at " 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: 9/8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rAmV,: ^" 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 responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, /y1'OREGON TRANS I D: 407653 design loads be applied to any component. and are for"dry condition"of use. wedge �r 6.Design assumes full bearing at all supports shown.Shim or if /) '71' 1 4 2.° t.7 " � 44/ SEQ. : 6052936 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. (J,T'‘" 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage isprovided L•-ty r�i i �, y I IIIIII VIII VIII VIII VIII VIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 Ines clates o coincide with joint center liines.s truss,and placed so their center C+}fl 5 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For Digits basic�connector plcate size of attedesign values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6.7=(•321) 387 2-6=(-180) 238 TC: 2x4 KDDF N1&BTR -3=( -83) 157 6.3=(•579) 555 BC: 2x4 KDDF kl&BTR SPACED 24.0" D.C.0.C, 3-4=(•376) 415 3.7=(-358) 345 WEBS: 204 KDDF STAND; 4-5=( -20) 9 7-4=(-387) 349 2x4 KDDF M1&BTR A LONDIOG LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BC LATERALSUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" 78/ 439V -256/ 3930 5.50" 0.70 KDDF ( 625) OVERHANGS:: 12.0" 0.0" 7'- 7.5" -278/ 4500V 0/ OH 5.50" 0.72 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LL=L/240, TL=L1180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX IC LEDLL -0.001"TONLIMITS:M •:'- L0.0"/24 Allowed = 0.100" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" M,M2OHS,M18HS,M16 = MiTek MT series MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8" Allowed = 0.326" 3-07-09 3 08 03 0 0312 + Laterally brace to roof diaphragm. MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8" Allowed = 0.435" MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" M-1.5x3 6 Refer to CompuTrus standard MAX HORIZ. TL DEFL = 0.003" @ 7'- 2.0" gable end detail for complete M 3x5 DESIGN ASSUMES MOISTURE CONTENT DOES specifications. NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main win df orce-resisting 14.00 � system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, M 1.5x4 (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-3X5 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3x4 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are I o permissible at inlet board areas only. �� A M-1.5x3 /- 101 oc 0 0 M-3x4 M-3x4 y y y 1-00 7-07-08 t0 PR apes JOB NAME : POLYGON 4-A NH - C2 Scale: 0.2935 ((]] 1pc WARNINGS: GENERAL NOTES,unless otherwise noted: ^;r2®�r L 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 Truss: C2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 2.Design assumes the tap 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 theirlength DES. BY: BS by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • � � �f`4 DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v *V C/� 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the 5.Design assumes trusses are responsibilitybeused Inoa non-corrosive he respective octor.environment, j .�4 d �^ S E Q, 6052937 fasteners are completeeand at no time should any loads greater than and re for"dry condition"of use. design loads no oto any and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge If �f TRANS I D' 407 653 5.CompuTrus has no control over and assumes no responsibility for the necessa t- fabrication,handling,shipment and Installation of components. 7-Design asss adequate drainage is rovided. 6.ThIs design is furnished subject to the Imitations set forth by 8.Plates shal;fee located on both faces of truss,and placed so their center 1111111111111111111111111111111111111 TPINVTCA In BCSI,copies of which will be furnished upon request. 9 fFor basic s csize of plate de with joint terInches. values c+ 1 '2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTelq Exp'RES;.121311 I IIIIIII�IIIIII ThPAidesiLUgnMBER-Bprep p ared from computer input by ` PACIFICC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTA TRUSS SPAN 7'- 7,5" BC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 2.6IBC 2012 MAX MEMBER FORCES 4 =(-/Cq=1.00 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 1-2=( 0) 86 6.7=(•321) 387 2.6=(•180) 238 2x4 KDDF #1&BTR A 2-3=( -83) 157 6.3=(-579) 555 LOADING 3.4=(•376) 415 3-7=(-358) 345 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( -20) 9 7-4=(•387) 349 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 BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SD.IN. LL = 25 PSF Ground Snow (Pg) 0'• 0.0" -54/ 439V -256/ 3938 5.50" 0.70 KDDFP(C625) Connector plate prefix designators: LIMITED 7'- 7.5" -278/ 450V 0/ OH 5,50" 0.72 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AEOUIREMEN�SaOF IDBCS20�2 ANDLIRCU201TO THE 2 NOT BEINGSPATIAL M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-07-09 3-08-03 0-f312 MAX TLMAX CREEP DEFL = -0,002" @ -1'• 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8" Allowed = 0.326" 12 MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8" Allowed = 0.435" 14.00 M-1.5x3 5 MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" MAX HORIZ, TL DEFL = 0,003" @ 7'- 2.0" r 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=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 41:e 0 A o M-1.5x3 i �L 1 M-3x4 M-3x4 ,, ) y 1-00 7-07-08 JOB NAME : POLYGON 4-A NH - C3 �n PRD Scale: 0.3002 .,p .„1,101N .,. (���sr �t�j C3 WARNINGS: GENERAL NOTES,unless otherwise noted: 4;51dry} `-j/+'Q . Truss: C3 1•Builder and erection contractor should be advised of all General Notes i.This design is based only upon the parameters shown and is for an Individual (l2� t-t C and Warnings before construction commences. building component.Applicability of design parameters and proper ^�.72`•1.-t„ i'` 2.2.4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / DES. BY; BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A" DATE: 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 , 9/8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywal C), ,,/+�lrr . it rn. SEQ. : 6052938 4.No load should be applied to any component until after all bracing and 4.Installatioactn of truss is thor te responsieral bility f the where sho m"respective contractor. fasteners are complete and eon time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, "�G �t OREGON tC. TRANS I D: 407653 design loads be applied to any component. and are for"dry condition"of use, N1 ^V 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 fb^ `YI 1' 14 2- �P4 fabrication,handling,shipment and InstaIlation of components, gensary. p f 111111111111111111111111111111111111 6.This design is furnished subject to the Imitations set forth by 6 lines be locate7.Design assumes adequate coo both faces iof truss, placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 1-� MiTek USA,Inc./CompuTrus Software 7,6.6 1 L-E 9. Digits Indicate size of plate In inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1969(MiTek) EXPIRES:12/31/2015