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Plans (57) CEIVED DEC 2010 30-00-00 0 —fQ U OF TIGARD BUILDING DIVISION _141 . PI ; _ _ 1 ill ' 111Y; mg ;ridt JZD.R. HORTON PLAN 3729 "B" __ L I 111‘1111r V, -"-�+` GARAGE LEFT I Oft q) 1 0 III WOO' t 1 7 1 fie 8/12 ,c' w a m 8/12 PITCH (MAIN) 6J12 PITCH (REAR} 40 25# LOAD i-0 O.H. LIT Ai', I —I1 err- � efflir574-7333 ,i- wile r7naiamommemiunal_ IN LENGE cE) !LuJkIILIàiiti zio.'4.' 1.iI.Eiby,^? l 5-01-08 "e/ CU LOW .'.-°aoFea 8J12 SCI' OR TRUSSE 15-0B-0B SPAN 8 y 11-03-08 D SPAN 1341 C ] ► YES Fo (,,.,,, O D C 7 G CO w D 0 H Y -19 30-00-00 _ 1' ,ILf gr 3q '1j ' ' p i no ----0 0 ,ir JJ1JL D.R. HORTON , , OD PLAN 3729 "8" ! jr- - - a GARAGE RIGHT --lig i B.I)m 0 8 12. - �_ 681 8/12 PITCH (MAIN)ji? 1 - 6/12 PITCH (FEAR? L J - 25# LOAD 1-0 O.H. tea-4. -- glt CM 1111 I ' CI 6E) ARIEL TRUSS f 1 ' j r- - 574-7333 Miiiir a.a'` J 2 DRAWN BY: 'VY1 i { I KEVIN LENDE m .�a, .I1uI1. f y Kin , • ! ! ► ,4104. 5-0i-08 p` 9M6�.'i�]:�I:Iwi iiim-r��i g , Li" 111PCIS OR TRU. S 8/12 Al LOWER '.: ''� - "' CP I 15-08-08 SPAN 11-03-08 ;3 SPAN -444)v K f 7 APO\ NY\ 0106 n. m �Fi C\--- Lu K ^L\ & (7 D 9 C C N M n n Ilia This design prepared from computer input'by ' GREG ARIEL TRUSS LLTIBr"R SPECIFICATIONS TC: 2x4 DF F16BTR TRUSS SPAN 15'- 8.5" IBC 2012 MAX"+LTTEP FORCES 4678/6DF/Cp 1.30 BC: 2x4 DF flsBTR LOAD DURATION INCREASE=1.15 1- 2=( 0) 63 2-8=(0) 1138 3- 8=1-252) 126 WEBS: 2x4 OF'STAND SPACED 24.0"O.C. 2- 3=(-1386) 50 8- 6=(0) 1138 8- 4=( 0) 881 LATERAL 5J°FO5T<= 12"OC. UON. LOADIEJG 3 4=(-1050) 0 8- 5=(-252) 126 BC L1TER11 UeiCi"nT<= 12"CC, LL( 25,0)+DL( 7.0) ON TOP CHORD_ 32.0 PSF 4- 5=(-1060) 0 TC DL ON BOTTCH CHORD- 10.0 PSF 5- 6=(-1386) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 6-?_( 0) 63 M-1.5x4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(PS) BEAMAX VERT MAX HORL BRC REQUIRED BRG AREA vertical members (ion). Cs-1, Ce=1, Ct-1.1, I=1 LOCATRINr ION" REACTIONS REACTIONS SIZE SQ.IN, (SPECIE5) Connector plate prefix desi^rotors: REQUIREMENTS STOP DOES NOTAPPLY DUE In THE SPATIAL 0'- 0.0" -38/ 774V -89/ 89H 5.50" 1.24 DF ( 625) C,CN,C18,ChTJB (or no prefix'.desxj =CcmpuTrus, Inc OF IBC 2012 AND IRC 2012 NOT BEING MET, 15' 8.5" -38/ 779VV 0! UH 5.50" 1.24 DF ( 625) M,M20HS,MIBHS,M16 =M;Tek Nd'series BOTTOM CHORD CHECKED FOR 10PSF LTTE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TLA/180 AND BOTTOM C.92R0 LIVE LOADS ACT NON-CONCURRRENTLy. MAX LT.DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL MEP DEFT,_ -0,003" @ -1'- 0,0" Allowed- 0.133" MAX TL CREEP DEFL--0.1102" @ 7'- 10.3" Allowed= 0.986" 5Allowed TL CREEP DEFL=-0.003° @ 16'- 8. " Allowed m 1 " MAX HORIZ. LL DEFL= 0.046" @ 15'- 3.0' MAX HORIZ. TL DEFL= 0.073" @ 15'- 3.0" Wind: 120 mph, h=18.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, hytl'RS(D;r), load duration factor=1.6, 7-10-04 Truss designed for wind loads I 7-10 04 _ in the plane of the truss only. 3-10-05 3-11-15 3-11-15 3-10-05,i, 1' i' T 1' 1 12 8.00 HM-4x4 12 4.0" 7,118.00 r. V M-1.5x4 .f i` M-1,5x4 15x8 _�1 er M-2.5x4 I M-2.5x9 cr �t r: o of t 0 7 0 t :T4.00 4,001-. 12 12 1 00 7-10-04 1----4 7-10-04 1-pp 1-00 15-08-08 J' Y 1-00 JOB NAME: DR HORTON PLAN 3729-B - Al �E� PRO . -- ,_.............----... - Scale: 1/4" £j Truss: A l I 1,Wider and erection contractor should be advised of alt Genera!Notes GENERAL. ides*NOTES,bonly upon otherwise parameters kr and warnings before construction=murices. building cam onentPars'ne pa shown and b roes Individual i '�j`e L err 2.2,4 compression web braving must be installed where sh,wv,. Inco 9 P Applicability of design parameters end proper 7771Air L DES. BY: LJ ) 3.Addldonal temporary bm' to insure stability du 2 Das Po stbn of component top a the asp a sbtiy of the building designer. 9 IiY rang conslnrctior+, ilei assumes the top and bottom chords to be laterally braced at • DATE 12/8/2014 ; s the respons btity of the erector.Additional permanent bracing of ?o.e.and at 19'o.c.res ply w plywood at braced)Tc)timilithwi their I by Irit�� the overall structure is the responsibility of the hutd4o designer. 3. Impact mous bridging sheathing or such as bracing acinn re air d where andlor drywall c). ,/sari. , S RQ. : 6133397 1 4.No load should be applied to any component unit after of bracing and 4.Instanaion ofd truss is the espons iity�of thethe resp�Ne contractor. w pi 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, ' OREGON `t/ TRANS I D: 413698 design bads be applied to any component, and are for'dry condition"of use. �{ 5.CompuT rs has no control over and assumes no respnnstraty for aha 8.Design assumes full!leering at all supports shown.Shim or � `1 1 fabrication,handling,shipment and installationof components. necww ay- N 14.RIO- 6. � f�A¢Ss,' I II II��III I�III ��� 6.This IWTCA In SCSI,copidesign is furnishedes of which wS be urnishedt to the limaations set forth ups'request. 8lines.7, nshad assumes located ed nn both faces ge bot truss,and placed so their conhfr d. �'l�nl t�� [! i h1TekU joint plateain inches. �l SA,Inc./CompuTrus Software 7.6.6 lL 9.Digits basic ode spa a as inrvas. 1 f }E 10.For xnnecdor platy.design valvae see FSR-4311,ESR-1995(M Tek) i - __...._....... - _._ EXPIRES-12131/2015 INAI II I'�IThis design prepared from computer input by �{ GREG ARIEL TRUSS IHC 2012 MAX r1,1HEr•.FENCES 4PR/GDF/cam l.DG LUMBER SPECIFICATIONS TRUSS SPAN 15' 8.5" 1-2=( 0) 63 2- 8=(0) 1130 3-8=(-252) 126 TO: 2x4 DF CABER LOAD CxS?AiED INCREASE=1.15 2- 3=(-1386) 50 8- 6=(0) 1138 8- 4=( 0) 881 BC: 2x4 DF 414BTR SPACED 24.0" O.C. s(- 060) 0 8-5=(-252) 126 1 WEBS: 2x4 CF STAND 3.LOADING 44- 5=4-10601 0 LI( 25.0)+DL( 7.0) CN TOP CHORD= 32.0 PSF 5- 6°(-2386) 50 IC LATERAL s <= 12"OC. PEN.. DL ON HGTICM CHORD= 10.0 PSF 6- 7=( 0) 63 BC LATERAL UPIOR7 Pi� 'f<=12"OC. O(X TOTAL LOAD= 42.0 PSF OVETB NGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX SORE ERG REQUIRED ERG AREA Cs-1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -38/ 774V -89/ 898 5.50" 1.24 OF ( 625) C,M2085,r1818 (or = pprek M) = iessTrus, inc LIMITED,,STORAGE E�NOT APPLY ME TO THE SPATIA. 15'- 8.5" -38/ 774V 0/ OH 5.50" 1.24 DF ( 625) M,If2GHS,MIBHS,M16 =MiTek MT series RFC OIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING RIOT. VERTICAL DEFLECTION LIMITS: LIFL/240, TL=L/180 BOTTOM COCA?CHECKED FOR DOPSF LIVE LOAD. TOP MAX LL DESS._-0.002" @ -1'- 0.0° Allowed= 0.100" AND EGTT Si CHORD LIVE LOADS ACT NOCOttCURPEN LY. MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= -0.047" @ 7'- 10.3" Allowed= 0.740" MAX EL CREEP DEFL=-0.102" @ 7'- 10.3" Allowed= 0.986" MAX LL DEFL= -0.002" @ 16'- 8.5" Allowed. 0.100" MAX TL CREEP DEFL=-0.003" @ 16'- 8.5" Allowed= 0.133" MAX HORSZ. LL DEFL= 0.046" @ 15'- 3.0" MAX HORN. TL DEFL= 0.073" @ 15'- 3.0" Wind: 120 mph, h=18.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, Mk7'RS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-10-04 7-10-04 _____,rT 4-00-15 3-09-05 3-09-05 4-00-15 1' 1 - lz --4 12 IIxx4 8.o0% "'*,18.004.0" 01 z M-1.5x4 44111111111 M-1.5x4 PIP M-5x8 rr M-2.Sx4 M-2.5x9 0 nt 1 • 7 I t o co ..'34.00 4.00 12 12 y 0 1 7-10-04 1-0 1-00 7-10-09 ^_ l 1-o0 15-08-08 1-00 ��,� '' PP: Scale: 1/4" [ . JOB NAME: DR HORTON PLAN 3/29-B A2 ,_ aigirr tri ._.-__ unless otherwise noted: WARNINGS: GENERAL NOTES, '� 9��SPE. i I 1.sutler and erection contractor should be advised of ail General Notes 1.This design • is based only upon the parameters shown end Is for so Individual . building component.Applicability of design parameters and proper ,, and Warnings briers ror!struclion commences. incorporation d component is the responslbNiry of me IwsdISg designer, 1 • rsr1�r Truss: A2 2.2x4 compression,xeU bracing must be installed wham shown+. 2.Design assumes the top and bottom chords to be laterally braced at I drug'" • 3.Additional temporary bracing to IMure stelihtty doing construction z o.n.and at it,me.respectively unless braced throughout that length by �''r'�, !(;r DES. BY: LJ is the responsibliity oh me ere tor.Additional permanent bracts of continuous sheathing such as plywood sheaming(7C)and/or drYwall C) OREGON �t . DATE: 12/8/2014 the overall structure b the reSponsibAty 5 the building designer. 3.7x impact bridging or lateral bracing required where shown++ t�+(� 4.No load Should he applied to any component until alter as bracing and 4.installation of truss is the respirability of the reepebtve contractor. `, , •hb , } S EQ. : 613 3 3 9 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina neo-corrc>sho envadnment, ( _r,\., }� t 4.r h and are some"dry full bearing g use. V design foals a no con to anyand component. 8-Design assumes foil bearing at aN supports shown.Shim a wedge if I �R R 1�� TRANS I D: 413698 5.designCompua s hes no lied t nt and assumes no respons bN4y for the necessary. fabrication,handling,shipment and IS!lydlton of components. 7.Design assumes acuate drainage 8 o. �Ii 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 TWAPITCA In 8C61,copies of which wIll ba I I�� /11111111111 tutTelt UUSA,Inc.iCompuuT s Software 17.615(11)-E request, 1linens coincide with joint center lines. 0. asic connector plDigits indicate size of ate design !sn/es sea ESN-1311,ESR-1968(MRak) INN EXPIRES:12/31/2015 h()))i)ll '!'itis design prepared from computer inputtby GREG ARIEL TRUSS T:: 2x4 OF&t.LBTR ENDER 7.171.7r7rrorit.str. I5-08-08 c,1161Mr'altruis 137 8- L': 2x5 OF Sc LOA:-04-T'hN t?X:R<^:.:-t'1 1.15 04000-GO 00BS:2x4 OF STN4D �P7 1100 2012 154>:`i 7T:.r 2 4611/G1,-.7.9-1.002- (- I-2.1-11147 154 1-5"(-96) 1415 2-5"(-18) 87 00 i:2x4L 367ITERT c- '' `'' 7-3�(-1527! 143 5-5�{-961 1415 6-3.{-1141 15!.7 • LATERAL 12'�'tC_UON. Snow:ASCE 7-10, 25 PSI Roof Sn^,wrP r? 3-4-(-16271 143 E-4=1-182! 87 x1217007<"t2'V1C.UM. Cs-1,Ce-1,Curl.!, 1-1 4-5-(-1814} 154 Connector late prefix designators: 'It 110011 LL) 25.0)33,) 7,0)- 32.0 PSP 0'- i,0"70 15'- 8.5"V Connecto,^p!a {or of prefix) "orelx.Tn;s, Inc 13C 8SSi.T 82( 0.07+DLt 10.00). 10.0 P01 '- 0.0"TO 15'- 8.5"Y RCATI7N PAX VERT PAX BORE 200 14 62055,Mt1.11.5,1316-11 Tek NTT series Tic rte•( '5.0)0001 51.0V- 126.0 Hr' 0'- 1.0" :+0' i2.0 81 144018 >::,RA=625) 1U 15'- 8.5"V 0•- ,.1" n^FdC2175.50 5`.113, t3F?I 625/ 51461700 717427..7.5 1471 APPLY LLB 10 113E SPATIAL 15'- 8.5" -178; 7.5A9V -73! 795 5.5^.•" 2.64 DP 1625) -118/ 1649V •/ OR 5.50" 2.64 0P 1 625) vi"Q1716M11 OF IK 2012 MC Flt"2012 1407 8E=el T. w4-7.74;r'''%^!14T:?F.;=_it 101ST LT4�LOAD.TOP VSFTT7 AL 7171:417 ;„1,.015:LisLi240, T5-5/180 A740 5:4T:M.73.17".Liz'..tvt^.^01:1.1iti.4F4774171F.12.167,y, PAR 13,5•£41.--0.033"6 '-10.3" Allowed" 0.740" SAX 7L CREEP 00Th--0.078"6 ,'-10.3^ Allowed- 0.966" 196/1 PORTZ.Li DM., 0.010"8 15' 3.8" 1002 HOit1E.10.MF " 0.013"@ 15'- 3.0" Kind:120 rrph, h..-18,8ft,4'..DL-4.2,ECD56.Q,ASCE 7-10, (011 heights), tSct^sed, 0at.2,Exp.0, W1711)78 r I, Iced duration frctor-1.6, Truss Sem Ira.:for mina Loads in the plane of the truss only. f---- 7-10-09 7-10 c4 4-02-OS f I 3-07-15 3-07-15 i - I f 4-02-05 AI-4x6 j 12 39.0" B.00 j n 12 .'7"...)8.00 3. M-1.5x4 M-1.5x4 4. 4. • O )i_yl ul - 7\ T tc • O t M-6x6 6 aS5 to M-7x8 HM-6x6 c 1 7-10-04 1 1 1 7-10-04 15-08-08 1 JOB N0]tE: DR linP776 PLAN 3'29-R-A3 .rtl ass ....._..___.._._..- __._.�__....................__.._.._....._._Scale: 712"`.._.......I • WARNINGS: j1(p�{J 1p�,+p .r✓Q Truss: 1.Braider and erection contractor shook}be advlsod Orap Genera{Notes GENERALFM s is based an otherwfae noted; , 'f /Q/t A3 and Warnings before construction commences. pl cab parameters p shown parameters and fis for proper ndh i lust s tt���y n C f�� 2.2s4 osbuilding component.Applicabpiry of design parameters end proper ._J G 1 11 T-E-. i DES. B Y: 1"...3 opaques:Won web bracing must be installed where shown+- mcorpnratton of component is the responsibility of the building designer. / d 3.Atldtlbnat temporary bracing to Insure stability during,.tonstructbn 2.Design assumes the top and bottom chords to be laterally braced at w�r • is the responsibility of a erector.Addponal permanent bracing oflength � DATE. 12/8/20?4 2o.candoTffl'o.o.rateral respectively reshowutMeirby ��r the overall structure is We re continuous sheathing such as plywood sheathing(Te) i a.410 l �o sbipy of the building designer. 3.2x impact and or d ywanC}. S E bad should be a all bridging is lateral bracing ity&he wNrere shown t•a Q. . 613 3 3 9 9 ppfied to any caul onanl until alter all bracing and 4.Installation of truss the resppnsptitpy of and fasteners are complete and at no thrte should any bads greater then 5.Des 11respectivegbh. ,7j OREGO j" TRANS I D: 413698 design toads be applied to any component, g and me ad Wawa are o e.used Ina noncorrosive environment. Y s J 0a `�J 5.Compu'Trus has no control o'er end assumes no6.Des 'mum"me 6i"66 6 of use. ,� resppoee 0y for the i9n tun bearing all suis pros snow^.Shim or wedge n j !11+3 4)-- .� r{el -�+fabrication,handl) necessary. ng,shipment and installation of components. 7.Design assume II IIIA Iii IIID 6.This design is furnished subject to the)lrnitalions sat forth adequate drainage is proy7�nor rjy�� t c��],,r II ThL'WTCA In SCSI,copies of which @ be furnished u by 8.Plates shall he located on both teras m tf ruse,and yaaM so Weir ostler `040 i ,y POn request- Indic MiTak USA,IncJCompu7rus Software 7.6.6(11)-E Wes coincide Digits Indicate tatt with joint Ceptor lines. e sPze of plate in inches. 10.For basic connector plate design vn8,es see E64-1351,ESR-1588 0ArreiN) ......._._..................-___.__.__.-......._..w__...........-.._..._..__�_.. --_ ... Vii-I[1CJ! f�LerJ I fLV I.�i I11IIIff1This design prepared from computer input by GREG ARCEL TRUSS I IBC 2012 181;5 F^�29?E.R;CRti dMP`,',?iCiFI.00 3003,0 00 B1P.9.11Y�l.'3.8,10-00 )?-7'F:.wil.. 1-2IB 0) n2 2-11-5-254) 3636 3-11"f -20) 398 Ir.( r," 4kT:T 81374.li3 IAAD 0.1.1M11021 1'1':14161.1.15 titan-Rep) 2-3=1^4638)388 11-12.1-264) 5192 11-1.i 0) 1474 BC: 214 0 416B0R 3-4=!-4696) 394 12-13.5-364) 5192 11-0-)-1x12( 206 &^,: 2x4 OP'5166714 T, 251/S 4-5.5-3920)352 13-9't 254) 3635 5-1.2-5 01 268 w":115:2x4 OF MO Sava:ASCE 7-,CC PSP'), Sn56'Ysl 5-6-1-5274) 442 12-�4 0) 269 Cs-1,Ce=i,Ct.1.1, A), 1 5'0' 6-7-1-392•.)352 2-13>t••181) 206 IC LAIEPA1.7)S'1"(397<-12'VC.56Mi.*). 7-8x5-3920) 352 7-13'5 0) 1474 iC(MEW.7.11"1"(397<=12"Ow.114111. TC u1)I00 IL) 25.01+115 7.01* 32.0 PSF 0'- 0.0"TO 30`- 0.0"V -0.1-4655) 394 17-8-) -20) 474 _ 811(10 LL( 0.0)401( 10.0)- 10.0 P5F 0'- 0.0'TO 30'- 0.0"V 6-IO-I Ol 62 NJF•2x4 5/Ow'1x8 AT 24"CC*.i^f4. 37X2 TC UNI2 11( 75.03+OL) 21.0)- 96.0 PLO 8'- 0.0"10 22'- 0.1"V 510.0080 TOP CHORD 346AS NUT S1'YA FE3 810340011.5 0.05+015 30.0)- 30.07a 0'- 5.0'10 30.- 0.0"V MTX EOM I1PG �F.7J1t11.:tai'PT-". 597.3 185 @ 9'- 042)21'.90 MX VERT' ,.............*.....------...- Sc2. CONC rrt,t 466.7)+DLi 130.7)' :r?"x.70661 PL\ITT'!M:: a.:rv'.7iC1IS SIZE 90-IN. .= 7ES} .^uf30}, :; 12.0" 12.0" SC car LI( 466.7)+DLf 130.7)+ 597.3 ISS 0 22"- 0.0" 0,_ 0.0" -191/ 32209 -94/ 945) 5.50" 5.15 OF 1 6251 MiTEO 6�.:1£115 147 010;,3 x.70 7-7 FPMT0:. 31'- 0.0" -191/ 32209 Ci 08 5.50" 5.15 DI(6251 1099 rl9:pplat¢prefix prefix) ,Lace_ 0y-15)3yg17;01•IBC 2312 AND IPL 2012 lP7f OEit•G+50. ^,,/42.411,(811 tor no pratio)-Cce,Iiu'1'rus. ! af% '4:PTTCAI:11._Bi'VT^N:IE`TTS:LI'.,240, '17513180 pqrsK,I420H5.M7 ARS,M16-N1Tak YT ssries r+9'.'9414:;Chlritre.,_AI 10FSF 1.ra WAD.TOP IY�Y IL'->.41,+-0.001"@ -1'- 0-0" Allowed- 0.18." (2' +03031+30 trr:ams :icd. ANO ACTT`t.191001201:,u'4 F!^i1':t1-tY.lKiF208117 tFU(1.CREEP 0,.,^-0.001'@ -1'- 0.0' Allowed- 0.133" 1111 Doli together 2 aly x8.01 3"x.131.DIA OM 083.F,mg--0.009'. 15'- 0.0' Allowed- 1.434" pg%iii CRRBP 1022.--0.252"0 15'- 0.0' Alloyed- 0.1.00" Allowed. 1.939" ` (Nile stdgoared at: MAY IL 1310'-0.001"4 31'- A iri 9"cc i n 1 000(5) t"recli c' 2x4 top orho, 1/800 TL r..72-1."0'1:.--0.00I"9 31'- 0.0" Allowed- 0.133" 9"cc i 1 rests) ihreng:e i'.2x4 webs. chords, 9" in i :Hats) �r.w;r:�;;.,x.2x4 webs. +PAX132 930.10.Id:BEEL- 0.052"@ 29'- 6.8" 11w BORIS.r t,�- 0.082"@ 39'- 6.5" Nina: 120 syph,1t5),troloroO,Ca[2,h Sxp.B, 54851)5f01r1, (oll.Bete:tat, Tres c design factor-1.6, wi1.6. Truss designed for wire.]loads in the plane of the truss only. 8-00 14-00 ���. 8-00 3-11-08M 4-00-08 4-07-02 4-09-12 4-07-02 4-00-08 ..r3-11-08 1' 1' 597.30# 1 i. ;597.308 M-4x6 M-486 M-2.5 x4 M-2.5x4 - 12 12 5 -----_1 -. 'Q 8.00 8.00 - M-1.5x4 ...7 M-1.5x4 O 1 A\/ O \ C 'r --- -- ,• M-3x6 M-2.5x4 MSES-3x10(8) M-3x8 o .-3x6 M-3x8 ) y y 7-04-06 y 7-04-06 r 7-07-10 y 7-0/-10 17-11 ) 12-01 y 4s�(3 PRt� �S } -.--- ---- i-01. Q 1 00 - 30 0(I {�� • Zip/ s,©2 . Scale: 1./4" JOB NAMR: DR Rf3P.M1 3))PLAN 3729-B- Bl _ _�....._._......,._...--___.._ ---_..__ „_._...__....__ � GENERAL NOTES,unless olhensfea noted: - iWARNINGS: ameters shown and is I 1.Sunder dW and erection contractor co be advisedces. of all General Notes 1. component Applicability of is based Only UpOn the design parameters end proper Individual I Truss: BI and Wam)ngs before constructionu commences. buildingIncocporatbn of component to the responsibility of the Ins d pr designer � � • 2.2x4 compression web bracing must be installed where sham•- 2.Design assumes the top and bottom chords to be laterally braced at eer,bY �,,,, 3.Additional temporary bracing to insure stabely dudng cast:JCBon y o c.and at 10'act.respectively unless braced 8rrrnrghoU t their DES. SY: 'LJ { the rsalxmsiDWity of the a odor.Mkfilinnd permanent Mating d continuouseatpidgin or such as plywood suired s a shown .drywall C). the overact nsibilUra is the reepoosf rd of the building t bract or 3.2%Impact bridging or lateral beeLfog required where shown*• 'yPt OREGON,�� ��.( DATE: 7.2/8/2014 4. IoaA should be appted to any component until aftersµbracing and 4.Installation of truss Is the lie dna biµy of the respective contractor. j 4 Y 14 � �� SEQ.Q. 6133400 i fasienars are complete and at no lima should any leads greater than 5.Design assumes s*iota be used in s eorocrrosi'te envbnnmoet• 7 and are for"drycondition"misseof use. shown.Shan or wodga 4 7, j ) design bads be spelled to any component. 6.Design assumes full bearing at ars SUPlWrts h_ 6 f�`,. • TRANS T D: 1 6 9 8 S.CompuTms hes no amts over and assumes no responsWiiy for the necessary. �1 l 1 ,I fabricator•..handling,eNpmeet end Installation of components. 2.Design assumes adequate drainage is idea. t II� 6.This design is furnished wb)eC1 to the!imitations sot tnrlh by 8.Pates shall be boated on Don't teras Muss.end placed so their center C f I II I li 1111111 II!I 111111111 TPUWTCA In BC&,copies of which w 1 be furnished sport request. 9. Digits Mate sizJoint o P!a`llen1mrk lines. t x�� CfJ,12/3112015 f i C 1 Mil'ek USA,I170JCorttpuTtu6 Software 7.6.6(11)-E 10.For basic connector plate design values ser.ESR-1311,ESR-1988 fMReK) ......._-_�............_��_......__. ...�__.. .__ter OHNEThis design prepared from computer input.by ' GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" TC: 2x4 tit f1&BTR LOAD DURATION INCREASE= 1.15 T=) 2012 MAX3AMBER1 -ORS 4WR3-13=1-190) BC: 2x4 DF#1&BTR 1- 2=t 0) 63 2-13={-47) 1954 3-13-(-140( 76 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3={-2165) 127 13-14=1-31) 1954 13- 4=1 0) 724 L0.ACING 3- 4=(-1865) 122 14-15=(-31) 1954 13- 6=(-846) 60 TC iATERAL :;uPP RT<=12"0C. {YJN. LL( 7.5.0)+01,1 7.0) ON TOP CHORD= 32.0 PSF 4- 5-1 0) 0 15-11=(-47) 1628 6-14=1 -35) 189 BC LATERAL SUPPORT<=17. TOM CHORD- 10.0 PSF 4- 7=(-1987) 120 17 5=(846) 160 TOTAL ILIAD= 42.0 PSF 6- 7=1-1987) 141 7-15=1-846) 60 7- 9n{-1456} 120 9-15=1 0) 724 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=1 0) 0 15-10={-190) 76 ALL FLAT TOP CINGDTRilS NOT FOR Snow: ASCE 7-10, 25 PSP Roof Snow(Ps) 9-10-(-1865) 122 ------ _,_ _-___= s-1, Carol, Ct=1.1, T+1, Tu=50' 10-11=1-2165) 127 LIMITED STORAGE TOES NOT APPLY DUE TO THE SPATIAL 11-12.1 0) 63 OVERHANGS: 12.0' 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix desirnrla*_ors: BC/TCd CHORD CHECKED PUR lOPSF LIVE LOAD. TOP MAX`ERT MAX HORS BRG REWIRED BRG AREA C,Cfd C18,CNI8 (or no pprefix/ _CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IG0'-0.S -91/0" 1667V REACTIONS SIZE SQ.IN. (SPECIES) 1625) M,M2�PS,P118HS,M16=MiTek Mt series 30'- 0.0" -91/ 16671 -90/ 90H 5.50" 2.67 DF ( 625) 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 I.L DEFL= -0.088" @ 15'- 0.0" Allowed- 1.454" MAX TL CREEP DEFL=-0.192" @ 15'- 0.0" Allowed= 1.939" MAX LL DEFL=-0.002"@ 31'- 0.0" Allowed= 0.100" MAX IL CREEP OEFL_-0.003" @ 31.'- 0.0" Allowed= 0.133" MAX HORI'L. LL.DEFL= 0.039" @ 29'- 6.5" MAX HORIZ. TL DEFL= 0.062" @ 29'- 6.5" Support top chord at joint 5 and 8 Wind: 120 mph, h=19.5ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, :'SdFRS(Dir), load duration = , 10-00 10-00 10-00 Truss designedtforowind6loads 3-11-08 3-09-14 2-02-102-07-02 4-09-12 2-07-022-02-10 3-09-14 3-11-08 rhe plane of the truss only. T 1' I 1 f I ___ i' 12 , 12 8.00 j'' M-4x6 M-4x6 '71, 8.00 M-2.5x4 M-2.5x4 M-1.5x4 M-1.5x4 ...,77 \/\ ,r• 0 m 0 N 15 -7,..sO o r..M 3x6 M-3x$ T M-2,5x4 M-3x6{S) M-3x8 M-3x6 t d b -- y J, 7-07-10 7-04-06 7-04-06 7-07-10 1,---- y - J. 17-11 12-01 1-00 30-00 1-00 JOB NAME: DR HORTON PLAN 3729-B - B2 ���� PR�1,� 5� -__Scale_ 0.2145 .� WARNINGS: GENERAL NOTES,unless otherwise noted: r^'4 . -12151T 1,.. 1,Builder and erection oontrectox should be advised of all General Notes 1.This des' only upon the parameters shown and is for an individual �- f 3"rllSS" 2 lin is based and Warnings before construction commences. building component Applicability of design 2 284 nsi parametersyoft and proper ion web treeing must be installed where shown+. Design W the torrent is the responsibility off the ally building designer. `' DES. BY: I,J 3.Additional temporary bracing to Insure stability during construction 2.Desk}'assumes the hop and bottom chords m be laterally bated lit r - Is the responsst9l attire erector.Additional T o.c.and at 10'o.e such an*Zed untees braised throughout their length b h permar ant bracing of 2,,tmpous sheathing such as plywood sheatwng(TC)and/or drywalh�C�y -!' ''10 41"e � DATE: 12/8/2014 the overall structure Is the respensibllity of the building designer. 3.a Impact bridging or lateral bracing required where shown r.* rr�� r r� (� SEQ. : 61334O1 4,No toad should be applied to any component veal afta,at bracing end 4.Installation of truss fs the responsibility of the respective contractor. v E4�ON ,,,,t4 are complete and at no time should any loads greater than S.Design assumes trusses ern to be used In a non-corrosive environment, ,7., t4 ii TRANS I D• 413698 design loads be aper ori to any component. and are for*dry condition"of use. //y {l}, �}^ �{'~ 5-Comedic.has no enntml over and assumes no responsibility for the 6.Design assumes foil bearing at all suppers shover..Shim or wedge t 14 • -i' fabrication,handling,shipment and installation of components 7.necessary' sR F110- t 3 i �� 6.This design is furnished stablest to the limitations set forth by 8.Plates shall be locateassumes d on both fuate aros of truss,and placed so their-center fl 1.1• 111111111111111 TPI,WTCA In SCSI,copies of which wit be turntshed upon request. lines coincide with joint center lines. i 9.Digits Indicate size of plate In inches. MiTek USA,IncJCompuTrus Software T.$.S(1 L)-E 10.For bask connector plate design values see[SR-1371,ESR-1986 NITA) ,________....------- __ _..-.._._ __......._�__...•____ � EXPIRES-i2131t2015 Phis design prepared from computer input by 11111111111 GREG ARIEL TRUSS LUBBER SPECIFICATIONS TP.USS SPAN 30'- 0.0" IBC 2012 MAX MEMBER F'ORC'ES 4WR/GDF/Cq=I..00 TC: 2x4 DF#1&BTR LOAD DURATION TTNCREASE= 1.15 1- 2=( 0) 63 2-13=1-107) 1889 3-13=(-192) 62 BC: 2x4 OF i1&BTR SPACED 24.0" O.C. 2- 3=(-2473) 203 13-14=1-1297 ) 2096 13- 4=( -12) 663 WEBS: 2x4 DF STAND 3- 4'"(-2173) 201. 14-15"1-129) 2096 13- 6=(-677) 105 LOADING 4-5=( 0) 0 15-11=(-107) 1889 6-14=( -85) 240 TC LATERAL SUPPORT<= 12"0C. UC{.. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1712) 186 14- 7={ -85) 240 BC IATERAL .SSi'P^R.T<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6-7=(-2129) 240 7-15=1-677) 105 TOTAL WAD= 42.0 PSF 7-9=1-1712) 186 9-15=( -12) 663 8- 9={ 0) 0 15-10=(-192) 62 NOTE: 2x4 BRACING AT 24"0C UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) 9-10=(-2173) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs•1, Ceal, Ct=1.1, I=1, Lu-50' 10-11=(-2473) 203 11-12-) 0) 63 -��r--- - --- LIMITED STORAGE (XIII NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" RFQUCREMENTS OF IBC 2012 AND INC 2012 NOT BEING MGT. BEARING MAX VERT WAX 1k7RZ BAG REQUIRED BAG AREA M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED D FOR LOPSF LIVE LOAD, TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical,rembers Won). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -139/ 1762V -95/ 95H 5.50" 2.82 DF ( 625) 30'- 0.0" -139/ 1762v 0/ OR 5.50" 2.82 DF { 625) Connector plate prefix designators: C,CN C18,CN18 for no prefix) =CnmpuTrus, Inc W1,M2HS,Wll8HS,M16=t4iTek MT series VERTICAI.DEFLECTIONLIMITS: LL=L/240, TL=L/180 ( MAX LI.,DEFL=-0.002" @ S:-1'-L 0.0" Allowed= 0.100" VAX TI,CREEP DEFL=-0.003" @ -1'- 0.0" Allowed- 0.133" MAX LI,DEFL=-0.107" @ 15'- 0.0" Allowed= 1.454" STEP-UP FLAT TOP CHORD TO BE BRACED BY MAX TL CREEP DEFL=-0.211" @ 15'- 0.0" Allowed= 1.939" CV£RFPAMING TOP CHORDS OF SACKS AT 24" OC. MAX IL Df8L--0.002" @ 31'- 0.0" Allowed= 0.100" CONNECT WITH M-414 TIP. AT HIP SHOULDERS. MAX TL CREEP DEFL•-0.003" @ 31'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL= 0.051" @ 29'- 6.5" 12-00 6-00 12-00 MAX HORIZ. TL DEFL= 0.074" @ 29'- 6.5" f find: 120 mph, h•20.2ft, TCDL•4.2,BCDL 6.0, ASCE 7-10, 3-11-08 3-09-14 4-00 0-09-12 4-09-12 0-07-024-02-10 3-09-14 3-11-08 (Ali Heights), Enclosed, Cat.6, =6.0, CE 7-10ir1, 1 ' ' _.1,.. ' '�-- load duration factor•1.6, 12 Truss designed for wind loads 12 8.00 J M-2.5x4 M-2.5.4 -C 8.00 in the plane of the truss only. M-4x6 M-4x6 r 7 ' \/\ M-1.5x4 M-1.5x4 0 cr• 1 c> c) 7 t o 13 - 14 o M-3x8 M-3x8 M-2.5x4 M-3x6(5) M-3x8 M-3x8 CD y 7-07-10 y ...... /, 7-04-06 y 7-07-10 3 - y 3. 17-11 12-01 1-00 30-00 -- 1-00 r�(} __ Scale: 0.2138 ��5� ��1t fis�4. JOB NAME: DR HORTON PLAN 3729-B - B3 'lY WARNINGS: GENERAL NOTES,unless otherwise noted: ,((, q1^"" 1.Silkier and median contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual i • , Truss.: B3 I and Warnings before construction commences. buxdieg component.Applicability ofdes�parameters and proper incorporation of compOnem is the responsibility of the building designer. r 2.2n4 compression web bracing must be Installed wtvare ahryJm+. 2.Design assumes the top and bottom chords to be laterally braced at ,I' • DES. BY: LJ 3.Additional temporary bracing insure stability during construdton 2•o.c.and et 10'ma respectively unless braced throughout their length by �,./.ype. is the responsibility of the erector.hdditionat permanent bracing of continuous sheathing such as plywood shaetinallgCTC)andfor drywC). OREGON EtDATE: 12/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impart brkiging ce lateral bracing required where shbwm++ I �.J fl �7 �! 4.No load should be applied to any component anti ager at bracing and 4.inStallaUon of truss is the reaponslbdty of the respective contractor, - 7 > ,tlh ,�(` SEQ. : 6133402 fasteners are complete end at no lima should any loads greater teen 5.Design assumes misses are to be used M a non-corrosive environment, I eT�. �(� 4 TRANS I D: 413698 design loads be applied to any component. and are for'dry condition'of use. T 5.compo ms has,,,control ova,and assumes no respor4,iliy for the 6.Design assumes fun bearing et all supports shown.Shim or wedge if t t,1".... necessary. '•' f.� t%.�^ fabrication.harems shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished sub)ect to the dmitat--ens set forth by 6.Plates shall be boated on both faces of truss,and placed so Mee center h wlit be furnished IIIA VIII IIID Ilu IIS METek USA,Ino./CO copies s Software 7.6.6(11,request. 10.FF9. or basic connector plate des design valves see ESR-I311,311,ESR-19fS6(MITch) t 111 ■a EXPIRES:12,312D15 111111 This design prepared from computer inputcby GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0' IC: 2x4 DF fl&BTR LOAD DURATION INCREASE= 1.15 1- 2")IBC 20120) MAX,M22113R(-167) 2015 CES ',3-130((--105) 61 BC: 2x4 DF fieBTR SPACED 24.0" 0.02-3=(-2601) 279 13-14=' 240 2455 13- 4.( -54) 783 WEBS: 2x4 OF STAND 3- 4=(-2400) 280 14-15=. (-240) 2456 13- 5=(-784171, TRADING 4- 5=(-1906) 252 15-11=(-167) 2015 5-14-(-109) 263 TC LATERAL SUPPORT<= 12"OC, rJON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=( 0) 0 14- 8=(-109) 263 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5-8=(-2.489) 353 8-1S=(-784) 171 TOTAL TOAD= 42.0 PSF 7- 9*( 0) 0 9-15=( -54) 783 8- 9=(-1906) 252 15-10=(-105) 61 NOTE: 2x4 BRACING AT 24"0C JON, FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10"(-2400) 280 ALL FIAT TOP CHORD AREAS NOT SHEATHECs=1, Ce=1, Ct=1.1, I'1, Lu=50' 10-11=(-2601) 279 11-12=( 0) 63 OVEiliiuv{v°: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY 1100 TO THE SPATIAL REQUIRD,EbiS OF IBC 2012 AND TRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE 5Q.1N. (SPECIES) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NOW-000CURRENTLY. 0'- 0.0" -186/ 1808V -96/ 96H 5.50" 2.89 DF ( 625) Connector plate prefix designators: 30'- 0.0" -186/ 1808V 0/ OH 5.50" 2.89 DF ( 625) C,M2OHS,,CN18 (or m3 prefix) =CcAnriries llrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TI-I/180 M,M20HS,?41.8HS,M16=MITek MT series MAX LL DEFL--0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed m 0.133" MAX LL DEFL=-0.130" @ 15'- 0.0" Allowed. 1.454" MAX TL CREEP DEET,_-0.234" @ 15'- 0.0" Allowed= 1.939" MAX LL DEFL=-0.002" @ 31'- 0.0" Allowed= 0.100" Support top chord at joint 6 and 7 MAX TL CREEP DEFL=-0.003" @ 31'- 0.0" Allowed= 0.133" 14-00 2-00 14-00 MAX HORIZ. LI DEFL= 0.060" 9 29'- 6.5" __ _. MAX HORIZ. TL DEFL= 0.083" @ 29'- 6.5" 3-11-08 3-09-14 4-09-12 1-04-f4 1-04-14 4-09-12 3-09-14 3-11-08 wind: 120 mph( h=20.Bft, TCDIr4.2,BCDLd6.O, ASCE 7-10, '1' 4' 4' T` 4' T •( 4' (AL1Metghts), Enclosed, Cat.2, Exp.B, MNERS(Dir), 12 2-00 12 load duration factor=1.6, $ C0r Truss designed for wind loads VJ \38.00 in the plane of the truss only. M-2.5x4 A441111111 M-4x6 M-2.5x4 M-4x6 M-1.5x4 11111 -1.5x4 t -v. '411111IN' „ 0 40°V. •xti 0 ii t 0 mesA 13 14 75 v a I -3x8 M-3x8 M-2.5xESHS-3x10tSJ M-3x8 M-3x: o -__ 7-07-10 y 7-04-06 7-04-06 7-07-10 1' -- -._ 17-11 k 12-01 1-00 - - - 30-00 -._--. ______._ -_ 1-00 JOB NAME: DR HORTON PLAN 3729-B - 04 Scale: 0.2020 , 'NC,►N �s�p'G - - iz 5l WARNINGS: - GENERAL NOTES,unless otwrwise noted: I "``F nCC I.Builder and erection conhacor should be advised of ail General Motes I.This design is based only upon the the parameters showand h for an individualI 4C. i i 1-L Y! Truss: 18.4 and Warnings before construction commences. building component.Applitebdty of design parameters and proper # 2.204 cnmpressbn web bracing must be installed where shown+, incorporation of component is the responabtity of the Wetting designer. i ' DES. BY• 1...3" i 3.Adddlorrel terrgnmry bracing to Insure stability during construction 2.Design assumes the top and bottom chords b be Iaterary braced et rWtr .. - e the responsibility of the erector.Additional permanerd bracing of 2'o.ocontinuous and at 1Q'o.c.such a respectively unless braced throughout their le by �,, - 0,w '- DATE: 12/8/2014 the overall structure is therebot' of the buildingdost or ndnubus she ng or suer lateral b plywood bracing re sheathing(TC)required shown andfor drywaa(9C1• 4.Ido loed should be ied toffs innin 4.Ir tmpao boftrus Is he porsib requited whereivco tr . 'M SEQ. : 613 3 4 0 3 any component any agar ea bracing and 4.Installation of truss s the re t she re y of the respective wnhednr. F/ OREGON N LFA testators are complete and at no tie*should any loads greater than S,Design assumes horses are to he used in a nonoorn:alve environment, 4 4 ty�t''' �.. TRANS I D" 413698 design loads be applied to any component. and are for"dry condttorr of use. i '"leii eq .it . S,CbmpuTnts has no Control over and assumes no responsibNay Tor the 8.Destgwh error mos full bsndng at as shrpparts siwYm.Shfm or wedge It _ Ff fabrication,handing,shipment and Installation of components. necessary. 4Ik'R A l A- ! g u� 7,Plates hallassbeelocatedadedrainage fage isf truss,andPlaced no their center rl B.This design is'furnished s act to the Nmitaliom:set forth by 8,Plates shall on both faces of lines incide with joint center lines. 1111111111111111111111111101111 i MiTeTPIk USA,A nInncc./Commpp:Tri a which Softwa 7.6.$(1 L)-E request. 1U,Digits o bcon come plate design values see ESR•1311,ESR-19BB(Mffek) I EXPIRES'12;31r2015 1110111 This design prepared from computer input by GREG ARI:EL TRUSS dimE7 711T771(.7,TION: Ilee''5 5179E 30'- 0.0" IBC 2012 19)11!TEAR-%302.3 -lle1CDFIC 1.00 2x4 PE 616619E ]AAD..1RA.1^.N?ii7FT2DS 3t8 1,15 1-2-1 0) 63 2- •(0) 1580 3-'93,1-4511 175 BC: x6✓r 6119111 SP.AOED 24.0"O.C. 2-3"1-2045) 75 8-9-(0) 961 E-4-1-321 908 +FAS:2x4 10 STAND 3-4.1-1844) 136 9-6.10) 1580 4-9-1-32) 919 WADING 4-5-1-1844) 136 3-5-(-451) 175 TC i,A1n0PEL:;11,139.2 Q.12's0C.Tel. LL 25.211;0.) 7.01 CN SOP;NORD- 32.0?SF 5-(:»1-2045) 75 BC%UTERI.'9TK1 <-12"CK.Ma, DL ee e71'1530.2 97- 10.0 Par 6-7-) 0) 63 1017L LOAD" 42.0 PSE 9011108175: 12.0" 12.0" Sm.:ASC,7-10,25 PhD Roof Saow)Ps) BEARING leo SFdfr leo 0:112 BM RoN1RL(Disc AREA Connector plate prefix designators:ators: Cs»t,Ce-1, Ct-1.1, f-1 :LY_717ras 19:3.21'10;3 RE5.2T7.0413 5070 SQ.TN. t347'TFR) r,^N,C18,rl118 for no prefix) -Ca'rpuTres, Inc 0'- 0.0" -57/ 149817 -179/ 1796 5.50" 2.40 119 I 625) M,w^..1:?S,u!18E5,M16-RrTek M1 series 200E-0;CIERD.'70;'11 :-if:A 20 Pyr:.1 070^STCFA.."f'. 30'- 0.0" -57/ 149611 0/ 01) 5.50" 2.40 29 16251 L.IV0 WAD AT 723157!:1443) EP11)1710)811 IBC.2012. TEE 10173(91(191L'1:A:-;CSC:,(3 A wirtni 28 lir 10 913. VERST'ii.107(9:7(700 1.11177s:Lt-L/240,6..-1.480 MAX LL MIL--0.002'8 -1'- 0.0" Allowed- 0.000^ 71101 TL CREEP 7i-.--0.003'9 -1'- 0.0" Allowed- 0.1.33" 19..0 LL C0Fi._-0.075"9 10'- 1.7" Allowed• 1.454" 19,0 St CREEP DEFT.--0.157"9 10'- 1.7" Allowed- 1.939" MAIC LI,DEFL'-0.002"9 3]'- 0.0" Allowed- 0.102" 969X TL CREEP 7971--0.003"a 31'- 0.0" Allowed- 0.133" 15%X 980815.11 Cr,77.- 0.031"9 29'- 6.5" 130 Haus.TL[911.- 0.049"9 29'- 6.5' Wind:120 nob, tr21.2ft,TC01r4.2,9C]Xn6.0,ASCE 7-10, (All heights),Enclosed,Cat.2,Exp,6, NNER3{D1r), load duration factor-1.6, Truss deslacer]for rued loads in the plane of the truss only. 15-00 _ 15-00 _ 7-08-09 4 7-03-07 1 i T 7-03-07 -�'1 06 09 ....____,( f 12 4 +`a'"r' 12 8.00 VDti\ lopp 8.00 PI-1.5x4 M-1.5x4 c, 0 NM o ,...-!:•' 8 t c, -9x4 =24-4x4 M-3x6(S)=4-4x4 .'11-4X4 c 10-01-11 y _ 9-08-09 } 10-01-12 11-11 12-01 pRQ ].-0o 30-00 1-00 %g'`'� �,iN 6 u/J5 --_JOB NAME,,.,6R 80RTON PLAN 3729-B-B5 Scale: 1/e v I r WARNMGS: GENERAL NOTES,unless otherwise noted: I /2/8/171 � p 1 i� 1.Builder end erection contractor should be advised of at General Notes 1.This design is based only upon the pemmeters shown end is for en individual ! !9211'6.E. r ITruss: B5 and Warnings before construction commences. building component,Appticabiky of design parameters and proper 2.2x4 oompressbn web bracing must be Metalled where shown+. incorporation of component is the responslbOOy of me building designer. I 7' • ! 3.Additional temporary brachg to insure stablhy during construction 2.Design assumes the top and bottom chords to be/eternity braced et b the responsibility ditto erecter.Addlional ermaremrt brach of 2'o.c,and et 10'o.a respectively uniess braced throughout their b „6.n',- DES. BY: LJ s� y weapon p 9 continuous ed bridging r such l as plywood re uiredAw ter s sown•r drywa�. , ;d DATE: 12/8/2014 the Durrell struchEm is NI responsibility of the building designer. S.2%loped bri�irg or 1810ra1 bracing required where snows*+ f'' 4.No load should be applied to any tomponert unt)after se bracing and 4.Installation of truss is the responsibility of the respective contractor. '2j .f_OREGON N k SEQ. : 6133404 fasteners are complete serf at no time should any loads greater than 5.Design assumes Attunes are lobe used M a non-corosi a envlmmmant, J l��9 TRANS I U: 413698 design bads he applied c nd to any component 6,�kgr areas assumes bacondition*bear ntattaall supports shown.shim or wedge 6 - ' .. lYN 5.CompirTnes has no control over and assumes no responsibility for Eno /� �R i t- fabdnation,heeding shipment end Installation of wmponerrts. 7.Design assumes aadAeaqquate drainage is provided. i.`"' V 6.This design is furnished subfect to the lI n9edk ne set forth by 8.Plates shall be located on both faces of truss,and placed so their renter {� 'II TPINd7CA to SCSI.copies of which will be furnished upon request. IMes coincide with Joint canter Ones. I III III III I� IIIII'IIII I'I IIS SII9.Digits indicate aim of plate m inches. I,Ri ��III,IHI l "'I MiTek USA,Inc./CompuTrus Software 7.6.8(1 L]-E 10,For basic connechn plate design values see ESR-1311,ESR-1986(MiTek) EXPI RES:12/31/201 5 1'll1lllilll This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 OF d105T1 TRUSS SPAN 30'- 0,0" SC: 2x4 OF 41BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0)BC530122- MAX XO)MEM929 FORCES- (-402)C159Co=4-104-{ 0) 755 WEBS: 2x4 OF STAND; SPACRE 24.0" O.C. 2- 3=(-1865) 42 8-i1={0) 922 8- 9=( -9) 782 12-14=( -2) 141 2x4 OF STAND; A 3- 4={-1659) 131 11-13=(0) 1005 9-13=( -2) 141 29-15=( -9) LOADING 4- 5={-1659) 101 13-15={0) 922 782 TC LATERAL SUPPORT <= I2"OC. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 4=( 0) 755 15- 5"(-402) 159 DL ON BOTTOM CHORD = 10.0 PSF 5- 5n(-18b0) 42 15- 6-10) 1429 11-10=1 0) 56 BC LATERAL 1111011 <= 12"OC, UON, 6- 7=( 0) 63 10-12=( -73) 53 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" 13-12=( 0) 56 Snow: ASCE 7-10, 25 PSF Roof Snow(RS) BEARING MAX VERT MAX B0R2 BRG REQUIRED BRG AREA M-2.5x4 where shown: Jts:3,5,9-10,12,14 CsA1, Ce=1, Ct=1.1, I=1? 1S'- 0.0+' LOCATIONS REACTIONS REACTIONS 5IZE SQ,5N, (SPECIES) 0'- 0.0" -42/ 1406V -179/ 179H 5.50" 2.25 OF ( 625) Unbalanced live loads have beer. ADM: BC CONC ),L*DL= 50.0 LBS 30'- 0.0" -42/ 1406V 0/ OF, 5.50" 2.25 OF ( 625) considered for this design, BOTTOM CHORD CHE:KED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: TL-L/240,Allowed80 TEE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX LL DEFL = -0,002" 8 -1'- 0.0" = 0.100" MAX IL CREEP DEFL = -0.003" Q -1'- 0.0" Allowed . 0.133" MAX LL DEFL = -0.063" 4 16'- 9.1" Allowed = 1.454" MAX TI, CREEP DEFL = -0.211" 8 16'- 9.1" Allowed " 1.939" MAX LL DEFL = -0.002" 6 31'- 0.0" Allowed m 0.100" 15-00 15-00 MAX IL CREEP DEFL = -0,003" 6 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.027" 6 29'- 6.5" 7-08-09 7-03-07 7-03-07 12 -'( �( ----.-___.�-, __• 7-D8-09 -`� MAX P.ORIZ. TL DEFL a 0.045" 6 24'- 6.5" 8.001/ M-7X8 20.6" 12 Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4 .f--,u� 8,00 (All Heights), Enclosed, Cat.2, Exp.B, :T4FR5(Dlr), load duration factor-1,6, 4r� Truss designed for wind loads in the plane of the truss only. 3 la \1 ._ 12 rs git M-2.5x6 M-7x8 M-2.5x6 M-2,5x6 M-7X8 M-2.5X6 0e M-3x6(5) y 0184,05 y-- +508y 0- 8105 10-01-11 2-04-14 3-06-02 2-04-14 10-01-12 17-11 y 12-01 �� y y y 1-00 30-00 y 1-00 Rn tt JOB NAME: DR NORTON PLAN 3129-B - B6 5 1+< PR:0f ,n Scale: 0.1899 GINS IJ�h WARNINGS: +G(r �IfI811T� ' GENERAL.NOTES,unless otherwise noted: Truss: B 6 1.Builder and erector contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is fir an individual "� I t and Warnings before conatrucbon commences. buidhrg component Applicability of desG. 2.2x4 compression web bradng must be iodated where shown... Incorporation of Igo parameters and proper. DES. BY: LJ 3.Additional temporary component me rospanaroiay or the b adu g r 4411110r Fb ary hracbrg to insure slabiky during eonshuUion 2-Design assumes the top and bottom less br to be laterally braced ak • DATE: 12/8/2 014 is me sspo Wbk y of mea actor.Add floral Pe manent b'aa^g of 7 oc.and ad 10'e.4 respectively unless braced throughout their le by me overall structure is the responsibid of the buildin deal er. 2w Im u ct r "Sr suepang a vire where s andror d 11 J 4.Naload should be y g �" 3.to tmpto bridging Sr lateralebracingrequired shown )- SEQ. : 6133405 applied to any component ami after as ler and 4.Installation of truss is the ret obe use of ee respective contractor. pf w QR EGQt� mfr I fasteners.are complete end at no lime should arty loads greeter man 3.Design assumes trusses are to bo used le a non-ie melee emrironeeent, f� TRANS I D: 413698 design bads be applied to any component. and aro for'dry rondabn'of use ! 5.CompuTrus has no control own and assumes no resp bityia ma 8.QIP' 'rues OA bearing at ail supports shown.Sham or wedge if ,(� �4 � � fabrication,heMlag.shipment tart installation of components. neeeasery ,q►.7+ iv„ ' I j 6.This design is famished sutgeM to the limitations set forth7 Delon-assumes adequate drainage e s ed. tti� 1 L f- 111111 II�N lIt IIS IIS INiI IIII iNlTPUWTCA N SCSI. T of which iilbe-furnished be-6 6 n regeaast. clines clates oincide with locatedon centerr Ines, o tr r as.and plated so their center C 4 1 - I MiTek USA,Ina1C0 9.Digits indicate size of oleo In inches. ( YE 10.For basic connector piste design values see ESR-1311,ESR-1988(MRek) 1 EXPIRES'12I31;'2015 i'i HillThis design prepared from computer input by GREG ARIEL TRUSS 'TRUSS SP4x 11'- 3.5" 18C 2012 PAX nmlo3)T/SZ 0412. -/� 1.0 TC'3.'ER 4Pr411,5111 74)47; 01A175 10.1.95.70.8-1.15 1-2^t 01 63 2-6"10) 587 6.3-(0) 464 00: 2s4 01 4111ftR SF3010'24.0.0.0. 2-3=1-770) 0 6-4=10) 587 8C: 2r.A SF 416/1) 3-9"(-770) 0 k4A5:2x4 7F STP1Y 4-5-4 O) 63 t., r TC LA1F1a11 Sit n/far a-12"0C.g0li, Vet 25.014011 7.(..)ON TOP 011110- 32.0 PSE PC 1A7E'L4i.SL'FF;YT<^12"iC.[Cit. DL GR ir7op"1330- 2.3 PST TOTAL8).'AITNG MAX V502 Mt8063 NIS RST.077i;..663 AFF7 1.'14D" 42.3 PSP ;-"."-ATT0417 5010001"410 PPAt7r7 4E Flt: SQ.IIt. 7017..00127 /.57.10/217 : 12.G" 12.0" Sam:0 1-13,25 PSF loaf Sowils) 0'- 0.0" -39/ 588V -66/ 665 5.58" 0.94 DF(625) ti-1.5x7 a:equal at unr.-structural Cs-1, Ce-1, 304.1, 1-1 11'- 3.5" -34/ 588V 0/ 95 5.50" 0.94 OF 7 6251 vertical wnrkets (VA, r IM71SED^Qhi?'ES MT MILT WE 70 15E SPxT 14:, YF4TT:s<,"E?:,&.?1;fi:,SN::!'S:L1rL/240.TInL;180 rrrro^tor plate prefix dn5lca4tors: PFCf1TPt2+F2)r OF IBC 2012 10M3 IRC 2012 NOT BEING 44;T, MAY 72.LE^>.: -0.012"9 -1'- 9.9" Allowed^ 0.100" 14218,411i1881iS lo:m prefix) s CrepuT'cs, tr,. hill¶0 01 ?DEr7,--0.003"a -1'_ 0.0" Allowed^ 0.133" N,M20P.^.,MPo .Mi16^Ffi1eK ter e�ies 6445 F!:t: ,4'O F_;10.re AC LR'E IAID.TOP ML0X Li, I,^-0.018"€ " Allowed- 0.519" AND L',v'T'!C4?C4-4'.ISrE 16N;11'ACT t773•^:T4^' moi, KF4f TI.CREEP nut--".043"8 5'- 7.7v Allaead^ .692" MAI.LL:EEL-'0.002°9 12'- 3.5" Allowed= 0.100" mkt Ti CREEP MEL^-0.003"(I 12'- 3.5" Allowed- 0.133" MAX Kan.Li,0E71.^ 0.017"d 10'-10.0" MAX HORN.'1S,M.1.1- 0.029"9 10'-10.0" Wind: 120 , tr18.1ft.TCIOi-1.2,OCOL=6.0,ACE 7-10, ?All�ights), loftoval,Cat.2,Exp.II, Iat:VS tbir), load Our Ian tactor=1.6, Tess desiernd for wird loads in the plane of the truss only. 5-07-12 5-07-12 I' T l IN-4x4 12 34.0^ 12 3.00 0'8.00 riir 11111 M-5x M-2.5x4 11-2.5x4 '10 O 0 :34.00 4.00^�. 12 12 y 5 07-12 .-_._ ). l 00 1 y 1-00 l 5-07-12 _ _1 Y ) -- 1-00 11-03-08 1-00 �-(5'5'O P R t7���'-'74,A" 309 NAME: OP.tSOR1'^lt PLAN 3729-8-Di ... Scale:1/2" V/Z/SC rf" _._... r� s-- ' 1 WARNINGS: GENERAL NOTES,umesa otherwise holed: � '�r�i P�, i 1.Builder and erection contractor should be advised of all General Notes 1.Thisis de gn Is based Applicability the of dameters ign parameters andis y{proper ar,individual `, Truss" D1 end Warnings sion we conetnoelon commences. incorporation d component Is the responsibitof the bonding designer. 2.2x4 compassion web chafing Inst be Installed where spawn+. 2.Desi assumes the top and bottom chords to ba laterally braced et l e it 3.Additional temporary bracing In Insure stability during consCuctIon 7 o.c.end et 10'o.c,respectively unless braced throughout their length by ,,/o' �s-.. DES. BY: LJ is the respons+bARy of the Berta'.Additional permanent bracing of continuous sheathing such as pM�Ood sheathing(TC)end!ordryweltMC). C l"�'1. DATE: 12/8/2014 I the overall structure is the responsibility of the building designer. 3.2X Wiped bridging or lateral bracing required where shown 4+ RUR 4.F' +c, 4.No load should be applied to any component until after all bracing and 4.installation��m its the reusses are m d of h e�pe�ctive contractor renractoo went. ���' "7 '� � SEQ. . 613 3 4 0 6 aslener e a complete and et no 8me shoo d any toads g eater than 5- co wRt®n use Y .n G j design bads be epptied 10 any component. and are for"thy 6.Design assumes fu0 beedng et a8 swoons shown.Shan or wedge 8 I y TRANS I D: 413 698 ' 5.CompuTrus has no control over and assumes no responsibiidy for the R I L`^ fabrOsatfon.handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. ate in inthes. 11 InIIt,�� �I��qp! HWWH�I��'�I1 1 6.ThS design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center CA In SCSI,copies of which wa be I��III II RA{ alall'�II�[ ��I 1 MITB�SA,Inc./CompuTrus Softwaref 7 6 6(1L)-E request.urnished upon 10, or beset connector plc a design values sea ESR-1311.ESR.1988(s4ifek) 1�i9.Digits indicate size of EXPIRES:12/31/2015 '�_....._..__......_-....__...- _._......._.._-.........._. _L---._.......__._.-.. --.._.............._._.._.___.. .-....._..__.__................_.._._....�........................._..-. --- 11E01111This design 4 Prepared from computer input by GREG ARIEL TRUSS LIMP -�C--T-1;s�fc4r LI 2x.1-110 ttbBTR 1ROIIS smi li'- 3.5" i OAD:E)PACT.•:tl INMP,2-1.15 i�2012 MX�'LT-Sot,:_2-6FORCES as8?I6-S..^+�•-1.CC ' 2xd Df`LIBTR SPACED 2d.3'�S.C. 1.-2=( 0) 63 2-6*(0) 587 5-3-[01 464 REAS:2x4 DF STAND 2-3'=(-7 i9) 0 5-d•.(01 587 1.050)533-4-( 0 LATERAL 7.T "F{P. <. U7 12"4:. . IL)25.0)+OL) 7.0)CPI T' C13A2D- 32.0 P ! 4-5-( 01 h3 -C' BC+..57£0355,05:4.74-12"0C.Dry4. DL ON 85T7f14;1EFc:.,• 10.1)PS! TOTAL 1.5..55= 42.0 PSE MAX VERT 4Rx!MR7, 8904 RD:,7)1455 BM AREA :' 9241^; 12.0" 12.0" RF�RRIA Snow:ASCE 7-10, 25 Psr Roof SrunrSPsj ;A:vTOa3 RFV77Ci� Pf3C7r.1:7 SIZE S.1N. ($"Pf`TF 1 Connector dfate prefix d^_Et4ratn?e: 0'- 0.0" -34/ 5885 -66/ 6611 5.50" 0.94 20(6251 Cs-1,(or no prefix)-CarInc ^1, Lend,^t=1.1, L=I 1S'- 3.5" -34/ 5138110! ON 5.50" 0.54 DF(25) e,Or95,N1ARS,P116-141705 MT Series Lnizrm.37TPA'0 XVI u:?APPLY mo TO 1fiE 3PAT1i.:, PES-',r32NTS,3F 152 2012 AND THC 2012 tOT BEING PET. r*xQ. 'L:A5.1T1FLs50'.TY,1TS:LL-5l240, TL.1/160 !Ax LL DEFT."-0,002.8 -11- 0.0" Allowed- 0.100" ix:Mt t CliiErm`w3CYF.1 MR 1C:rm LIVE SAA,:-TM" VAX TT,CREEP LFR.--0,003"6 -1'- 0,0" Allowed- 0.133" AND P1/3 C1£4I.:Li'VE 1111A%A"4 WN-;C EMPRFIFILY, PAX lb DEFT,--0.016'R 5'- 7.7" Allowed ,519" M£1X TL CREEP DEM.--0.043`6 5'- 7,7" Allowed- 5.692" PAX LL DLP,--0,002"9 12'- 3.5" Allowed" 0,100" MS 1T.CREEP DEEL--0.003"9 I2'- 3.5" Allowed- 0.133" N2N 410111E. LL DEF1." 0.017"6 10'-10.0" !IRR 13GiIE.11 MEL- 0.029"0 1D'-10.0" Bind: 120 cps, h-18.lft,TCMM,2,00DL-6,o,ASCE 7-10, (A11 Heights), tkr.cl sed,Cat,2,Exp.B, NM';0'17.f:1, load duration fetor-1.6, Truss draigred for wird loads in the plane of the truss only. 5-07-12 5-07-12 WI-4x4 12 34.0" 12 8.00 7in 8,00 h INN M-2.5x4 M 5x6 00 M-2,5x4 n :.. a 0 a 1 i a -3 4.00 4.00 i-. 12 12 1' 1 y _ 1-00 5-07-12 5-07-12 • 1 1-00 1 1-OB 1 _ _ 11-03-09 1"I-p0 4 .10B NAM: DR NORTON PLAN 3123-B- D2 �_ ,`to PROF 525 ._..`..__.......__._-----.._..------�-----�._.L_._...---- ...._..........---- ______ Salo:1/2" /f",. " •��f Cj��Q j�p�jp� �O WARNINGS: GENERAL NOTES,unless otherwise noted' [ '"J tI Vtl�t Truss: D 2 1.Builder and erection contractnr should be advised Mail Genera Notes 1.'Ih'r,s design Is based only upon the parameters shown and is for an individual `9 !! '' t' • and Warnings before construction commences. tedding Component.Applicability redesign parameters and proper i J 2.2x4 compression web bracing must be awaited where shown*- incorporation of component Is the nsaponalbelty of the building designer. 1/ . 3.Addiltonal temporary ascan In insure stebm during conshuclion 2. ist t les the top and bottom chords to be hatereN braced at • DES- BY: LJ g N 9 Zan.and at 10'o-0.respectively unless braced throughout thea length by � ' o the responsibility of the ereetor.Additional permanent bracing ofplywood shtr9lh - • DATE: 12/8/2014 the rove all structure k the wr Impacts sheathing such as fr g(1 Cy and ord ywaII BC). responslWBty of the buedIng designer- 3 2x bridging or lateral bracing required where shown** ...r 6133407 4.No load should he applied to any component until alter at bracingand 4.Installation of trues Is the res , OREGON 'I, SEQ. : 613 3 4 D 7 7 fasteners are complete and et no time should n roads Pnfla !air e1 the reapecave fAMrfl(xdt. ^V any greater than 5.Design assumes trrnses are to he used in anon-mnosko environment, I ,,, .. Q r design bads be applied to any component. and are for"dry condition'of use. TRANS ID: 413698 ' 5.CompuTrus has no c091V 0Ver and ass:mes no rasponsibiity for the B. assumes Hull bearing at 0.N supports shown Shim or wedge if •,;I��jj��� 1 .I _a N fabrication.handling,shipment and Installation of components. '/-Design assumes ed 11+7 6.This design is furnished set ect to the!Imitation set forthequate drainage k prodded. R h LN„ TPNWFCA in BCSI, B.Plates shall be located on both faces of truss,and placed so their center Jl 1111111111 copes&Which will be furnished upon request. lines Coincide with Joint center lines. �� ���• 9, Diggs indicate eke of ate in inches. MiTek USA,Inc-/CompuTrus Software 7.6.6(1 L)-E 10,Four basic connector plate design values see ESR-1311,ESR-1958(MiTek1 l • �.-_.-_...w_. EXPIRES:12/31/2015 This design prepared from computer input by ImmoIlillIhlU GREG AAIEL TRUSS UMBER II, SPECIFICATIONS TRUSS SPAN 5'- 1.5" IBC 2012 MAX 143EF.FORCES 4WR/GDF/C71.00 IC: 2x4 OF S1&BTR LOAD WRATION I .REAS= 1.15 1-2°( 0) 63 2-4=(-33) 29 3-4=(-148) 41. BC: 2x4 DF#1&BTR SPACED 24.0' O.C. 2-3-(-'108) 72 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT<= 12"CC. CON. LL( 25.0)+01,( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX NOR'/ ERG REQUIRED ERG AREA BC LATERAL SUPPORT<= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -27/ 372V -36/ 75H 5.50" 0.60 OF ( 625) OVERHANGS: 12.0" 0.0" 5'- 1.5" -18/ 195V 0/ OH 3.50" 0.14 DF (1400) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, 1=1 VERTICAL DEFLOCTION LIMITS: LL=L/240, TLwL/LSO ' C CN C18,CH18 (or no prefix) =riepuTras, Inc MAX IJ.DEFL L-0.002" @ -1'- 0,0" Allowed 0 0.100" M,M2OHS,M18HS,M16=MPTek MT series LIMITED STORAGE DOES NGT APPLY DUE TO THE SPATIAL M9X TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" RFr TRI"E1"S OF INC 2012 AND IRC 2012 NOT BEING MET. Mail(TC PANEL LL DEFL=-0.048" @ 2'- 8.2" Allowed= 0.351" BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP MAX TC PANEL'IL DEFL=-0.061" @ 2'- 8.2" Allowed= 0.526" AND BOTTOM CHORD LIVE TOADS ACT NLN-CONCI PENTLY. MAX HORTZ. LI DEFL=-0.000" @ 4'- 11.)" 5-01-08 MAX HORIE. 'TL DEFL=-0.000" @ 4'- 11.6" I -" i' Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCI 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, M1FRS(Dir), M-1.5x4 load duration factor=4.6, 8.00 Truss designed for wind loads --, in the plane of the truss only. N 1 M O N MtiYi' 4 M-2.5x4 M-1.5x4 o� I 0 • -^,4.00 12 y 1-00 y 5-01-08 • 4.PRQF '� Gtry • `1si� JOB NAME: DR NORTON PLAN 3729 B D3 - Scale: 0.5417 GENEIiALNOTES.unteasothervrisenoted WARNINGS: it 1.Bulkier and erection contractor should be advised of ail General upon Notes 1.This design is based only gn the parameters shown and Is for an individual - 92*411 PE r- Truss• 03 and Warnings before construction commences. building component.Appiicabllity of design parameters and proper I -re'2.2x4 compression web bracing Frost be installed where shown+- Incorporation of component is the responsibility of the building designer, 2.Design assumes the top and bottom chords to be laterally braced at "' . DES. BY• LJ 3.Addaiarel temporary bmring to insure sinbili during a mhuc§on T o.a and at 10'o.c raspectiwsty unless braced throughout teak tonnggtttY�,by ,f•,yrs is the responsknAty of the erector,Addllkmnl permanent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywaNBC). OREGON fy. DATE: 12/8/2 014 { the overall structure IS the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ ~ L!R a�V jUV` 4.No load should be applied to any component until alter of bracing and 4.Installation of truss is the responsibility of the respective contracts SEQ. : 6133408 ; fasteners are Complete and at no time should any loads greater then 5.Design assumes trusses are to be Used in a non-corrosive environment, l ^� "t� y�^N TRANS I D: 413 6 9 8 deign loads be applied to any component and are fa*ire full bearing of use. Q j 4., G • j 5.CompuTrds hes iw control over and assumes nb respo nse-ARy for the 6.Design assumes full bearing at alt supports shown.Shim or wedge K -fabrication.hnrdnng,shipment and insiatletion of components 7.Design assumes adequate drainage is provided. n R l in. S.Thke design is furnStied subject to the linetatio ns sat forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 i TPHWTCA in BCSI,copies of which will be fumBhed upon request. t center lines. g.Olgtle coincide with attn off plate in Ilrhes. MITek USA,Inc./Compulrus Software 7.6.6(11..)-E 10.For basic connector plate design values see ESR•1311,ESR-1988(MiTek) I EXPIRES:12131/2015 � I ��IUIIIII This design prepared from computer input by ` GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.0" TC: 2x4 DF IloDTR INC 2012 MAX. 1-2").P. FORCES 4MR/GDF(Cq^1.00 BC: 2x4 DF 915BTR LOAD DURATION INCREASE R 1.15 :1-2"�( 0) 63 2-4=f01 0 SPACED 24.0" 0.C. 2-3=(-161) 120 IC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. JON. LL( 25,0)+DL( 7,0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" DL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 488V -45/ 1358 5.50" 0.78 DF ( 625) Snow: ASCE 7-1 ?'- 11.0" 0/ 156V 0/ OH 2.00" 0.25 DF ( 625) 0, 25 PSF Roof Snow(Ps} 8'- 3.0" -75/ 227V 0/ 08 3.00" 0.36 DF ( 625) Cs=1, Ce=1, Ct-1.1, I-1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. =MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0.100" MAX L CREEP DEFL = -0.003" @ -1'- 0.0" Allowed w 0.133" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. PANEL TC PANEL LL DEFL = -0.313" 8 4'- 7,3• Allowed - 0.606" 8-03 MAX IC PANEL TL DEFL - -0.483" @ 4'- 7.4° Allowed = 0.909" I 12 _~ -�- 3 MAX RORIE. LL DEFL = -0.001" @ 8'- 1.5" 8.00 -/ MAX HORIZ. IL DEFL - -0.001i1 @ 8'- 1.5" /' Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a n 0 v er 0 1 re ,- 1 .:-_0 o M-2.5x4 - 4 1 y 7-11 0-04 1-00 PROVIDE FULL BEARINGIJts:2,4,3 8-03 JOB NAME: DR NORTON PLAN 3729-8 - Jl Scale: 0.4316 Gly /O tc'n N WARNINGS: GENERAL NOTES,unless otherwise Med: 'err (L,I Truss u S S J 1 1.Baader and erection contractor should be advkod of ad General Notes 1.This design Is basedparameters shown and is for an W)Mduat I L ._.-- WARNINGS: Donly upon the • and Warnings before construction commences. building component 2.2n4 compression web bras must be Installed where stews+, n+mrporatbn of APP ii<Y design parameters and proper ng component 5 the reeponsi�pay d the building desEgnar. DES. BY: 1,1 3.Addloeral temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords m be laterally braced at . it DATE• is the rasPon54s8y W the erector.Additional permanent bracing of 2'o.c.and at 10'o.C.respectively unless braced ehrolghout their I ). I .,/n, " : 12/8/2 014 } the owmait structure Is the responsanmty of the bued 2x continuous d bridgsheating or suer as acwood shed where s owtnr d ywAn C). I �' �. No bad shewM be spelled to anymm designer. 3.2x Impact b a lateral 4. ""pa dtl91"9 bracing required where snows++ r SEQ. : 613 3 4 0 9 pP component anti after all bracing and 4.Installation of Miss is the ere obe ty of the respective contractor. !._ i fasteners are complete and al no line sheuld any loads greeter than S Design assumes trusses ere to be used in a non-corrosive environment ( r OREGON ON z `.1 TRANS I D: 413698 design Dads be applied to any component. and are for"dry condition"of use. 5-Comp uTnrs hes no control over and assumes no resprxrsbkily for the 6.Design assumes fu@ hearing at ak supports shown.Shim or wedge If t;J Q. R fabrication:handling,shlpmem and installation of components, necessary. ary' /,91 R t�t B.This design!s furnished subject to the limitations set forth by7 Design assumesladequates drainage is provided. 1 4 �p1 .1 p of f�II 1 I II� N Nil 1 I �H TPVWtCA In BCSI,copies of which will be furnished upon rrequest. 8 lines coincide web joint moles lines. Muss,and pieced so their center _,p( 'll9. Digits indicate size of plate b inches. Mi Fek USA,Inc.lCompuTres Software 7-13.6(1L)-E to.For bask:connector plate design values see ESR-13t1,ESR-19811(METek) EXPIRES:.12/3112015 This design prepared from computer input by 111111111111GREG ARTEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 411R/GDF!Cg-1.00 TO: 2x4 DF 91aBTR LOAD DURATION INCREASE = 1.15 1-2..1 0) 63 2-4=(0) 3 BC: 2x4 DF #1aBTR SPACED 24.0" O.C. 2-3"(-84) 22 TO LATERAL SUPPORT <- 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)-FDL( 1.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORZ RRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVEHFA`GS: 12.0" 0.0" TOTAL LOAD a 42.0 PSF 0'- 0.0" -26/ 322V -22/ 7310 5.50" 0.52 D£ ( 625) 1'- 11.0" -30; 55V 0/ 010 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -39/ 06V 0/ OH 2.00" 0.15 OF ( 62.5) Cs-1, Ce-.1, Ct=1..1, I=1 VERTICAL DEFLECTION LIMITS: LLcL/240, TL=I./180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL - -0.002" R -1'- 0.0" Allowed " 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX EL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX BC PANEL 1L DEFL - 0.002" 0 1'- 0.8" Allowed = 0.063" BOTTOM CHORD CHECISED FOR iIPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL - 0.003" 0 - 6.6" Allowed - 0.408" 4-U0 AND BOTTOM CEORD LIVE LOADS ACT NON-CONCURRENTLY. 5' - 5' MAX HORIZ. LL DEFL - -0.000" 0 3'- 11.0" 12 MAX HORI0. EL DEFL = -0.000' 6 3'- 11.0" 8.00 C7 Wind: 120 mph, h=17.5ft, TCDL-4.2,800L=6.0, ASCE 7-10, (All Hei.ghts), Enclosed, Cat.2, Exp.B, MGFRS(Dir), load duration. factor=1.6, Truss designed for wind loads in the plane of the truss only. 01 C, i us en C Q c O - n 0 4 F1-2.5x4 1 - 1, - 3. 1-11 2-01 1 k ..- ---1' 1-00 9-00 rROVIDE FULL BEARING;Jts:2,4,3 '< 0.) ?POPE- ,:,,to. NGINF i0 JOB NAME: DR NORTON PLAN 3729-B - 22 Scale: 0.5826 ? - /p+ 41 .. WARNINGS: GENERAL NOTES,unless otheRNse noted: .4' C}'� �: 1.Sudden and erectka+contractor should be advised of all General Notes 1.This designs based only upon the parameters sham and ie for an Indwiduer y Trus s: J2 and Warnings before construrdion commences. building component.Applicability of design parameters and proper /�/ 2.2x4 compression web brardng must be installed whore shown e. incorporation of Component is the responsibally of the building Aealpner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the trip and beihxn chards to be!Morally braced at 1 . DES. BY: LJ is the of the erector.Additional permanent nstruc i rrf T ore.and al 10'op.respectively ribs braced throughout their te+igth by ,/ . respons illy De continuous sheathing such as plywood abeathing(TC)Rodin,aymil(sCy DATE: 12/8/2014 the overall structure is the responsthility of the building designer. 3.2x impact bridging or lateral tracing required where shown+ • '�' + OREGON !1 j 4.No Toed should be applied to any component untl alter all brag and 4.Installation of truss is the responsibility of the respective contractor. t. SEQ. : 6133410 I fasteners are complete and at no Sine should any loads greater than 5,Design assumes tosses aro to be Used in a nor.•coaCelve erwironment. '�j 4 �q� 44.',design loads be applied to any component. and a e for"dry condition of use. . . 14 TRANS I D: 413698 B.Con !,Trus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shen or wedge it Bt.0 �y fabrication,handling.shipment and installation of components. 7necesserY. ] 4 .Design assumes adequate drainage 6s ttvidad. i ,HI ��llp I1 �]l��I 6.This design is fumrlrnd subject to the lima atio ns set tote by 8.Plates shall be located on both faces of truss,and pieced so thou center CAin SCSI, of which (''lll'IIII II I IIID VIII ll11 ILII Ultl MlTel k USA,Incico copies Tfus SO�ftware 7 n be 6.6(1 L)-E hed upon request 0.lines coincide With Joint center lines. Digits bask connector plate sire of !e in Inches, design values see ESR-1311.ESR-1988(MRek) . ttlQQQIII EXPIRES-. 121311X11 J II(I��( This design prepared from computer input' by 1 ( GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER. FORCES 4WR/GDF/Cq=1.00 IC: 2x4 OF OiOBTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF #1OBTR SPACED 24.0" O.C. 2-3=(-56) 11 TC LATERAL SUPPORT <= 12"0C. UGH. 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -301 306V -7/ 43H 5.50" 0.49 DF ( 625) 2'- 11.0" -IS/ 74V 0/ Die 2.00" 0.12 OF { 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" 0/ 49V 0/ OH 2.00" 0.10 DE ( 625) Cs-1, Ce-1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX IL DEFL = -0.002" o -1'- 0.0" Allowed- 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL -0.005" 0 1'- 9.5" Allowed = 0.268" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL Ti, DEFL = -0.007" 0 1'- 5.5" Allowed = 0,252" 3_00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T f MAX HORIZ. LL DEFL -0.000" 0 2'- 11.0" 12 MAX HORZZ. TL DEFL = -0.000" 0 2'- 11.0" 6.00'' Wind: 120 mph, h=16.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Weights), Enclosed, Cat-2, Exp.B, MBFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 ,-i i 0 o o t KM 1 -__ ►4 m-2.5x4 -- )4 2-11 0-01 J• l y 1-00 -3-00 PROt'IDE FULL BEARING;Jta:2, ,4] JOB NAME: DR HORTON PLAN 3729'B - J3 x. ��V'F�tS Scale: 0.6296 t''' ' INS �0 { WARNINOS: ...................---- GENERAL MOTES.antes&otherwise noted: Q"' i�T� 'Pr,. 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based onlythef-L, Truss S' J 3 upon parameters shown and Is proper individual and Warnings before eonshullon mmmenoes. building component.Applicability of design parameters and f " 2.2x4 compression web bracing must be instated where shown+. !ncOrpor'atbrt of component is the responsibility of the building demurer. I • 4,1,DFS. BY: LJ 3.Addtional temporary bracers to fisure stabstiy during construGion2.Design assumes me lop and botom chords to be leterety braced at 3 rI 2'o.c.and at f0'ac.respectively unfits&braced throughout their Is�llg(B1 by ! s'. r/fq�+^.., is the resfwnsttiry of the erects'.AddtionW permanent braci ng of continuous sheathing such as plywood sheet arg(TC)andfor dryvafl(9C). i -/ '-li DATE: 12/8/2014 the overall structure is Me respoesibtty of the building designer. 3.2x impact bridging ! OR P Mlis the ponsib required the respective shown++ V Cti 4:."=i ti V . 4.No load should he applied to any component unlit after at bracing and 4.Instatetbn of truss is the raepemsibtiry of the respective contractor. SEQ. " 6133411 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used kn a non-axmsive environment, ,. -ay �`. A. design!loads be applied to any component and are for"dry crmdeion"of use. #4.) 'Q}+ � TRANS I D: 413698 5.Co Taro hos no wet M over and assumes no responsibility for the 6.necessary. aures`ua bearing M all supports shown.Shim or wedge if r7 �.. 2'° Q, ��tIII fabrication,handling,shipment and installation Of components. 7.Design assumes adequate drainage is provided,6.This design is furnished l R ., .end sd so SI,copies JIM III 11111111111113 IIU IIID���I"`I II MiTtik USAA.Inc./Compares ./Compa est Softwaro the eich Mb be 7.6.6(10-E limitations.6('1 hed upon request center nee& 0 F s cointr basic cide eccto oll r ante din esign viablset forth by 8.Plates shall be located on both faces e soma ESR-31o1,,ESRtheir ta98a(MfTek) I ._._..__-.-..... __w__._..... I,m-' ! �__.- _..._.. ---- . [7f P1 P S:f 2131�2#315 iIII�Iit'I This design prepared Erom computer input by GREG ARIEL TRUSS LUBBER SPECIFICATIONS TRUSS SPAN 3'- 0.3" Wind: 120 mph, h"16.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.P., MNFRS(Dir), BC: 2x4 DF #lS8TR SPACED 24.0" O.C. load duration. factor-I.6, Truss designed for wind loads WEBS: 2x4 DF STAND LOADING in the plane of the truss only. 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 Note:Truss design requires continuous BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD . 42.0 PSF bearing wall for entire span UON. Snow: ASCE 7-10, 25 PSF Roof SnowiPS) Ce-i, Ce=i., Ct-4.1, I-1 LIMITED STORAGE. DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-00 'f -- 4 12 6.001, M-1.5x4 3 --� I 0 ret 2 • V M-2.5x4 M-1.1.5x4 k 1 -- y 1-00 3-00 ptO• PR(1F o JOB NAME: DR HORTON PLAN 3729-A - J4 Scale: 0.6560 +�� s��) WARNINGS: GENERAL NOTES,unless otherwise noted: ((��]]z�sl' 1.Builder and erection(entrantar should be advised of ell General Notes 1.This design is based only upon the parameters shown end Is for an InCNidual 7 2 P Truss: J4 i and Warnings before construction commences. bu)keng component Applicability of design parameters and proper PA 2.Dcompression web Macing must be Instated where shown+. tonerporarion of component is the responsibaay of the building designer. I +'�✓ 1 3.Additional temporary bracing to bream stability during construction 2.Design assumes the top and bottom chords to be latently braced at _mor ia. DES. BY: La' 2'o.c.and at 1ff oz.respectively unless braced throughout their Ian h by ,r"ra. is the responsbally of the erector.Additional permanent bracing of congruous sheathing such es plywood sheethi g(TC)andror drywall(S4 �. lirDATE: 12/8/2014 the overaa structure is the responsibAhy of the building designer. 3.2x impact bridging or lateral bracing required where shown++ OREGON rv 4.No load should be applied to any component until after all bracing an 4,Installatbn of truss is the responsaxlay of the respective contractor_ �^+/- 0 r cit✓ Etc SEQ. : 6133412 fasteners aro complete an at Pollute should any loads greater than $.Design assumes trusses ars to to used M anon-corrtnsivavn envlrnment, .,.{'f*. TRANS I D: 413698 design toads be applied to any component. and ere for"dry rendition"9 use. �� �' 2-6\ �1^ 5.Come:si n s has no control over and assumes no responS oafry fur the &Design assumes full baadn a!all supports shown.Shim a wad if Mb:Callon.handling.shipment and msraaatbn Of nts. necessary. 6.This design Is furihed subject to the amitatkms set� forth� y 8.Platesshall be locateDesign assumes adequate n both f drainage Is truss,end placed so thek center d. f, �� IIS I VIII IINI IIII(IIII IIII SII 1 TPIIWFCA In SCSI c»pbs of which will be furnished upon request. 9.Digs coincide wain joint ate in(nage. f MTek USA,Inc./Compulrus Software 7.6.6(IL)-E 10.For basic connecterpiete design values see ESR-1311,ESR-1988(MrTek} 5 EXPEFtS:12? 1 701 i1NlMII This design prepared from computer input by ' GREG AR/EL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6 " TC: 2X4 OF dl&B7'R ,0IBC 2012 MAX ME1tBER FORCES 4NR/GDF/Co-1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4-(0) 0 BC: 2x4 DF #t&BTR SPACED 24.0" G.C. 2-3=(-62) 12 TC LATERAL SUPPORT <•- 12'OC. UON. LOADING BC LATERAL .SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED ERG AREA D1. ON BOTTOM CR_ORD " 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS; 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 297V -14/ 52H 5.50' 0.48 OF ( 625) 2'- 5.0" -16/ 59V 0/ OH 2.00" 0.09 DF I 625) Snow: ASCE 7-10, 25 POE Roof Snow(Ps) 2'- 6.0" -11/ 40V 0/ OF 2.00" 0.06 DF ( 625) Cskl, Ce=1, Ct=1.1, I=i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, T1=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX IL CMAX LL D = -0.002" 8 -1'- 0.0" Allowed - 0. 00" REEP DEXFL FL -0.003" 9 -1'- 0.0" Allowed = •0.1133" BOTTOM CHORD CHECKED FOR .lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL _ 0.003" 9 1'- 3.3" Allowed = 0.152" 2-06 AND BOTTOM CHORD LIVE LOADS ACT MGN-i<'.N•CURRE•T LY. MAX TC PANEL TL DEFL Y -D_003" 8 1'- 6.2" Allowed = 0.227" X12 - MAX HORIZ. LL DEFL - -0.000" 9 2'- 5.0" 8.00� MAX RORIZ. IL DEFL = -0.000" O 2'- 5.0" Wind: 120 mph, hxl7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MNFRS(Dir), load duration factor=1.6, Truss designed for wind loads I in the plane of the truss only. Il a 0 0 C.; •c o f-. 1 v 0 t /, _ 77-411 A'44 M-2.5x4 2-05 0-01 Y ,k y 1-00 2-06 PROVIDE FULL BEARING;Jts:2,3 1J P JOB NAME: DR NORTON PLAN 3729-B - 35 � � � Fc `GS _______ _i_ ---_--------.............._-.___ Scale: 0.6304 �G3 �T N C �C� Nq p ' WARNINGS: GENERAL NOTES,unless otherwise noted: �' r - • l ig 1 1 ( 1,Blinder end erection eoMtaetor shoutel be advised of all German Notes 1.This design is based only upon the parameters shown and t for an individual I ' `� r ' I Truss: J5 and warnings before constnxtion commencos, building component.Applicability of design perameters and proper # { 2.2,4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. B Y: LJ 3,Additional temporary bracing to in-sure stability during construction2.Design assu ees the top end bottom U olds to be laterally braced at j is the responsibly of the erector.Additional permanent bracing W T o.c•mrd at 10'o.c. livey unless braced throughout their lar by DATE: 12/8/2014 the overall snuchre is tau;rosporcahflly of the building dasignor- Occoimpact bridgisheathing r suchr as acing re sheathing(TC)red W,e,C)a shown J d yv all( c}. '"' 't 3.2s Impact bddginp Is th eral poeslg requited where tine co++ It S EQ. : 61 3 3 4 1 3 4.No load should be applied to any component amid after al bracing and 4.Instalation of Vuss is the responsibnty of pie respective contractor. -yam OREGON fasteners are complete and at no time should any loads greeter then 5.Design assmnss trusses ere to be used in aroe-corrosive environment, lbs • TRANS I D: 413698 design loads be applied to any component. and me for"dry wndtion'of use. !� 5.ConpuTrts has no control over arid assumes no responstiliy for the 6.Dash assumes run bearing at all supports shown.Shim a wedge p ! �'t,J' 1 r �Q fabrication,handlfrg,shipment and inatalapon of component. necessary. ''; �1 m 6.This design Is furnished subject to the kn,llations set forth by 8.Plates shaalll be llocateumes d adequate ebotsh faces Miss,Is e. ,�' [�;`�„• III Nil MOM IIII Ii TPbWTEA in eCSI,copies of which will be furnished upon request. lines coincide win joint center Ones. of mum, placed so their centro tl 11 /� MITeIt USA,IncJCompuTrus Software 7.6.6(1 L O.Digits indicate slim of prate to inches. }£ 1o.l=or basic cwmecmrpiste design values see ESR-1311E9ii1988(MrreY.) ; EXPIRES:12/31/2015