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Plans (2) G.E. ,(- N - ... . , - D.R. HORTON PLAN B720 "A" GARAGE RIGHT . _ 35-00-00 --:, 1 SPAN E — —1 cal I 1- , 2, 2, 000# DRAG TRUSS----- 000# DRAG TRUSS — wi**•■•••••■••• 7/12 PITCH .1" L 25# LOAD 1-0 Oil. _i T. , , „...._, in 1 ARIEL TRUSS -:, c), 1 .. 1 i I i,=.F cr. 574-7333 a w 1 1 DRAWN BY: 1*--- . all- -- -- KEVIN LENDE \ G.E. (t) 13-07-00 / _ 40 SPAN ADD S •• ), '5-09-00 SPAN Copyright Id CompuTrus Inc. III III II I III This design prepared from computer input byII , GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35.- 0.0" IEC 2012 MAX MEMBER FORCES 4WP/60F/C0-1.011 TC: 2 ; OF 414BT6 LOAD DURATION INCREASE - 1.15 1- 2-( 0) 5 2-10,1-41 2036 3-10-(-2511 107 - BC: 2)44 DF 41461? SPACED 24.0" O.C. 2- 3-(-25031 90 10-11.1 01 I72C 10- 4-( 01 477 WEBS: 2o1 OF STAND 3- 4-1-22911 94 11-12.( 0) P26 4-1 I,.(-734) 4,., LOADING 4- 5-1-1604) 126 12- 9,-1-4) 203' 11- 5.) -541 1151 TC LATERAL SUPPORT <- 120C. CON. LL( 75.0),oL; 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-16041 126 11- 6-1-7141 9' BC LATERAL SUPPORT <- 120C. 0711, DI. Cl) BOTTOM CHOPP - 10.0 REF 6- 7-1-22911 63 C-12-1 01 172 TOTAL LOAD - 42.0 PSF 7- 8,(-25031 RD 17- 7"f-2511 I'm" OVERHANGS: 12.0" 12.0" R- 9-1 0) 5- Snow: ASCE 7-10, 25 PSF Roof Snow(Ps1 Csl, Ce-1, Ct-1.1, I-1 BEARTNS MAX VERT MAX HORS PIRG RECUIRED FRG AREA 9.01701) CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS 0106 Z),IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0.-- ('.0" -61/ 16267 -173/ 173H 5.50" 2.60 DE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 0.0" -61/ 16217 CI OH 5.50" 2.60 DP 625) VERTICAL DEFLECTION LiMITS: 11.-L/240, TL-L/190 MAX LL DEFT - -0.002" 9 -1'- 0.0" Allowed - 0.100" MAX 71. CREEP DEFL - -0.003" 9 -1'- 0.0" Allcwed - 1.133" MAX LL DUI. - -0.102" 3 11.- 9.1" Allowed - 1.704" VAX TI. CREEP TEFL - -0.236" 9 17.- 6.0" Allowed -- 2.272° MAX LL DEFL - -0.002" 9 36'- 0.0" Allayed - 0.100" MAX TL CREEP DEFL ') -0.003" 5 36.- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 9.016" 3 24.- 6.5" MAX H00,12. Ti. DEFT - 0.076" I 34.- 17-06 17-06 Wind: 120 rph, h-21.3ft, TCOL-4.2,BC11L-6.0, ASCE 7-10, 10-0/-15 6-10-01 6-10-01 10-07-15 (All Heights), Enclosed, Cat.2, Exp.B, MWERSIDir , .. ___1- ---c i load duration factor-1.6, 6-01-15 5-08-01 5-08-01 5-08-01 5-08-01 6-01-15 Truss designed for wind loads f 0 0 -,- , --T -1 in the plane of the truss only. 12 12 7.00 E7' M-4%6 '0 7,0(1 4.0" 3 1 M-3x6(31 ' M-3x613, M-2.5x44 !I-2.5x4 r., • og \ 1 il \ 11 / , CY • Li :-i ....T--..' ---------------„----1,0--_ a.i5" -IT i I c, 1 IM-3x 5 61-2.5x4 :1-2.5x4 11-3x8 :1-5x8 CS) 1- _1 4 5-11-15 9-06-01 8-06-01 6-11-15 1-00 35-00 1-00 iik0 PROre, u.n .:ZS: NM*:: OR HORTON El 7/1 B"20-A BETHANY - Al Snale: 0.1654 „AAGINS 476.,,, Wo Truss: Al DES. BY: LJ DATE: 12/30/2014 WARNINGS: GENERAL NOTES,imlesa otherwise noted" -- 1.&Ades and eredicri oarthador shauld be atirsed of ad General Notes S.This design is based only upon 005 parameters ehown and Is tor ore indtedual and Warnings before consbuclbn 0761InerCOS 2.2o4 COMP6T6146 web bracing must be Installed where shown•. incorporation of component IT the responsibly of the tuildng designer 2_Design assumes the/op ard Poems chords to be taterally brutal at 3 Additional lerciponuy bracing Is Insure stably during construction b4kling c°."4"ne'l 414"I'MY 04 de4gni""melini and PMPW la the responslifity 04 0,.erector.AddAnnal permanent birscirg of the mem.slnidure is 06,resPonsibilP 01 0'.Sulling designer, Too and al 1117 es c respectively undies braced through:A their length by contnuous shelhing 00th as plywood sheathlrOTC)andfoc drywarl(BC). . 3.2s Impact bridging or lateral bracing required where shown•. i Kr'CI ''/Z/1°1 Pr it. CC' P92.OPE .r 401, -.• iiillw cr 4.I4 bad should la•applied to any component urtil after see buten)and 4.Instalsbon of Mose is the responsibrly of the respedne contractor. 17,, A, OREGON Cy SEQ. : 6150113 f..„,,....,,,,,...nom,....1 at na tsp.,stcust any bads weak,pow 5 Design aSUSSIMI trusses are to be used in a miniconosne annonmerC if, -.7 ',NI:A TRANS I D: 919888 I d•ogn bad,b.•7911.110 any component ard are kW'dry condition'of use, „cormar,Ai hAs rA,coning 0,A,in,iivum„.no A,Apy.buy io,the O.Design!MAMMA AA beising at al suppOrb th0.41.Stonon wedge If / k 0 A. 14. 2‘) 1- . fabrication,hen:Pin,shipment sad inslaislion of carponeras 7.Design 8611/1610Sedersuse drelnege is 0 Thls design N furnished sullied to the imeations set forth by a.Plales IlYin be locale:I on both facies ol=tind placed so their center vinunoirmsmil , TPIANTCA ln BCSL COfieS of which*Abe finished upon moues/, inescoineldowp,Ointormiarlinas. '11 1 F?R1Lk- , 9.Mots Wiest,sde of plate 6n inches i MTek USA,Inc/CompuTrus Software 7.6.6(1L)-E IS Fe,bmic wrtnepor plate design valuoi see 655.1311.ESR.1958(AVMS) EXPIRES:12/31/2015 ,_ 1 111111111 This design prepared from computer input by GREG ARIEL TRUSS tUnBER :31,ECI F MAT IONS TRUSS SPAN 35'- 0.0" Wind: 120 rpt. h-21.3ft. Ta1=I.2,PCD1-6.0, ASCE TC: 2:i4 t1 016RTR LOAD DURATION INCREASE - 1.11 (All Heights). Era:le:end, Cat.?, Exp.R, MWERSIDirl. BC: 2z4 DF OliBTR SPACED 24.0" 0.C. lead duration factor l. , Truss designed for wind loads TC LATERAL SUPPORT ,- 12"02. DON. LOADIN5 is the plane of the truss only. RC LATERAL SUPPORT e' 12"0C. UCN. LL( 25.0).tL{ 7.01 Oil TOP CHORD - 32.0 PSE DL ON BOTTOM CHORD - 10.0 PSF Gable end truss on continucus bearing wall Lull. Unbalanced live loads have been TOTAL LeAD .,- 42.0 PST M-1x2 or equal typical at stud verticals. considered for this design. Refer to CerpuTrus gable end detail for Snow: ASCE V-ID, 25 RSE Root SnowiPsj carplete specifications. LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL PEODIREMENTS OF IBC 2012 AND IRC 2012 NST REINS MET, HotTom CHORD CHECEED FOR lOPSF LIVE LOAD. TOP AND EOTT011 CHORD LIVE LOADS ACT NON-CONCURFENTLY. 17-06 17-06 10-07-15 6-10-01 6-10-01 10-0--15 3 12 Illi,.-45:4 1: 4.. i . ,.., L`,...- ..,:,,,, .. ! I -"--, .--„,„ M-3x6(S) H , i . .—. . . i i 1 ; I ! 1 .., I i [ ii i 1 i l '--. r, h M l , ' '---, i i i I ,72, L 1 i IL 1 i 1 i 1 1 II '''''4 1 - .1 i ',,,,.. -,•=-- - - .... _ ,-1- ,c........,........,...,....,......a......,... ....-............................... .* -'. -,......=:,72=======.4.7===.2-.......-•=77—,...=.-..-r.f. -^,-=....4.,-,....r.z.'''•",---.7.1::_:- ''`, csI -2.57S(51 e, M-2.5x4 5x4 17-CE 17-06 . ; I 1-00 35-00 fiktO PRO jOR. NAME: DR HORTCN PLAN P-;2-A HETYANY - A2 Scale: (3. 41i 0,,GiNeA.„ wo r 7 (Z' /Z/70/MY '0_. -y... WARNINGS: GENERAL NOTES,unless othenvise noted Ct. •921'PE c I.Builder and erection ritintrador should be advised of all General Notes I This dint.,is based onty upon the parameters thane and is for an individual Truss: A2 i and Warnings before construction commences budding component Appecablity of design parreneteis and ember I 2 2a4 compression web bracing must be installed where shown• iniseporaten of corroonent is Ow re.sponabahr 010,0 bu'iding 0...2.- 2 Design assumes the by and bottom chords to be lateraey braoed 1.Arbiter*temporary bracing to Insure stability during octisbuction or' '/Illge 42111111"- DES. BY: LT is the responsibilty of the seeder Additional permanent bribing of r 0 c and at la'ne resPectrnsly unless braced throughout their length try continuous sheathing taxi'as plywood shealNrigrfD)and*drywall-BC) „....-- Wee.- DATE: 12/30/2014 the overall structure is the resporiebity of the budding designer 3 2s knead bridging or lateral bracing required*Aare sheen•• 4 No bad should he applied to any°meaner*wed after AU bracing and 4 Initallabon dims*is the responstday of the respective contractor 7Z- 41 OREGON b, 414 SEQ. : 6150114 fasteners are cOmPlete and at no tine should any bads greater then 5 Dockln MOW,"Inflaal at.to be used in a rott•conostve enVit:Mtnert, TRANS ID: 414888 design loads be applied b any component and ars be"dry condition-of use 5.CompuTms has no cartel over and assumes no nonmetal),for the S'°"ign awines"ba"id all SUPPD'IS II'M"'Sh*"'W"dg.if '40 41. 14. '1 4' il ,0.• _ fabrication.hanng.shipment and installation of components. 7 Design mums adequate drainage is pros4dod ieRRILA B.this design is furnished subject to the Amitabons set bah by a Plates shall be located on both faces of truss.and placed$0thee center I II 111 I r m 11111 i TPINVTCA in SCSI,copies detach will be furnished upon request Ines coincicke vnth joint center Ines 0 Diets indkate size of plate in inches. MiTek USA,InciCompuTtus Sofhvare 7.6.6(113-E to For basic connector prate design views see ESR-1311.ESR-I OW(Urfeld EXPIRES:12/31/2015 ' . ... .. III 111111111 This design prepared from computer input by " GREG ARIEL TRUSS L1.12E10 S?ECIFiCATICVS TRUSS 5-r?2 25'- 0.0" I33 2012 57).t.!-^.9.,U) EORCF-S 1.7)/G✓F/C7=1.33 OC: 2:4 CF 91sETR LOAD DU?ATI41 Ilk-PEASE=1.15 1- 2=1 01 57 2-10=1-64-1 2945 3-10=1-3691 17r 19- 7=1-3731 171 EC: 2::4 DE ilLETP SPAM 24.0" D.C. 2- 3=1-2669: 27 10-11=1-753) 2443 10- 4=(-1091 609 WEBS: 22:4 OF STAND 3- 4=(-2554: 91 11-14=1-658) 1947 4-1i=(-€961 177 L111DIl 1- 5=1-2137) 121 12-13=1 -901 0 11-12=1 -92) 1009 OC LP:TEPAL SIIPECRT c= 12"0. ua;. LI) 25.01+FL( 7.01 CC TO?Cn)°D= 32.0 FSF 5- 6=1-2138) 121 14-16=1-5941 20E3 12- 5=1 -641 10'4 EC LATERAL 911PFL9RT<= 12"OC. 1.0{11, 21 ON 2017694 CHORE= 10.0 PSI 6- 7=(-2554) 91 13-15=1-221) 0 14-13=1 01 51 TOTAL LOAD= 42.0 FSF - 9=(-2559) 27 15-17=1 -90) 0 16-15=( 11 51 ?72RAnna;: 12.0" 12.0" 9- 9=1 0) 57 16-19=1-658) 1949 5-17=1 -041 1074 Snv..): ASCE 50, 25 PSF Poof SSrd{?sl 19-19=1-7531 2443 17-19=1 -921 1009 Unbalanced live loads have teen Cs=1, C_=1, C. 1.l, 1=1 19- 9=1-24") 2945 15- 6=1-9951 r' considered for this design. 6-19=1-1091 516 ACDL: EC CO'): LL+DL= 62.5 LES 2 1-' 6.0" Cotie.c•or plate prefix designators: B.ARIPG MAX'.:RT `nX HORZ ERG PE(Tt:?ED 900 AREA C,Ci,C18,C119 (o. no prefiY.1 = Cc.:ruT:us, Inc BOTTCIa C'HCM ascro F(2i A 20 FSF LEVIED STC?AG 10307I6915 81.1371 45 P3ACiICUS SIZE SQ.IN. !SPECIES) a,"1CMS,4iBAS,alb 11.17e1..:Ti series LIVE I711D AT LecATIcui5) SPECIFIED BY ILL:2012. 0'- 0.0" -42/ 1705V -2002/ 230011 5.50" 2.73 DF 16251 Ti 2, E: Heel to plate corner = 1.25" ref.` � EO !'. :L' i:CHORD DEAD LOAD IS A ', .".<E OF le PSF. 35'- 0..0" -42/ 1705V -2030/ 20001 5.50" 2.73 Cl 1 6251 ".E TICAL FLECTicu LIrI S. LL=L/240, TL=L/100 1116 LI D-FL = -0.002" 9 1'- 0.0" Allowed - 6.133" 7:S 7a C9EEF DEF.. = -0.003" D -l'- 0.0" Allowed= 0.133" 11A1 LI DEFL = -0.163" 9 19'- 2.5" Allo:oed = 1.704" ::.%.71 CREEP CEL= -0.443" 3 18'- 3.5" Allowed 17-06 17-06 VAX LL CEFi.=-0.o02" a 36' 0.0" Allied = .130 " -Y :'nl:It CME'?CEFL = -0.003"9 39'- 0.0" A1lo:.ed= 0.133" 10-07-15 6-10-01 6-10-01 10-07-15 _ i' 1r Y RORIE. LL CEFti 0.056" 0 0'- 5.5" 6-01-15 5-08-01 5-08-01 ' 5-08-01 5-08-01 6-01-15 00010. 71 CEl 3.007" 0 3'- 5.0" 1.-_..___ l' --1,91`5a- __....__f s 2 '� 54-7\\x8 .- )CcOO. L,...2UC7.00..�_._" i?UC_LOAD.. Wind: 120"oh, h- 1 3 t, TCDL- ',3312.=5.0, ASC°. 7-10, Oc�M-3X6{S) h1-3x6(S) �0 (All )eights) Enclosed Cat.2, Exc.5, 'nF,S(011), 7"--..., load duration facto: l M-4X6 611-4X6 Truss designed for wind leads \ in the plane of the truss only. M-1.5x43/ l \ l `\\\:� �M-1,5x4 i \ �r __ Nom / 11 2013 15011'+ \ Q,/� 1 �.�:.._.. -____- '__.- ___=.45.....-NI-T-41_1 f � _"-.1_- .�.....__r_... "'.:. ..._:��+\r' �may, I M-3x8 t9 21 5x4 M-41x6 14 1 c �I1-2! x4 M-215x4 M-3x8��3, h1-2.5x4 M-2.5x6 CD 0 M-2.5x6 M-4x6 MSHS-3x10(5) M-2.5x6 M-2.-5x6 62.50# 4 1-. - I 1--..__ _1 -1 6-09-13 6-03-15 3-06-1203-06_ 2 6-03-15 6-09-13 17-06 3-09-08 13-08-08 .1,--.1- , 1 _,1__,:- 1-00 -_ _.-. 1-i1-00 13-08-08 3-09-08 17-06 1-00 13-08-08 7-07 13-08-08 1-0 35-00 1 J ��N OFFS :OP. NAME: 1, HORTO!: PLA:: 372:0-A 3 r11ANY A3 Scale: 0.1246 �\ qq 2 c..z -.- Xf r'4I7o// s// 1 WARNINGS: GENERAL NOTES.unless otherwise roled S 9 1,Budder and median mnandor Mall be advised of el General Nolen 1.This deagn is based only upon the parrneteea slows an b for n Individual 2o P E r Truss: A3 and Warnings bebre mnswctbn commences bulking component Atp cabdity of design parameters aro wooer 2;:244 compression web bracing mast be Inflated where shown•, inaxDoretbn of component le the responsLaly of the boating d net. 3,Additional tenmporery aWrtg b b.o►e debility during=instruction 2 Design assumes ere by end tortoni lords b be latently braced al DES. BY: LJ roc end at Iv o c,respedNe^r unless wood booboo,ora:lmsrq�thh by /� is the resporrablty of the erector.Additional permanent t bramq of a,lnfredn sheetti4 err as plywood sheathirc(TG)rndror dry...0C I DATE! 12/30/2014 the overall structure I the respons'bdly of the budding deabwer, 3 2x broad brdgiq or lateral brews;Milked wbeee shown•• Q ! 4 No bw ed should be applied to y comnerrl Wei are.'all bracing end 4;Instalabon of 11163Is es the rponywly of the re+pedree contractor, 9G OREGON b l(y SEQ. : 615 0115 1..0„.„...„,,,,,complet.nal at no teas should any bMe greater)her 5 Deayrr assumes th,ases aro b be used in a non-corrosoe environment, 27, N end are for'dry oordMn'of use. 1✓ 2° -t- T RA N S I D: 919 88 8 design loads be applied to r y Q,rroonart.t:anpuTruslw ro boot.,boot.,l user end nss�ren no respatibily ler the e.Design assumes M boxing at all supports moan.Stir or wedge d 0 14, el c>. S febrlcabod handling,shipment and enlarelron of conpone.ts. 7.pee wralmws urnno odpulne drebr ya Aed. itin R{LO- e.This design is furnished waled the e rerienbarn sal brth by e.Plates shall bo be ted on both Wes o�,and placed so Pm*center III VIVIVIIVIntVIInIIIpwcA.n eCSl.copes" of which wa h,.+ahe1 won request e well w center Wes MTekUSA,InclCompuTruSSoftware766(12.){ . 10 fin" g Digits Indicate site of red.ren Fodnes. For basic connector plate des.'nvalues see ESR•1311 ESR19ee(MTw) EXPIRES:12/31/2015 LOAD rcwrial 114711,13E, 1.15 ojc17-..:70::00"" 70 23511:0-7-004:733""..‘'IL.54..09.,,-, 0, 4 ---.7. 111111111 This design prepared from computer input by GREG ARIEL. TRUSS LU-'90 SPECIFICATICM TRUSS SPAN 35*- 0.0" TIC 2012 ',IR(1.0111:7.FOPMS 41NR/CDF/Ccr1.00 TC: 2.):4 EF*I1.BTR 1-2= 0) 5'E 2-11=1-1070) 55E2 3-11=r-6561 17E EC: 2n4 OF 111437R SPAM) 24.0"D.C. 2- 3=-66621 1342 11-12=1 -964) 4739 11- 4=1 -1961 1204 tr..2.5: 2%4 OF STA142: 3- 4=-62301 1270 12-13=1 -692) 4296 4-12=1-17701 4E0 29 OF SS A LOADIVG 4- 5=-4226) 924 13-14=1 -716) 4E04 12- 5=1 -6561 3293 AIC : Tc urrF LL( 50.01.91.1 14.0)= 64.0 PLY CO- 5- E=(-4242) 934 14- F. 1 -70E1 4E06 12-6=1-17001 2E0 X IATUAL SUPPCR7(= 12"CC. C1C1/. ADDL: TO COIF LI( 112.51*D1.1 31.51= 144.0 FLY 6- =1-5170) 1000 6-13.] -109) 1439 K/ATUAI,SIDP0R1",r= 12"CC. ua:. AOOL: BC IVIF Ll..4DLF 45.0 PLO' 0'- 0.0" TO 21'- .34 "V 7- '.1-54201 924 13---,( -3721 40 AITL: EC tonF LL,DL= 20.0 21F 21'- 4.3" TO 35'- 0.0"V 9-9=1-5510] 910 7-14,-I 01 234 07F.FSAICS: 12.0" 12.0" 9-10=1 0) 56 14-9=1 -701 134 ADDL: IC WC IL] 266.-141011 191.31= 449.0 LES 0 7'- 0.0" 11-1.5x4 or equal at non-structural ADDL: BC CC8c ILI 665.51401.1 452.51= 1111.0 120 0 21'- 4.3" vertical rerbers leon). PEA'RING !la 1. T 111tX EMI BPG REWIRED ERG AREA 80731 DUD CW=FM,A 20 ?SF I.DaTED 37cF;a• ICCATlais REACTIOUS FEACTICIIS SIZE SQ.111. (SPECIES) Connector plate prefix designators: LIVE LOAD AT D:CATICtr(S) SPECIFIED Eff IBC 2012. 0'- 0.0" -804/ 3937V -173/ 1730 MO" 6.35 DF 1 625) C,C1I,C19,412118 lor no prefix) =Corparus, In: T711. 807E11 CM LEAD LITZ IS A 141:471.11 CF 10 PSF. 35'- 0.0" -525/ 3349V 0/ CO 5.50" 5.36 OF 1 E251 11,1Q011.5,11.190.3,1,13=1 .Te'r.117 series 1 2 1 cordite trusses required. -I '.1Join together 2 ply with 3;:.131 DIA GJV rails staggered at: 9"no in 1 row)s1 throughout 2x1 top 6orcis, :- 9" C'. in 1 Erc /11;1 IrreoTiggj.: '''A 1%.Ts'T chords, 9^ oc an 2 rowIs throughout 2.x.9 webs. MTICAL LEFLIZIICI1 LDLITS: LL=1/240, TL:L/180 IPX LI.CEFL=-0.001" 0 -1'- 0.0" Allowed= 0.100" 1:4.X TI.CREEP CEFI,=-0.001" 0 -1'- 0.0' Allowed= 0.133" 15A1{ LI.MFL= -0.144 0 17.- 6.0" Allo-..,ed= 1.70!" 1.1411.It CPE?LEM=-0.33-" P 17.- 6.0" Allowed= KM LL' MK,= -0.001' 0 36'- 0.0" Allowed= 0.100" VAX T.I.U..7?DEM.=-0.001" 0 36'- 0.0" Allowed= 0.133" ••14A11cEB BY (ITU:RS TO APPLi 1,1AX KRIZ. IL EEFL= 0.065" 0 34'- 6.5" unc. LOAD(:.;) EQUALLY TO ALL 00510005. !W.liCRIZ. It 9011= 0.105" 0 34'- 6.5" 17-06 17-06 :iar.d: 120 rph, h=21.3ft, TCOLF4.2,2CEL=6.0, ASCE 7-10, pal Heights), Enclosed, Cat.2, F.T.8, !YaSIE:r1, 10-07-15 6-10-01 6-10-01 load duration factor=1.6, •-•- -,--- 1- , Truss designed for wind loads 6-01-15 5-08-01 ' 5-08-01 3-06-08 4-10-14 4-03-06 Irn the plar.e of the truss only. f 3 4-4480 ... T- r ____T I1-2.5x; or eccial at non-structural diagonal inlets. 12 12 M-4x6 7.0'0 ,- `---.J7.00 4.0" Niiiiii 11-3X6(S) Ili Il-3x10 III A 14-2.5x41 -' m_3x6(s) M-2.5x4 Is.-3x6.,- - , /1 ' i M-1.5x4 ,„,..--- r4 0 , • i - • „--- /11-3:.:10. '1-3:;10 1-3vE / Lt-„ ...-------<:' . .. :1-3F.10+ / II-3x.10. \ / CD \ . C) 7 1A .--- 10-,,r.-- ' 13 li 1 I-5x6 11-2.5x4 25 V' . " 14-3x10 M-2.5x9 M-3x8 1 cp c, M-5x8(S) I 1118$ Jr i , -, _y -Jr ..- 8-11-01 8-06-15 4-02 6-05-01 6-10-15 1-00 35-00 1-00 JO? NAME: OF 80911011 PLAN 8720-A BETHANY - A4 Scale: 0.1-59 C3 ‘..461N6,44._ '-)/0 '/Z/70/Tri 1 WARNINGS: GENERAL NOTES.union ethenelse noted k.r 4t. ! -7 ,192.OPE I.Budder oral erection mntrector shorad be advised of an General Roles I,This design la based only upon Om pararnelen sheen and Is been Indsstual Truss: Al and Warengs before conshuctkm commences. building coreament Appleattely of design parienelere and proper 2 2o4 compreselormseb INIKIng MN he fastened when shown., imorporation of component Is the responellaNy of the bursting designer - assurnee Melee and leltorn ctewtls to Wendy be braced DES BY: ;0 3 Addbonal temporary freeing to Mum stsfaly during consfnaden '2.07 00,01...fu- • 4710r ei 2 De newo c nespecleety unless braced throughout thee length by . LJ Is the resconstrity of gm erector,Addeional permanent bmong of Contimous sherd/lap sett as sapwood sheidlerITC)and'or drywallIBC) _4 DATE: 12/30/2014 Ihe megaf structure is Ess f esponstAly of It..buallrq designer. 3 7,lamed briNeng or lateral brads;required where exam," Cr- 4 No load should be rippled Is any component unti after NI bredrig ard 4 Instillation of hues le the responsibility of the rasp:idea contractor 7 A_OREGONI lo SEQ. : 6150116 farmers are complete and al,to line shouil 057 100 greater than 5 Des85 ign 61.1f1,1,1 trus.ses ere Is be mInad a ren.conesee environment. Z.-, -.7" bo N •ik i- 00.0 foals be arched lo any component aryl are ler'dry condition"Cf,0 2P TRANS ID: 414 888 5 convor.h.no contmi...d.55,r,..r.5 re.r.5,,,55,0„,ior the d,Design aseurnee hie_ _ _ .11....frn et as supports shown Shin or weles-.--.-If 0 1 4. 5?).' fabrIcalion,hardlIng,Wisner*end Inetallelbn of components 7 Oyster assumes adequate dreinege Is provided RI:M.-k- 0 Ms design Is Famished subject to the Pmeabons set forth by B Mee,shell be located ce both faces of from.and placed so Mew center 110111111H1111f111111111111111111111 TRIAY7CA in 0071,copies of which wit be&nestled upon request MiTek USA,lac/CorepuTrus Software 7 6 6(11)-E tree°Weide was fart center Fetes 0 Nis Indicate son of plate in maws 10 For basic connector piste design wears see ES R.1311.E3R-1088(MITek) EXPIRES:12/31/2015 .. MNIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN I3'- .2" IBC 2012 MAX MEMBER FORCES 4de./GDF/C4.1.30 TC 2;4 OF a16BTR LOAD DURATION INCREASE _ 1.15 1-2.H648, C 1-5. 01 461 5-2.c.0) ,_t BC: 2n4 OF t15BTR SPACED 224.0" 0.C. 2-3.H.654 C -3-,Ci 461 WEBS: 2..4 OF STAND 3-4=t gal 51 LOADING TC LATERAL SUPPORT <= 12"00. VON. LLS 25.0)•DLI -.0i ON TO? CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORT. ERG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. Sr CIES! OVERHANGS. 0.0" 12.0" 0'_ 0.0" -6/ 559V -66I 62H .50" 0. 9 D. t 6.25) Snow: ASCE "-10, 25 PSF Roof SnowtPs13'- -37/ '04' 0/ OH 5.50" 1.13 DP ! 625f Connector plate prefix: designators: ,C18 CN15 o- no p efc 1 = ConouTrus, Inc Cs=1, Ce=+, =1 I=1 " 7,F.20HS,.:16HS..:16 = :?i,er. ,3T series VERTICAL DEFLECTION LIMITS: LLLi240, TL=L/1i LIMITED STORAGE DOES NOT APPLY Dur TO THE SPATIAL REQUIREMENTS OF :BC 2012 AND IRC 2012 NOT BEING MET. MAXx.. LAX LL DEE, . 0.001" 6'_ 7.0" Alowed - _.10i `E MAXLL DEFL = -0.002 3 15 Allowed 0.100" NA}: IL CREEP CEFL = -0.003" 3 14'- 7.0" Allowed . 0.133" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD OP 7:Ax TC PANEL LL :EFL = 0.054" g 10'- 5.4" Allowed = 0.57' AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. MAX Hon: . LL DEFL = 0.004" 2 13'- 5" I".AX HORIZ. 71., DEFL = 3.009" : 13'- 1.5" 6-09-08 6-09-OB Ind: 120 .-,ph, h=1e.2ft, TCDL=4.2,BCDL=6.0, ASCE '-1.0, . :: 72 tAl_ Heights), Enclosed, Cat._, - p.3, Me:FRS{,.:), I= load duration, facto:=i.6, 7.0/1' ' M-9x9 7.1oo Truss designed for wind loads 2 4.0" in the plane of the truss only. _1-e-4 j ..,'tea Ii \ not 1,' r tv M-2.5x4 M-1.5x4 M-2.5x4' ; �''''',.„1 l l --_-222-21 _ 2222_ 2222 ----2222-, 6-09-00 6-09-08 13-0- 1-00 co JOB NAM DR HORTON PLAN 3720-A BETHANY - 31 Scale 3.:244 ,�GrIN Q t5'43>0 5�� FF __-- _ ___. ------__---- 2222__- _. _ _ (� ti a/70//7" 2 I WARNINGS: GENERAL NOTES.unless otherwise noted (� C `Y' ! I 1.Balder and erection contractor shook/be awned of all General Notes I This design u lased only upon me parameters shows and is for an individual '92 s I P E r i Truss: B1 and warri gs before 000Wotion oorrvnencesbuilding component.Appeeabety of design parameters and proper j 2-2o4 compression web bracing must be installed where shown•, ncorponabon of component is the responsibny of the budding designer ° J Additional lennpwery bracing To sieve atabditydureg construction 2.Cosign assumes the top and bottom chords tobeWerasy braced at DES. BY: LJ x o c and at t0'or respectreey unless braced throughout Aarb�h is the reapornibdty of the erector.Addboeal permanent bracing of 1er�fh) _ ,Allie I� continuous bridgshoing or such as plywooequired where a shown •dryvraA(8C) DATE: 12/30/2014 the menet structae b Oa responsibility or the building designer 3.24 Impact bddgirg or lateral bracing required where shown•. £ w Ct 4 No bad should be applied to any component until eller as bracing and 4,Installation of truss rot the responsibility of the respective contractor i OREGON to 4, S EQ. : 6150117 hwe r,aro oonlptere and at nu here ahoutd any some greater titan 5 Dee+gn essumeo trusses are b be used n a non.ppnoseve environment �`.- 27 y rr design bads be appbed b any component and are for"dry condition'of use -7 20 ,i.1- TRANS 1 G: 419888 5 Convene&has no control over and assumes no respornibaty for theVP e Desgn MU",nn t aaag at at supports shown Shin or wedge d O 14. P fabncaban,handing,shipment and krstaselion of oonponerta7. eRR tL 1t . adequate drayage isrvvded 8.This design is furnished angel to the Imitations set forth by 8.Plates that be located on both laces Meuse and placed so their center 111 11111011111 aVIII Ill NMI' IIII TPVWTCA in SCSI mpies of watch wdl be furnished upon request Mea coincideitweb re of p ate in Mos g.Digits rrdcgta sate of plata in rrcMs MiTekUSA.IncJCompuTrusSofware7.6.6(1L)-E 10.ForbasrdmnnectorplatedesgnvaluesseeESR•ts1t,ESR•l5P8Q Teh) EXPIRES:12/31/2015 10111101 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 13'- 'A" Wind: 120 nch, h=16.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF SISETR LOAD DURATION INCREASE = 1.15 (All Heights , Enclosed, Cat.2, Exp.E, MWERSIDirl, EC: 2x4 DO OISBTR SPACED 24.0' 0.C. load duration factor=1.5, 7:uss designed for wind loads TC LATERAL SUPPORT <= 120C. VON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 120C. VON. LL( 25.0141).1.1 7.0) ON TOP CHORD ., 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UGH. Connector plate prefix designators: TOTAL LOAD - 42.0 PSF M-1x2 or equal typical at stud verticals. C,CN,C1B,CN1E for no prefix) = ConpuTrus, Inc Refer to Conpuirus gable end detail for m,H2OHS,M18HS,M15 = MiTek MT series Snow: ASCE 7-10, 25 ?SF Roof Snow(Ps1 complete specifications. Cs=1, Ce=1, Ct=1.1, 1=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. 70? AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09-08 6-09-08 12 12 7.00[7 IIM-4x4 3 , , cr 2 L 1 [ '-''...,..., 4 cis ct ,,? .t.i- c, 5 cn ..\..,.... M-2.5x4 M-2.5x4 1-00 13-07 1-00 stO PR Ope JOB NAME: DR HORTON PLAN 0720-A BETHANY - 02 Scale: 0.4774 (<'? glion• -„ WARNING!: GENERAL HOTEL unless otherwise Wed. - 1,Bolder and reaction contractor should be advised of all General Note, 1.714s design is hosed eery upon the penisesdown end Is for en Individual CC 7920.PE .., Truss: B2 .4 Wenings before construction consistences. balding component Appl(aIMy of design parameters end popes. 2.2.4 compression web bracing must be Installed*Pere shown•. Incorporallon of component lithe responsibaty of Me bulking derlidr ,Adir •, .S.14)' 14. P 4 3.Additional lempomay bradrq to Insure staPley during construction 2.(23.716X„,-,77,,the tr.,'"6666:;,'66'6. 'In be 4"ridYhn 490111P. DES. BY: 1,3 • la the resportsIbilty oll the erector Addltianal penneresr4 bracing of timed Peoughout Mee h by continuous theatt0i4 such as ply•Podlledhing(TG)sailor clnwalCBC) Unli;) DATE: 12/30/2014 Me eyeratl stmeture Is the respornibely of the buillirq despiser. 3,2s hoped bridging or talmal bracing required where exam•• ''..."-lIl Ct. 4.No load should be applied to any comporem(avis after ad bussing awl 4 Installation of bum Is the responst My et Pm respedive contrador, 7 , OREGON t. /0 SEQ. : 6 1 501 1 8 fasteners me complate and at no Mee Omni any loads greeter than 5 Design assume trusses em lob!used In,,roncomosive endronmere N A• TRANS I CI: 4 1.4 8 8 8 design bath be arillei to wry component ard are for'dry condition'of use. S.GornpilTrus has no combat over red assumes no ressonsibt4y for the 6'De6166 66666*66"666".1.1 I"Pws the."sh"'or s'edco'I necessary, febrIcalion.herding,shipment ard installation of components 7.Design assures adequate drainage is prodded. R it. 0 This design le furnished Piloted lo the Preabons eat bath by P Plate.dial be basted on bolts faces of hum and placed so Med center w TP I I I I 11011 MIMI III 3MITCA In BCI.ropes all which 0110 he furnished fe upon west AATek USA,Mc JeompuTrus Software 7.6.60 LYE fines coincide with ioinl center Ones 0.Digits Indicate dm of piste 111 Inches 10 For basic connector Ode dodge vatues see afti 13 II.ESR.10015(Weir) EXPIRES:12/31/2015 1111H illHil This design prepared from computer input by . GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2c4 DF #1103111 LOAD DURATION INCREASE = 1.15 1-2=1 01 5 2-6=10) 140 6-3=i0) 115 - EC: 2x4 DF slOTR SPACED 24.0" O.C. 2-3=)-220) 0 6-4=0) 140 HESS: 2x4 DF STAND 2-4. -2201 0 LOADING 4-5=1 01 57 TC LATERAL SUPPORT '= 120C. NON. L1.1 25.0)eDL( 7.01 ON TOP CHORD - 32.0 PSF EC LATERAL SUPPORT '= 120C. 'JON. DL ON BOTTOM CHORD e 10.0 ?SF TOTAL LOAD = 42.0 PSI BEARING MAX VERT MAX HORZ ERG REC'JIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSI Roof SnowiPs) 0'- 0.0" -29/ 356V -32/ 32H 5.50" 0.57 DF ( 6251 Connector plate prefix designators: Cs.1, Ce.1, c =1.1, 1.1 5'- 9.0' -29/ 355v 0/ OH 5.50" 0.5° DF ( 625) C,CD,C19,CD19 Or no prefix) . ConpuTrus, Inc M,M2OHS,3!19H5,MIE . MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LLL/240, TIL/i90 REQUIREMENTS CF ISO 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed . 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed . 0.133" BOTTOM CHORD CHECKED FOR 1075F LIVE LOAD. TOR MAX LL DEM. = -0.002" 9 6'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CCNCURRENTLY. MAX II CREEP ?EFL . -0.003" e 6'- 9.0" Allowed . 0.133" 2-10-03 2-10-09 MAX OC PANEL LL DEFL = 0.010" 9 1'- 5.6" Allowed = 0.172" f __ 1 -1" l'AX TC PANEL TL DEFL . 0.009" S 1'- 5.6" Allowed = 0.256" 12 12 7.007- -,..,:j 7,po MAX HORIZ. LL DEFL = 0.000" 0 5'- 3.5" MAX HCRIZ. T1 DEFL = 0.001" 0 5'- 3.5" Wind: 120 "ph, h=l7ft, TCOL.4.2,ECDL.6.3, ASCE 7-10, IM-4x4 :All Heights), Enclosed, Cat.2, Exp.B, 31WFRSIDir1, 34.0" load duration factor.l.E, Truss designed for wind loads in the plane of the truss only. --- ---'1--'11`--, _. . ---- .7' 2. -., ----, ,A ..., _..“.._ ,-, ,. --e , ci r .. ,,, M-2.5x4 M-1.5x4 M-2.5x4 '1 1 ! --4 2-10-08 2-10-09 L_ 1-00 5-09 1-00 ,to PR°Fel% '\<<.Y% oin JOE NAME: IR HORTON PLAN B720-A BETHANY - Ci Scale: 0.6003 <.p ,AAGIN4',12,,, Wo 1% WARNINGS: GENERAL NOTES,unlens othermse noted. -1 1. Rudder aanderection mramOor should be emmed of all General Notes I The design Is based only upon the parameters Orson,and is ler an irelmminil 1 C' aillCiffY lir ‘L---- ;9200PE 17 Truss: Cl ard Warnings before consInctIon commences build rg oonsionwt Appecataity of deisgn parieneters aref procer I 2.2,4 compression web bath.*must be Installed*hem show.*. won:offline of corrponeril is the responsiblfily of We WM rig designer. 3 Add t noel lemporwy tracirg to knure dal:Sly dulls construclion 2`S.:4:!=ra,w the laa and bad"ataa:Is be/Mara",Nosed of ,by 421110W DES. BY: LJ is Ine responsibiley of the ereclor.Addilipuil permanent bracirg of contnuous sheatl?4 such as plywood sheathirs(TC)anikir Oyii ) /'‘_y• 11 DATE; • 12/30/2014 , the overall structure is We resporritilly of We building designer. 1 2x.Impel 605gMg or Wad bracing rued Woes shown•• 4C 1 ,' 4 No bad should be appled to any component unbl OW en breoirg and 4.Insf Mallon dawn lithe responsibity of the respercliee coetrador, 7, ,OREGON t. Co SEQ. : 6150119 1 resigners we coreceete end al ro Nee slould any loads grader Man 5 Design essurres bviSel are 6 be used Na nomcorrershe errriromment. 1.....be 1 '7 \ A.TRANS ID: 419888 1 61,66s be ariplied to any componert ' 5,GrimPiTnes has no control over and resumes no responsIbilty IS,the Desierd ere for'dry contIMon*of use , 6 gn assumes full arig rd all supports shows Shim or wedge If /0 q 4fowl je' 2p 4_ 14 mammy ili ' Vit i 1 fabrication,hanlarg,shrewd and Installation of components T.Design assumes adequate drainage Is lammed ..RRIL • /1,The design 6 banished subject to the Snelations sal forth by S.Mores shall be located on both laces of Puss and placed so their osier TPIMTGA In Bea 05Plies of whiCh WO be furnished upon request Ines conode sch WW1 center Ines. 1 IIIIIIIIIIIIIIHNIIIIIII11111111 0,Dios krdieme size of plate in inches 1 MiTek USA.Inc/CanpuTrus Software 7.6.6(11)-E 10 For bask meneetor prate design values eee ESR,1311,ESR,ICSS(1.1iTel) EXPIRES: 12/31/2015 III II I III This design prepared from computer input by GREG AR[EL TRUSS LUMBER SPECIE/CATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 7C: 2x4 DF 01;07R LOAD DURATION INCREASE . 1.15 1-2=1 01 57 2-6=(0) 140 6-3.(0) 115 BC: 2x4 DF il4B7R SPACED 24.0" D.C. 2-3=1-220) 0 E-4.(0) 140 WEBS: 2x4 OF STAND 3-4.1-2201 0 LOADING 4-5=) 01 57 7C LATERAL SUPPORT <= 12"0C. VON. LL( 25.01+DL( 7.0) ON TOP CHORD . 32.0 PSF BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 ESE BEARING MAX VERT MAX 19092 BRG RECUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE 50.111. (SPECIES! Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -29/ 356V -32/ 32H 5.50" 0.57 DF ( 625) Connector plate prefix designators: Cs=1, Cel, Ct=1-1, I.1 5'- 9.0" -29/ 355V 0/ OH 5.50" 0.57 DE 1 425) C,CN,C1E,CN19 or no prefix) . Conpuirus, Inc M,M2OHS,M1EHS.X16 . MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: IL L/240 71..1/1E0 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL . -0.002" 1 -1'- 0.0" Allowed = 0.100" MAX 71. CREEP DEFL . -0.003" 0 -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL . -0.002" 0 6'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 71. CREEP DEFL = -0.003" 0 6'- 9.0" Allowed = 0.133" 2-10-05 2-10-00 MAX IC PANEL LL DEFL = 0.010" 0 1'- 5.6" Allowed = 0.172" MAX TC PANEL 7L DEFL . 0.009" 0 l'- 5.6" Allowed . 0.255" 12 12 7.007' ' 37.00 MAX HORIZ. LL DEFL . 0.000" 0 5'- 3.5" MAX HORIZ. IL DEFL . 0.001" a 5'- 3.5" Wind: 120 rph, h.17ft, TCDL=4.2,BCDL.E.0, ASCE 7-10, I I N-4x4 lAll Heights), Enclosed, Cat.2, Ecp.B, MWERS(Dir1, )4.0" load duration factor=1.6. Truss designed for wind loads '`,, in the plane of the truss only. ,,,..„-11- ....-))` ..- 2. r.„, ,',„, ...-- . ...- ...'' ,-- r4 ,---"' ,,,' ".,.., ,,, C.1 ' ..' M2x4 M-1.5x4 M4r•-•..1 - i ••,....,,,, -,,,.. <,/ - 2-10-08 2-10-0R 1-00 5-09 2-00 s0 PR 0 pe 4<c. 6'n JOB NAME: DR HORTON PLAN 5720-A BETHANY - C2 Scale: 0.6003 WARNINGS: GENERAL NOTES.unless othemase mired; Dt ;9200PE -7 r I.Redder and erection centred*should be advised of all General*Ides 1 This design is based only upon the peratrekers ahaym ends be en Truss: C2 end WarMoys before conatrudisre commences, building convene*.Appicathlity of design pommel*,and**Pal 2,2x4 80189ension web tracing realist he indeed where shown•, Prooseration of mammal li the responsible!),of the busying demigner, 7.Design assumes the top and bottom creeds to be lateratty braced al 3.Addilisreel lernporary bracing to Insure**illy durPg construction '''allgle dera" DES. BY: LJ is the reeporisebilly of the wed*.Addition*permsnent bracing of 7 a c.and re 10'coo.respectIvety unless braced theoughout their toroth by continuous sheathing nude es*rased sheathing(TC)anther efeyeaRBG). „IC's!!• DATE: 12/30/2014 the overall*truthse is the resbensibityaf the bulthrg designer. 3.Zr Impactbeliftrg or lateral bracing required where shown•• -al Cr A No Mad*Awed be applied lo any corewsnent unt/after all bracing fed a,Indalation of lrup is the responsibrey Mille respective contractor "?.. ,r_OREGON Cti SEQ. : 6150120 fasteners are corrioade and at no time should any loads greater then 5.Design asuman trusses are to he used In a norwcthrostre environment, eaw ,r ..t` A, at I .• 4 J.- 6 14 2'.. 1- TRANS ID: 419888 design Sands be applied lo any component 0, assumes ft*bemires at wmpods sham Shim or wedge if - 5 Compulims has no extol threr reed mums no responsitalty far the Design asadd win be"dry ddd"dd.dr uld 4ifeR R' ribricahan,hanging,armed arid initakeisn of osenprweents 7Design assume*adequnto . suthnirenrie is rinsuided 0 This deslon is furrishod subpd to Use lenaritions set beth by A threes shed be located an both faces of buss.and placed so their centee 11 a 11 mil 11 1 111 TPUWIGA In SCSI cothes of**de wit be furnithel upon lestresl Wes coincide with pint center Ines 9„Degrs Pelee*,sire of Fiala In inches MiTek USA,Inc/CompuTrus Software 76 6(11.) 10.Fat basic connector plath design values see ESR 1311 ESR•1989flitiDell EXPIRES:12/31/2015 ___i 1111111 III This design prepared from computer input by - GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/C1=1.00 TC: 2x4 OF 111SBIR LOAD DURATION INCREASE = 1.15 1-2=1-2211 0 1-5=101 144 5-2=)01 115 BC: 2z4 OF nlcITR SPACED 24.0" O.C. 2-3=1-2251 0 5-3=101 144 WEBS: 2x4 OF STAND 3-4=1 01 51 LOADING TC LATERAL SUPPORT <= 120C. UON. LL1 25.0),.D1,) 7.01 ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 1200. UON. Di ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" 0/ 239V -29/ 25H 5.50 0.30 OF 1 6251 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 9.0" -35/ 391V 0/ OH 5.50" 0.61 OF 1 6251 Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 C,CN,C19,CM15 (or no prefix) = ConpuTrus, Inc VERTICAL DEFLECTION LIMITS: LL- /2 74=L/190 120HS,E191-5,X16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" 0 6'- 9.0" Allowed = 0.100" REQUREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" 9 6'- 9.0" Allowed = 0.133" MAX 7C PANEL LL DEFL = 0.010" 0 4'- 3.4" Allowed = 3.172" BOTTOM CHORD CHECKED FOR 10?SF LIVE O. TOP MAX 7C PANEL TL DEFL - 0.009" 0 4'- 3.4" Allowed = 0.250" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. IL DEFL = 0.000" 0 5'- 3.5" 2-10-09 2-10-09 MX HORIZ. 7L DEFL = 0.001" 0 5'- 2-5" 12 12 Wind: 120 mph, h=11ft, TCDL=4.2,BCCL=6.0, ASCE 7-10, .0012" "L-7.:),)).00 1All Heights), Enclosed, Cat.2, Exp.?, MWERS)D1r1, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1M-4x4 , ... , ',... '. . ,..„ .--"' ___„-- ...-- ,- _ -." - . - I 1 1M-2.5x9 11-1.5x4 M-2.5x41 1 1 ! I 2-10-06 2-10-00 .1,... _ __ ___ 5-09 1-00 0 PR Opp ,<.c51.1E. ciSs t-, JOB NAME: CR HORTON PLAN 3720-A BETHANY - 13 Scale: 0.5631 ,C3 ‘AGIN4A:,,„ Wo iZ/ Hir WARNINGS: GENERAL NOTES,unless otherwise noted 1 414 17 I.Bieber and erection contractor should be advised of al General Notes I,This design e,based only upon the OlO IOTA Of 6 Wt..,end is lor en irdsnduat ;929OPE r ! Truss: C3 and Warnings[sabre construction commences. bulking commoner".Applcabegy of deign perarriMers and proper 2.2s4commession web bowing inusl be limbered sawn.shows.. Incorponition of cormorant ii the reSponerbelly Of Ihe building designer. mewl's.5 the too end boeom dsords lo be lateralhr braced M 3,AddeNnal tenmorary bracing to insure Moberly during constnionse 2"CP:2"_._.„ DES. BY: 1....1 ...•....,•,-,o c-f•Arectivery unlese braced throughout their lamed.by ei It.rasporrabisty of the erector.Additional permanent bracing of contrumet sheathing midi as lifYwcod ebnieWGFIGI anciror drywall(EC) . -01 CC DATE 12/30/2014 the averse glrucfue ki the responsbily of Me bolding designer. I.7a npod MOON)Of lateral deicing required where Mown•• 4.No bed Mould be applied lo arty component urea after all bracing.014.MN ellenun of truss N the rereponsibray of Me respective contractor. -7 OREGON 4., SEQ. : 6150121 f.g.....are complete and et no time Mould any bads greater Men 5.Design araurniss Moira am to be used ,in a on-comdeme errWornien" hi 'if \b. A• TRANS ID: 919888 esign s acchany component and are Is,' condition"of use. E CompuTrus has no control orer and essurnenm d reepornibilty For the a Daa'an"m"^".fIillb."001 on euPples shoves Shim or wedge if /0 4 dloadbe ed b k 14. '1" # ....., 'e fabrication,bending,shipment end Inelellatian of components 7 Design OSSUITOS adequate drainage is provided RRIL\-- 6 Thee design is Wished subject to the ernitetione$er bath by II Flares shall be located on both feces of fru sE and placed so their airier lin n III...11 NI DI MAMA kocsi.copies of 04th nil be furnished urion omen, Ines colnidde inth pinloenter Ines 0 Di44 irglicate size of piste in Ocher" fATek USA,Inc/CornouTrus Software 7.6.6(10-E is For lumic connector Pere design values era ESR•1311.E511-10134(MiTeli I EXPIRES:12/31/2015 1 111111lID 111 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPEC/FICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4 /GDF/C =1.00 DC: 2s4 OF OlcBTR LOAD DURATION INCREASE = 1.15 1-2.( 0) 5 2-4=(0) 0 BC: 2x4 DF alsBTR SPACED 24.0" O.C. 2-3=1-761 21 7C LATERAL SUPPORT <= 12"0C. UOU. LOADING BC LATERAL SUPPORT <= 12"0C. UC). LL( 25.0),,DL( 7.01 ON TOP CHORD . 32.0 P50 BEARING MAX VERT MAX HORZ BAG 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" -21/ 333V -19/ 63H 5.50" 0.53 OF E 6251 3'- 11.0" -28/ 103V 0/ OH 2.00" 0,17 DF ( 6251 Connector plate prefix designators: Snow: ASCE T-10, 25 PSF Roof Snow11s1 4'- 0.0" 0/ EP/ 0/ OM 2.00" 0,11 OF ( E251 C,CM,C18,CN18 (or no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, 1=1 11,1120HS,M18115,11f . MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL . -0.002" 9 -1,- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed . 0.133" MA/ 7C PANEL LL DEFL = -0.009' 9 2'- 3.9" Allowed . 0.257" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP mx TC PANEL TL DEFL . -0.015" 0 2'- 3.8" Allowed . 0.38E" AND BOTTOM CHORD LIVE LOADS OCT NON-CONCURRENTLY. 4-CO nAx HORIZ. LL DEFL = -0.000" 0 3'- 11.0" f - - --f MAX HORIZ. 71, DEFL . -0.000" 0 3'- 11.0" 12 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0. ASCE 7-10, 7.00[7 (All Heights', Enclosed, Cat.2, Exp.B, MWERSIDirl, load duration factor.1.6, Truss designed for wind loads 3 in the plane of the truss only. H...------' 1 ,..., . . .,... . ...., H 1,1 I •,. / ::„..Z......7.''''''' '7'7' C, J C., M-2.5x4 , 1 .t.-- 11 3-11 0-01 [1,---R0VIDE Fat0-6tARING;Jts:f:37:•A 4-00 eiktO P R°Fes JOB NAME: DR HORTON PLAN 9720-A BETHANY - Di Scale: 0.5634 ------------ - - t4/ ‘<' 7 ir WARNINGS: GENERAL NOTES.unless otherwise noted: CC I,guides end erection contractor shoukl be atMsed of ea General Holes I.This design le based only upon the parnmeters 51030 ani is for an irnd nduel '',...:.119z02/1 sNol: tS>01241:.. Truss: D1 end Minims before construction conwerstes balking component.Applicaby of design paranwileis and proper 2 2s4compression web bruin,must be Instaard whets shown. Incorporation a/componenlis the responsry°lithe building designer, Alle ,. 3,Addlhand temporary besting to Inure debny&ono construction 2 r22.1n17:47"Pt°°°1,ty"0:1 t°°°ate"‘4.17:Htt 5., IIIIIIw DES. BY LJ h!he resportubitity of Ohs erector.Additional permanent bracing of continuous sheattZ such as plystoodTheathing(TC)endlor dryrtal0 CI" DATE: 12/30/2014 the onaalt'Mucha.lithe responsible),of the bolding designer. 3 Nimrod bride,:3 or Wired he mly nowired**bore slams.• -Ill GC 4.No load should be applied to soy ownponenluntil after ed bracing end 4 Instaletion of truss is the responsibely Ogg lespedhe contrector. 17,, A_OREGON , Co SEQ. : 6150122 ft:men.,es comp&A,051.1 c.,Or.Wptiki any 1..1.gml.,loon 5.Design assumes Inisme Ore ir,be mad In a non-corrosire environment. [.... 47 N'' 1 TRANS ID: 419888 design toed%be aPplied to APT corlP9'..* end me for'dry condrtionr of use. 5,c,,,,,eumi,Knr.5 amtv,..,,,,,,.5r.ngsm,,,mi.,,55,Dm, O.Design insurneatiol hewing al el ealteeae shown Shiner wedge 0 / 4p 0 14, flibrlaitiort handling,shigneel end intilelbtion oll comporinnts 7.Design assures adequate drainage is prortled R R L 1 \-- 6 This design is furnished subtest to the funRatierts sot forth by 8 Plates shall be toasted on both faces of truss and placed so their center Ill rim mi lino TPVWTCA WI(SCSI.copies of which wIll be furnished upon request Sines coincide with pint carder lines 9 Digits indipile sue of plate in Inches Wel(USA,MciCompuTrus Software 7.6.6(11.)-E to For besic omneclot plate design values see ES R.1311,ESRALlit8(kliTelt) EXPIRES:12/31/2015 .. 1F-11111 This design prepared from computer input by , GREG PATEL TRUSS 'LIMBER SPECIFICATICUS TRUSS SPAN 7'- 0.0" IBC 2012 :"Ax 109 FCRaS 4YR/GDF/C1=1.00 7C: 2x4 DF 014BTP I=DUPATICN IMTPLASE = 1.15 1-,=( 0117 2-4101 C EC: 2n4 DF *119Th SPAaD 24.0" C.C. 2-73=(-1251 91 TC LATERAL SUPPCRT .,'= 12%C. LYN. LOACING PC LATERAL SUPFS7 ". 1.2"CIC. rCt1. LI( 25.01•Ell 71.0 i W TO? Ci-O - 32.0 PF SEARING !PI'. %SST tg,:{ HCRZ En BF:WIPED SPG A.P.EA EL CV 3CT701 CHORD= 10.0 PST LO:AITENS PEACTICUS PEACTICVS SIZE 59.I11. [SPECIES) Ir.V[FAI/GS: 12.0" 0.0" TOTAL LOAD= 42.0 ?3F 0'- 0.0" -9/ 443V -33/ 102H 5.50" 0.71 DT ( 6251 S'- 11.0" -55/ 19111 0/ CH 2,00" 0.31 DF Connector plate prefix desianatcrs: 5ncw: Asa '-10, 25 FSF Poo: Sncv(Ps1 7'- 0.0" 0/ 12111 0/ CH 2.00 0.20 :9 I 6.251 C,C11,C1B4O1.9 (or ns prefixf = Cgropuirus, Inc Cs=1, Ce=l, Ct=1.1, I=1 m,r2cFs,pue53,prr6 ,MiTek Ig series LiMTED SIT.PAGE E3 :rr APPLY ELT.TO TIE SPATIAL '.7TICAL DEFLF.mz LlIfITS: LL=L/24C, 71,,L/190 Ft•-qns12-72:7s or ID:2012 AND IRO 2012 N31-BEING Ir.:IT. ItAX LL:in =LE -0.00 02"" 0 -1.- D.0'- 0.0" Allcwed= 0.100" 1'AX 71 CPEEP R= 3 e -1 " Allowed = 0.133" E07741 01090 DECKED KR 10959 LIW WAD. 70? 170:7C PANEL LI,EFL = -0.140" 0 3'- 11.3" Anc••••ed = 0.499" An BOT7CII CHOPD LIVE LOU'S ACT 1=-COAMREIGLY. 1%I.: 7C PANEL T.IEFL= -0.229" 0 3'- 11.4" Allcwed = 0.734" 7-00 :aa HCRIZ. Li r.F.r,-,-. -0,t0- 0 6 - il.c.- ,r - 1'____ _ :ax HaRIZ. 71.DEFI.= -0./C0- 0 61- 11.0" :2 i 7. 7 '''J -- Wind: 120 37Tt, h=19.2ft, 7CDL=4.2,BC0'..=.E.0, ASCE 7-10, 39 1 f All Heights!, Enclos.ed, Cst.2, Eio.B, 15.77,3[Din, load ef..:raticn factor=1.6, Truss designed fo:wind !cads in the plane of the truss only. [ 1 .. , I C) I 33" VI 0 1 I .''' ''''' 3 .33 333-33- 3_ 0 .0. 1 ! M-2.5x4 6-11 0-01 1-00 furt .itLIT-P.eitfi .t.0 7-00 _ c) PROFe ec 0.c, c., 1,IGINe,n,.. wo JOE NAM:: DR HOPTCN PLAN 570-A EP:THANT - El Scale: 0.53E2 . - -9 WARNINGS: GENERAL NOTES.unless°theme',noted. CC ; 9OPE r t theerd trier erechon contractor should be advised of NI canard Notes 1.The design Is based only uron the parametersis shown and for an irdhldual 2. Truss: El ard Warnings before construct.",oommencrrt halloo cornrows'.Appecabary Si design parameters and proper 2 2.4 comprosPon sob beggong must be entailed where shown t Inoorporation of corrowent is the respentrbaly of the loading designee ! AgfOr Af 2 Design assurners the top ern bottom fronts to re latently braced at 460111Pw DES. BY: LJ 3 Mails&lennime'Y bfedS9 Is!Mo.doblitt"n2 m."'"1-6". etc and of NT o c rest:eche*union braced thoseghotA Meer tercel by Is Me respons.they of Ow erector.Addrtiont,Pemle°444 brad.)of COrdnunusshealThq such en Pfogood shielidonXTC)ocCof Olivet IBC/ -IIII GC DATE: 12/30/2014 Ins oyera strudure Is Ow nevem/21,1y of Me beetling designer. 3.2t trnped bridging et bird bradrg required where shown..• 4,No toed'hold be eppaed lo any component until atler NI bracing and 4,InededatIon of truss h Ow responsibility of the respective contradoe 7, ,OREGON SEQ. : 6150123 i h„,,,,,,...,are co,,,,,.....of h."firs,show"Soy bade trOgef ow as 5 Oesign -sues rrtrushe ses are lo uin sed a nontoeroshnmen e emtrot / . Le- ,11 \ TRANS ID: 914888 I design loads be emptied lo any component , ft cAnnoo.f.b.no fofneom o,,,,of,,,f...no.no nwonnboty for fn. Desigar"neassurnesbrdfull treeNnig.cf rat supports shown Shim or wedge If 1 1 6 4k 14. 2° 4 0- febncahort handling,shipment and Instakhon of componenteset f 4114 1 Iff,The design a Mho/0 pored to the knitebons mth by 7,Design 11•8444nAs adequate drainage Is proyOed PRIl\-- e.Plots.he be locatel on both feces of truss,end Pieced so Ihef i cad., 1111111111II 1111111111111111111 MEM TPLINTC A A SCSI,COW,of which WO So kwashed upon roma..? Imes cowddei WM Oat comer roes UTek USA.Inc./CompuTrus Software 7.6.6(11L)-E 0k°goes irdieftiO 4.13re Si plate In 10.Foe basic connector piste design values see ESR-13 t I,ES14-1 OM ONUS) EXPIRES:12/31(2015 1111111II 11 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 1-00-00 GIRDER SUPPORTING 13-0--00 IEC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 0145TR LOAD DURATION INCREASE = 1.15 (Non-Rep1 1-2=1-10011 76 1-4=1-911 909 4-2=1 -471 8/9 BC: 2z8 DF SS 2-3=1 -911 43 4-5=1-891 790 2-5=1-9951 112 WEBS: 27.4 DF STAND LOADING 5-3=1 -911 26 Snow: ASCE 7-10. 25 POE Root Snow(Ps) TC LATERAL SUPPORT <= 12"0C. UGH. Cool, Ce=1, Ct=1.1, 1=1 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"0C. NON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LLI 25.014DL1 7.01= 32.0 PSF 0.- 0.0" 70 7'- 0.0" 7'- 0.0" -93/ 1172V -50/ 101H 5.50" 1.99 DF 1 6251 Single member as shown. BC UNIF LLI 0.0)+DLI 10.01= 10.0 POE 0.- 0.0" TO 7'- 0.0" 7'- 0.0" -104/ 1116V 0/ OH 2.00" 1.-9 DO ( 6251 Hangers attached to the bottom chord BC UNIF LL( 144.994DL1 96.51= 243.3 PLO 0.- 0.0" TO /'- 0.0" V will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LI. L/'40 TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE 70 THE SPATIAL Connector plate prefiz designators: MAX LL DEFL = -0.006" 0 3'- 10.6" Allowed = 0.319° REQUIREVENIS DP IBC 2012 AnD IRC 2012 NOT BEING MET. C,CN,C19,CN18 (or no prefiz1 . CompuTrus, InC ' ' 4 MAX TL CREEP DEFL = -0.020" 0 3'- 10.6" Allowed = 0.425," M,M2OHS,M19HS,MIE = MiTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = 0.002" 0 i'- 6.5" AND BOTTOM CHORE LIVE LOADS AT NON-CONCURRENTLY. MAX HORIZ. IL DEFL = 0.003" 0 6'- 8.5" 4-00-06 2-11-10 Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 1-10, 1- f All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir1, 12 load duration factor=1.6, -.00P-- M-1.5x4 Truss designed for wind loads, 3 in the plane of the truss only. P 1 X M-::::/''':::::'''''''''' Illl I .., ,...„. e.7....1. M-5x16 ! .,--- 11 .-A ., Ij 4 C5 M-3x10 M-4x9 3-10-10 3-01-06 I- 7-00 P p,,V0 ROFe JOB NAME: DR HORTON PLAN 5720-A BETHANY - E2 Scale: 0.4/31 444 WARNINGS: GENERAL NOTES,unless otherwise noted, CC !92411 PE r' I 131.1dec and erection contradnx should be istersed of att General Notes I TM design Is based only upon the pernmelers Shawn end Is la,en individlial Truss: E2 indWarnings before construct kin commarbes, binding component Arpkabitty of design pinworms and proper 2.DA conga ession web bracing must be Installed where shown•. incorporaton of component Is the responnbsey of the balding d 2.Design~nes the Sop and bottom chords to be NNW)!braced al 3.Addition&temporary bracing to Inure Varney during conetrud Ion dlamp DES. BY: LJ is the responsibeily of tha erector,Additional pennanant bowleg of 7 o o aid al 10'o c.respectively unless braced Mougroul thee temp by CerinuMr.&loathing midi as pitywond shealhng(TC)andror drivraatBC) -W tr DATE: 12/30/2019 the overt&struck.Is the reensreebilay el the building designer, 3.25,mPart badges,or lateral bracing fathered where sheen.. 4.No lord shvuld be awned to any component until eIns all tuedng NW 4.Installehon of hues B Me responsbiay of the respadive contrector, 7 ,t_OREGON , IQ S EQ. : 6150129 N.A.,ire cornpiele and atm time should any bads greeter then 5.Design assionns Ulysses are so be used In a non-corrosive ennionment 1,- '7 ' erel are for*dry condition'of use / 41, TRANS ID: 414888 design loads he aPPInd to NW co.P.,5flf 5.CompuTnis Pun no control over ard eswarms on responsitaRY kr the 6.-D12292 222u1222 2.4 b"1112 21"4'221 th7."..Sh"c."d"if 14, 2° fabrication,Mincing,shinned alb tresiellion or Cornponenbi 7,Design assumes adoguale drainage N provided. eRRIL\-- It OW assign Is Wished subject to On Notations sot forth by fl Metes WWI be brand on tom laces of Innis,ard placed so their coning 111111 11 ffilli11111111111111101 TPPWICA in BCSI,copies of which WM be furnished upon rogue& MiTek USA,Inc/CompuTrus&Aware T.6.6(1L)-EInes coincide with loin center Ines O.Digits irdlcate size of dale in Inches I 0.For N.*MrmeClor rAnte design tabes see ESR-131 I.ESR-11768(Milfek) EXPIRES:12/31/2015 111, 1 G Lo / c/Z I-:931:11dX3 cr0v00003i-uS)'11E1.243 000.0100 04000 0000+0p04.010!..i/04 01 a-00914 4101010tPS sruincluoproul"VS111 01%1 1111 II 111111 N111111111 III HIE 60,o..!4 9/0 o oirs.4,20.4 r.odo o sous 10100,0 MO 4010 oPP140.11.0.1 1.00.0.0000 p0us!umv 00 iv.~10 0,01100 1SE1 u!YO.UW1dJ. 00.00 00,0 00 04000d wu'0104 0 000.10 0001 u0 0,0000i 00/1949 99191d 9 kl 111,01 10....110110.1 1011 0 4 1001,00 10041.10-0'"01001P.141 0 _\ 41 :I 8 IA. 10 00awuip apobepe oakum:se LIC;saci i NiAilLt0C10/0:1110 1.1098.4115.4 pus peualste Iluspues'uopecuqei .4'3 • -v harcuioaa p wawa/0 tLINS 00.00%Aggro*se;a Caswaq ws sausnese ukaso 9 call LIII Aina0./0:1010 00 sesame pue Nag pa.=ou sou swift:Woo*s 8 8 8 6 1 6 .GI SNV21.1, sesoodusoo Ala cs p04,0,10 eq sp.oi uNsup i- OZ 171 44, Q./ 'van jo.ucal.P.00A,P..01.1.Puy xyaq a;WY SALVO'901140itY litlfACI I woo Sqefiu0 spina AIM WOLif 0..4;OU pi pAI apslulco 0/8 emina.pvi SZTOSI9 : '03s .._07 NO 031:10 4- Jopecuco..0ps400,001iO4MCNSOSSIS*,.11 SI Ss,1,7 10 U0,1,1III•V P"e.438.10*1P.'n'n l'.."6"''i'W°4 P"d"."I N°°4°/A"°N ° O• .41 • - .... •LI.A1S1,004*P0/1/",b0/talping 1010111 JCeeOPP9 Peokol xi C 6p I 3e0ue.44.4.o(31. .weaccmAlo iv Lrld.84,00,11Sn01,44003 "100rira &ANN alp lo Asscsaualse;-o il eioPfulo IIII..0 NI lo Pupwq sisumwad pucssapy'Japan eta ja Alliabaooduu INS II vi /0E/zI 0 :31Va • ...am.", rl ,A8 'S3C1 Aq 41buai aeqi Inoqlnoap pews;neon/4*.mpecheu 30 DI la P.*31+£ DI&Apex'Anuodwei wuqe1IP,S'C 4110105, w pisseil Agoom eq GI swap wolsoq pue do;0.aseuesese ulfIsea.a w4.,'".""x° A4NUI3."" ... . dier •' 4I SON. 00 Ph..001.1 QS.ocIelo SAC Z 'peuNsap 04p0r01 010 ps Lisqauodsw ea;to lueuorloco lo ucquodlcoui JeolosS we 100i00.1.X1 46001*keeciwAciat."loeuoaloIco Ouraccl seauesuaco 041=0.000 00404 SCIUIWRIA 0.0 T3 :ssrud, ....1 3dOeZ6i 42 WrIPINPul asi Re sl No wrap amlouomd IIIP WA.11*m$004 0$00.0 00LL 1 0,40,4 P/00.0 IR lc PeWPo.1 W/ceis axPeaucc uoiPaIa PAIII Ia1/00'I Mao eaPmagIo ss410. 031011 111113N30 ISON11411W4 * 6ifiQi/71 4) 9E090 :"ale5 - ---- -- II - .1,:1‘011.3a V-0:;.0 NYld :10.LSO ii •daaN190 c. _0. 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SMID1 ?M1 co ;13,11.0g ON' .t90'0 .PanDITV .9'0 -.1 0 . 00'0 . liz,1 11 qIxa...)i mi c10!, '0:01 a‘11.15601 ILI aF.:Qmo cray:o FriL100 .E01•0 .P.Inz,Illi .0'0 -.01- 0 .000'0- . 1.3K da--rd.)'UM', .001"0 .PwQ11,71 .0'0 -.1- e .7.00•0- . 1.1•ICI T1 ..,.•41 '1.1..,- f.11IF.a LC:i ZIOZ 'AI C.2X ZIOi:321.10 51:i2:•391fi).T.6 081/1=11 'OtZ/1=II :511K11 NCILT11.120 1YD1Za', Teuvas au 00.2111 Al2e1Y Ir.4 Mi :MY133.:5 CZ.Lreael _iaI2a5 Jli)i=syi- 911-1'5091H'SHq54q: 1=1 '1•1.3J '1.aJ '1=s0 Dui •scuing-i0D. 1-x?;6•7 ot: 3c) 9IIP'6ID:0.0 503 ) IC 51'0 .000 00 /0 /.96 /0E- .00 -,i Is6lAct;S 30c6 303 5? .01-i ?LEY :Pic115 :s:o;eubtsap vuali a;e1O lo;Nanzoo (504 ) IQ 600 .000 00 /0 ;4;5 /60- .011 -.1 (57.9 I II 05•0 .0;•S 009 /61- A000 100- .00 -.0 .156 001- . 0LV1 'X01 .,0•0 .001 :5*Rfati,,0 1c7r1w5i .u/'05 0015 59311.0ta smnota% stulztocri Isa cot = 00:0010110R 100 10 566(17.9119)06 000 Zi0E1 X•411 .100 MI EllItini .05:1 000 =000.10 601 130 ((IL /10*(0•SZ 111 •! .1 'Y.).t 1 .. .1)33:1115- o1.11 :X. *110V01 •tr,:i .x.zt ..> 00046113 TI•63LYI 01 61 ILL-).0-z •D•0.0* . a 'IS al6Sla IQ tvi. : • 0 ())=1,-: i 10 )=7.-1 SI'T = 3 .SVItil tnILY2.111 owl 11.16IN IQ Pxa' ::).1 . 00'1=10D/10.0/ 46 6270i '1.7r;COI '.V}: :to: :,..! .0.0 -,I. t0ed5 55011 590I0.YOIII3365 i.2l....711 ssnal 9Itilf 03i10 1111141 .Aq lndu'l a alnduloo woa; poaleciald ub T sap sTy± ...-_