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Plans (34) /titSeo! -pry 37-45 1 X?17 Sw RECEN o( i 19 ?_016 1 3o-ao-ao 0 ---f �� BUIL INt UN_, --- r� ;j 0 I Q I � 111 ill m --r VOL, . { 3 11ii O.R. HORTON e6 III i l PLAN 3729 "8" 1111 Mr ' .; GARAGE LEFT 1 pro ___,3, _ _ _____ _ : , .., I i ci B • ) 84 ti 0 1 I B/12 PITCH (MAIN) L. _J i 6/12 PITCH (REAR) A 25# LOAD 1-0 O.H. p I ►� ° ,; „1„,,. ,„„ ‘,..... am, Th " 1 ;,a, 74in --r ARIEL TRUSS e. A BI I, I ► 574-7333 6 - i Pill� A ,�' I. NMI m DRAWN BY: .....'..�."..;rdwa �►.Lsk KEVIN LENGE .„0,„„,..........„ 5-01-08 cu ► LOW P. .�F ( 8/12 SCP OR TRUSSE 15-0B-0B y SPAN), y 11-03-08 SPAN D 7 Lo Ail etAt - -S 0 D (..1.--11B24,_ 0 '�7 fG02 N 7 n 1...:/ 30-00-00 Jii II . ". 341 J�. 11 1 . 1Bc' -- 1, '! , npir 1 4 D.R. HORTON o PLAN 3729 '8" m----- - gt' GARAGE RIGHT 1111 If!s-_-) co I- a ir N Bit � 81 © I - -- 8/12 PITCH (MAIN) — 6/12 PITCH (REAR) L J 25# LOAD 1-0 O.H. B g`t ii (F0 Ihl - 0 {,.0 .� ARIEL TRUSS /1 574-7333 M" i�9/l; �'!�� iRAWN BY: A 4g02 ..I„.■. IKEVIN LENDE Alm 411111011111.1111b't Elk wirj4 5-01-08 �,. .0 1 8/.2 CCISSOR TR .SES 8/12 /4i LOWER :�s, i` Cli „I-- 15-08-08 y y L SPAN 11-03-0B SPAN = -# iklf\ NIYIA010‘4\S-441) �4 R L\Li .' C 7 C W H 7 n IIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LIMP. SPECIFICATIONS TRUSS SPAN 15'- 8.5" TC: 2x4 DF }l&BTR SPACED 24.0"O.C,SPECIFICATIONS LOAD DURATION INCREASE=1.15 IBC 2012 MAX ffl4BLR FORCES 4WR,rG F/C=1.00 C:� 2x9 DF}STAND 1 1- 2=( 0) 63 2- 8=(0) 1138 3- 8=(-252) 126 WEB 2x4 DF 81681 2- 3=(-1386) 50 8- 6=(0) 1138 8- 4=( 0) 881 LORDING 3- 4=(-1060) 0 8- 5=(-252) 126 TC LATERAL SUP0 m.1'<" 12"OC. DON. LL( 25.0)+DL( 7.0) CM TOP CHORD= 32.0 PSF 4- 6=(-1386) 0 BC LATERAL W2iO0T<= 12"0C, DON, DL ON Waal CHORD= 10.D PSF 5 6=(-1386) 50 O'wER AN 5: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 6-?=l 0) 63 M 1.5x4 or equal at ran-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX H0R2 BRG REQUIRED BOG AREA vertical 9entbea1 (uonCs=1, Ce=1, Ct=1.1, I=1 LOCATIONS RiACPI.`kJS REACTIONS SIZE SQ.IN. (SPECIES) LIMITEDs STORE DOES NOT APPLY DUE TO TAE SPATIAL 0'- 80.5" -38/ 774V -80/ 800 3.50" 24 DF ( 625) Connector Dista prefix desionators: TST£5 OF IBC 2012 AND IRC 2012 NDP BEING MST. 15`- 8.5" -38/ 774V 0/ OR 5.50" 1.24 OF ( 625) C,CN,C18,CF118 (or no prefi.xj w CcmpuTros, Inc M,M2OHS,M1811S,M16 =MiTek MT series BOrrcM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 9FATICAL a::ELECTION LIMITS: LL=L/240, TL=L/180 AND BOTTCt4 CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -D.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0,003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.047" 8 7'- 10.3" Allowed= 0.740" MAX TL CREEP DEFL=-0.102" 8 7'- 10.3" Allowed= 0.986" MAX LL DEFL=-0.002" @ 16'- 8.5" Allowed= 0.100" MAX TL CREEP DEFL=-0.003" 8 16'- 8.5" Allowed- 0.133" MAX HORIZ. LL DEFL= 0.046" 8 15'- 3.0" MAX Ii0R1Z. TL Dal= 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, mWEPSS(Dir), load duration factor=1.6, Truss designed for wind loads 7-10-04 7-10-04 in the plane of the truss only. 3-10-05 3-11-15 3-11-15 3-10-05r 12 12 8.00 '' HM-4x4 7.:,118,0o 4.0" r illt M-1.5x4 All 1111116 M-1.5x4 • ■'0" M-5x8 : -44111111111 , M-2.5x4 M-2.5x4 0 t o I o c t 7 a 0 1 0 :C 4.00 4.00r>„, 00 Com. 12 12 Y 1-007-10-04 7-10-04 1-00 1-00 15-08-08 po • 6 4 PRO,4-6, JOB NAME: DR HORTON PLAN 3729-B - Al � 's r._..._....� - -__. Scale: 1/4,. C _ N •C�jSj Cry J�L�7�/p� /© WARNINGS: GENERAL NOTES,unless otherwise noted: i 4": _ i G! 7! . I 1.Guider and erection c nimctor shined be advised of alt General Notes 1.This design is based only0Tru$S: A1 andWsbenmenceslmon the parameters shown and B for en indlvkilrai iinstshrsim ombu2. _92iPE DesignDES. Additional temporary bracing insure stability during combustion assumes the top and bottom chords to be laterally braced at DATE: 12/8/2014 is the responsibility of the erector.Additional permanent bracing of 2'cte.and at 10'cm.respeNiv ly unless braced throughout their ie bycoI .�r�il► Una overall structure is the msponsIbIfy of the bolding designer. 3.2x Impact sheathing such es plywood ngtfC)and/or drywai C). ,.'e`'ia� S E 4. 6133397 4,No load should be applied toPact bridging or re bracing required where shown tr • ,t .. �. any component until after at bracing and 4.Installation of truss Is the rosponsibA Of the respective contractor. fasteners are conrpletp and at no time shouts any ktAds gloater than 5.Design assumes trusses me to be usedis a non-conroshre environment, i' w'7 OREGON4 b, 4, .. TRANS I D: 413698 design mods be applied to any component. and are for condition'of use. Y �t t } 9.Compul-nn has no control over and assumes no respruutheiy for the 9. n umes full bearing et ell supports shown.Shim or wedge If rw `'f` 14 2:° i. tabrtcatlon,handling,shipment and nettdietton of components. Ci� Illi�IIIlilll lll� VIII IIilill�l f 6,This design Is furnished subject8.Design chat located boib faces s an �� ,�, �V, to the will set forth by 8.Plates be located on sten faces of lrus9,and placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. Naas coincide with MTek USA,lnc.lCornpuTrus Software 7.8.6 4L 9.Digits indicate size of joint in inches. _____---..._.._...___.-_____._.... `____._....._ ( 10.For basic connector plate design values see ESR-1311,ESR-1998)Mfrsky ---- EXPI RES!12/31/2015 111011111 ThisREG design TprepRUSSared from computer input by ,G UMBER. SPECIFICATIONS TRUSS SPAN 15'- 8.5" IBC 2012 MAX?MLR FORCES 41XP✓GDF/Ccrl.00 TC: 2x4 OF 4105TR LOAD :{fRATION INCREASE=1.1`J 1-2=( 0) 63 2- 8=(0) 1138 3- 8=(-252) 126 BC: 2x4 OF 415BTR SPACED 24.0" 0.C. 2- 3=(-1386) 50 8- 6=(0) 1138 8- 4=( 0) 881 3-4=(-1060) 0 8-5=(-252) 126 WEBS: 2x4 OF STAND LOADING 4- 5=(-1060) 0 TC;LATERAL SUPPORT<= 12"OC. DON. LL( 25.0)+DL( 7.01 ON TOP CHORD= 32.0 PSF 5- 6=(-1386) 50 BC LATERAL IUEC4T<= 12"0C. UON. DL ON DDTECd4 CHORD= 10.0 PSF 6- 7=) 0) 63 TOTAL TOAD= 42.0 PSF OVERHANGS:S: 12.0" 12.0" BEARING MAX VERT MAXi0R2 ERG REQUIRED BRv AREA Snow: ASCE 7-10, 25 PEE Roof Snow(Ps) Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN C18,CN18 (or no prefix) =CamuTrus, Inc 0'- 0.0" -38/ 774V -89/ 89H 5.50" 1.24 OF ( 625) M,M2)HS,M18HS,M16 u Tek MT series LIMITED STORAGE Das NOT APPLY DUE TO THE SPATIAL 15'- 8.5" -38/ 7744 0/ OH 5.50" 1.24 OF ( 625) HPCOER MENTS OF IBC 2012 AND I,SO 2012 NOT BEING WEE. VERTICAL DEFLECTION LIMITS: LIFL/240, TD-L/180 BO TG4 CHORD CHECKED FDR lOPSF LIVE LOAD. TOP MAX LL DEFT._-0.002" @ -1'- 0.0" Allowed= 0.100" AND Bora:CHORD LIVE LOADS ACT NON-COHCURP,EWLY. MAX IL CREEP MEL=-0.003" @ -1'- 0.0" Allowed= 0.133" MAX IL DEFL= -0.047" @ 7'- 10.3" Allowed= 0.740" MAX TL 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 8100.00. LI DEFL= 0.046" @ 15'- 3.0" MAX HORIZ. IL DEFL= 0.073" @ 15'- 3.0" Mind: 120 mph, h=18.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, 124FRS(Dir), load duration tactor=1.6, Truss designed for wind loads in the plane of the truss only. 7-10-04 7-10-04 1' --- f 4 4-00-15 3-09-05 3-09-05 4-00-15 �2 12 i lM-4x4 8.00 .c7,18.00 4.0" Al : _ M-1.5x4 M-1.5x4 Ida 5x8 M-2.5x4 M-2.5x4 M- 0 c:, 1 1V` , r� O 1 • 7 I I b C] .__14.00 4.001 12 12 i 00 7-10-09 - y 7-10-04� 1-00 1-00 Y- 15-08-08 _ 1-00 Scale: 1/4" �ACaIN /�, JOB NAME: DR HORTON PLAN 37 29 B A2 ------- 4.:7. / R! C .Sym WARNINGS: GENERAL NOTES,unless otherwise noted: ..Cc... -9 L C i P 4:. 1 1.guider and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown and Is for an individual { Truss" A 2 and Warnings before construction continences, building component.AppllcabIliy of design parameters and proper . JJ • ( 2.2x4 compression web bracing must be installed where shown+- incorperation otcomponent Is the responsibility of the building designer. ' 2.Design assn nes the top and bottom chords to be laterally braced at14111w` _ DES. BY: LJ 3.Additional temporary bracing to insure stability during construction p o.c.ami at 10`ox.respectively unless braced throughout their le h by f ,,„..."...4.0. is the responsibility of Me emetor.Additional permanent brackg of continuous sheathing such as plywood sheaMMB(TG)andfor Mywa0 G). Ai DATE: 12/8/2014 the overall structure is the,esponstblity of the building designer. 3.lx lrrpact bridging or lateral bracing required where shown++ i � {r(�7C7TV�s, �!!/ 4.No load shodd be applied to any component anti after al bracing and 4.Installation of truss is Me reaponsititly of the respective contractor. SEQ. : 6133398 fasteners are complete end at no time shard any loads greater than 5.Design assumes trusses aro to be used to a non-eon"slve envirnnmant, / ..f rSQ r j-., - design roads be applied to any component. and are for"dry condition'of use. • 14n 4- '�.'� S i D: 913 6 9 8 5.CcmpuTrus has Gro control over and assumes no responsbRy for the 8.Design assumes fill bearing at all supports shown.Shan or wedge if i ne Design a,. R A IL,- fabricaHon,handling,shipment and Ihtbelatior!of components. 7.Design assumes adequate drainage ks provided, 6.This design is furnished subject to Ma tmilatkrns set terth by 8.Plates shall be located on both faces of truss,and placed so Mair caster CA in SCSI. of which coincide vith joint center lines 11 11111111111•11111 lebTekUSA,Inc./CompuTrus Software furnished request. 9late In inchaP. Q Din basic connectortesizeplof ats design lues see EaR-1311.MR-1968(MiTek) I EXPIRES:12/3112015 I� IIIII�") This design prepared from computer input by GREG ARIEL TRUSS LitTAMER PF.C:?T:hTF:kti 2x4 DF-rSB771 155-04-58:TPS4rF sJrivetyrtai 8-57-50 0_': 2x4 Di 15 WA 11r41M 24 DiCF5A`t.a 1.15 gi n•Pap) I-222C 2112 YR4>:.6-1.9651.^15 1415 v2-6(-;8„)-L.r:O BC: 2x6 OF STAND (-1674) 154 6-55-1-46)) 6-3^1-114) 87 2-4-1-1621) 143 5-5=1-461 1415 6-3-1-182) 1587 7C i�ATFRAL oLrLct;T or 12"OC UOR. Icon:AFE 7-10, 254-5-f-18115P5e Roof Scow 4-5-1-184) 143 5^4-1-182) 87 3C 1.01FRAL'..,,"5150'1<-12"05.t%11, Cs-1,Ce-1,Ctvl.l, 1-1 4} 154 :araocto=pglate prefix designalprs: Tc 1211F ILI 21.1)40'1 7.0)., 32.0 PS? D'- 0.0"TO 15'- 8.5"V ,,,71,1'18,^M4 (a of refixl -CosgX:Trus, [rte 13C 101LF R.( 0.01+OL( 10.5)'. 10.0 PSI v'- 0,O"TO 15'- 4.5"V 5'ft�e �•7 re- 1N18 1(048 BPS :dg.IN. [W.-Am '55) BC MI?IL( 75.0)+IIL( 51.C)- 12I.0 349 0'- 0.0"747 35'- 8 S"V :.':TTN3 i?Pk."CT•'4't. .Ts`l,"F7^'r7.8 518E 50.11(. f;.71 6255 8,N2CCS,w 4W.:,Fn6•• .ilex PTT series 0'- 0.0" -138: 3.649V -...y,011...-77Z111 9/ .4x 5.50" 2.64 Dig 1 625) -15518255-177845,'2::5413 7Y.?[APPLY CUE T3 T3S 554 5)11, 1S'- E.5" -118! ]644V O7 0-a 5.50" 2.64 DT'(66251 16"'10 i7RF73213'..OF IBC 2012 MD MC 2032 11;71'RUNG MM. :ESTI, ;.X-:L171.m LIPITS:r.D.Ld240, nal../3P-0 AND 4071711.1 ^R 1"1c5�Q ACT LTM WAD.TOP /011-71+1 JER17h7;:v. I•A7C Ti CREEP CEr-I, -SAX IS.DEFL s 6.072"8 r'-iG.3^ 2p Allowed - 4.966" MAX 11,1615.IL�- 0.010"8 15'- 3.0• Kit:8X,4111.51,0101,- 0.016°8 15'- 3.0" Wind: 120 ext;, C�18.Eft,TZ1571.2,EC35-0,ASCE 7-10, toad HReignts), actor-ott, Crt.1,Exp.I1. :N-7t)Sirl, load durstire factor-1.6, Truss des:,rrid for viol Loads in the plane of the truss only. 7-10-04 1 7-10-04 I 4-02-05 1 3-07-15 3-87-15 4-02-05 4 I - M-4x6 12 34.0" B.00� 12 `�B.OD 81-1.5x4 M 1.5x4 y 40/04 r� 4411 tom! '%11411111 - NEsty a otill I: o . -- 5 co I M-6x6 M-7x8 1114-6X6 y 7-10-08 7-10-09 -I 15-08-08 j JOB NAK.E: DR yOF?:44 PLAN 3724-R-A.3 Li).PR�} scale: 3/2" - . P7 /4,9 n�a n _... � �s WARNINGS: 4t=1VBRAL,NOTES,unless edgewise noted: • 1.Builder and erection contractor shmert be advised of a0 General Notes 1,This des is based on Trus$: A3 and Warnings before construction commences. h'upon the parameters shown and ie for ean5-indNMual 4t.• S 592 f O f�E ' 2.2x4 compression be web incorporation component.Applicability of desk parameters and proper 3. onal to bracing must be installed where shown* incorporation of Wmponer4 is the irk designer. .f responsibility trcye laterally ed -:;.,e,""''' " DES. BY: LJ temporary brecing to insure StabBRy during construction' 2.Design assumes the top and bottom chorda to he latera o(raced at '� is the responsibility of the erector.Artdkipnpl permanent bracing of 2'one and at 10'ono.such a ivety unless braced fTO)amber out Meir length by I . DATE: 12/8/2 014 the overoll structure fs the2x i0'a t ridging or suer l b acingoe su re0w erCsowndC). i /_-ill responsibiAY of the bu8tltnq designer. 3.2x Impact bridging or lateral bracing required where shown i...1. h. SEQ. 6133399 4.No load should be applied to any component until attar an tracing end 4.Installation of truss is the responsuity of time respective contractor. '7 "t_ 7 OREGON r co fasteners are eurr;dete and at 0o time shouts any loads greater than 5.Design assumes trusses am to be used in a noncorrosive environment. TRANS I D: 413 6 9 8 i design(bads be applied to any Component and are for"dry condition"of use, 6.Compocrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �' '��,. N. ' . fabrication,handling,shipment and instefla0pn of components. necasaary. 1111111 Ipp�tf fL�� p� 6.This design is fiunished suh4ect to the 0mitatksrs set forth 8.tee'hall adequate both fa m is truss,a 't6 '�y p� t T.' iN,l II IIID III VIII 7PL'WTCA In BCSI,copies of which w01 be furnished upon8.Mos r shall be located on bath Tars M truss and yarwd so their canter 5-"7.R I t- �II requasE. ...ileus coincide sIz joint center(fres. 13' MtTek USA,IncJCompu7nls Software 7.6.6(IL 9.Digs indicate sko of plate in inches. 10.For basic connector plate design vetoes see£$5.1311,ESR.1088 nn-ok) EXPIRES!12131/2015 This design prepared from computer input by i� �II�I„„ GREG ARisr TRUSS ��llf 3:-00-:0 HIP 51.-.15 00 8-,10-00 r4fit i*087 6007. IBC 2012 MAX IING9F 71.16 .4 PaP.03 'C¢L.00 TO:l'fs' 4PX 8311ia- 1-2=1 0) 62 2-11=(-254) 3636 3-11") -20) 398 TC: 2x4 00 01£B1R LOAD BJP+\^_;X4 STREW."1.15(Non-Rep} 2-3.1-4610)388 11-12=1-364) 5192 11-4-) 0) 1474 B": 2x4 3000 @3600 fount,.• 3-4=r-4696) 394 12-13=1-3641 5192 1'1-5"1-1812) 206 MS:2x4 OP ST140 Owe:ASCE 7-10, 25 PSS Roof Snow lI'al 4-5.1-3920)352 13-9-(-254)3636 5-1.2-/ 0) 26B Cs-1,ami,.,t..i.i, 0.1, 1e-5'T 5.6-1-52741 442 12-6"i 0) 269 BC TC LATERAL 50SF-1 i 4"12"0C.VON. 6-7.1-3920) 352 6-13.1.1812) 206 Shc1ERA1.9:i,P+' <=12"OC.Mi. TC)7))Ii?l1 25.0)40L) 7.0)= 32.3 rPSF 0'- 0.0"TO 30'- 0.0"V 7-8=1-4690) 394 7-13.1 0) 1474 _ AC 0630 111 1.01.+01) 10.0)- Do.p PSF 0'- .0"TO 30'- 0.0"V 8-9=1-46181 388 13-8-1 -20) 398 ti31E:2x4 PAACPC AT"•4"CC•iii. FOP TC 011I?LI) 75,0)+011 21.0)• 96.0 PLT 8'- 0.0"TO 22'- 0.1"V 9-10.1 0) 62 ALL FIAT Tri?=RD APER0 NOT Si-EA FEC, BC 8Rtr.3 LLA 0.0)+OLl 30.0)- 30.0 014 0'- 0.0"TO 30'- 0.0"'+ ..rw,w"._ w. - SC CCM ILA 466.7)001) 130.7)- 597.3 1335 6 8'- 0.0" 032,0114. MAX VERT SAX HOR/. DRG NW-M1:3 0111%vv., TC COLIC LI( 466. idly 7)+011 130,7). 597.3 a 22'- 0.0" 1330.TPk13 902=7110175 PFd.."RC415 SIZE 93.114. `�1E3) ^vEfa'.~x;�: 12.0" 12.0" 0'- 0.0" -191/ 3223V -94! 948 5.510 5.15 OF 1 625) !;:,vrc;'r'plate prefix:r_siy,3th'.•5: LIMITED,:1.3+r7..V.F.S tilt ki'PLl 7R:TO,:s.SF/GTA:. 30'- 0.0" -191/ 32200 0/ SOH 5.50" 5.15 IF 1625) C,r'1,Ct8,CTe18 lot no prefix)-CcepdTrus, Inc 103019334802 OF 111C 2012 AIA!I00 2012 197?BET04 MT*. 6,620113,141863.1414 rrMiTek MT series '"'BTTCAI,:".'o*i1TION LIMITS:LL-L/240, 1`1ti,J180 ?t7rTtt-'.�.i0 .1'.1 000:ASR 10PSf LOVE 5.TOP IffiX5.00 IL 5, k=-0.001"a -1'- 0.0" Allowed- 0.100" !" 12) ^:npints trt:as.:s egtircrl. A10)rc.i-r??72,5-LSE 0,00:3.N"'NOM iiia I15J00.'^.Y. [2AX'111.C.W'.cP Lie.--0.00 8 -1'- 0.C• A11c*ed t 0.133" Join.together 2 ply with 3"x.137.DIA(Ad4 KG ia,DE"ri--0.118"v 15'- 0.0" Allowed- 1.454" a nails fit rad at: 1$X TL MEER 0035 -0.252"a 15'- 0.0" Allowed- 1.939" 9"or in I rags) thrth:gt s:+..2x4 top bottom :ho 1Ax 1L t6 --0.001"8 '1'- 0.0" Allowed- 0.100" 9"cc Sr.1 reefs) 1.1-. :a r.2x4 bots.chords, 16801 SL'0,'00 X.01.,--0.001"9 31'- 0.0" Allowed- 0.133" 9"cc 1.e i reefs) "•.:x-yn:t.2x9 sobs. AX IO .1a, - 0.052"a 29'- 6.5" 9 ISIS 109US30.TL OM.- 0.082"@ 29'- 6.5" Wind: 120 errh,h-18.8ft,TCJ1M.2,P.CO1r66.S,ASCE 7-10, (011 heights),Ifrol od.Cat.2,F.xp.B, 166ERS(Oirl, load dr/ration facto:-1.6, Truss.1e0Sr7x'''1 for wire!leads ir.the plane of the truss only. 8-00 14-00 _ 8-00 T 3-11-08 - 4-00-08 4-07-02 4-09-12 4-07-02 4-00-08 3-11-08 1 =,597.308 1 f 597.30# M-4x6M-4x6 M-2.5x4 14-2.5x.4 12 12 5___..----_ 6 >10° , .5x4 g '4111141111N*-. -7 0 c, M-3x6 M-3x8 M-2.5x4 MSHS-3x10(8) M-3x8 M-3x6 c, 1 f 7-04-06 y 1 y 7-07-10 3-04-06 7-07-10 l 17-11 ) 12-01 j C.) PROF y ___ Y 1-OD - 30-00 0 i rtf I//yp,Q JOB NAME: OR ROP.TOtt FLAN 3729-B- B1 Scale: 1./4" 1-� .. •- J.1l,I IR•r �1� r.-_.....__. 1 WARNINGS- GENERdLL NOTES,unless otherwise noted: ! 92 3 I P E.. r. ! 1.Builder and erection contractor should lot advised of all General Notes 1.This design is based Doty upon the parameters shown and is fax an lndlvklua! . I and Wermngs before construction CIXnmencee. building component.Applicability of design parameters and prayer 1` 1 Truss: $1 2.2x4 atmprassinn web bracing must be installed where shown+. inewparatton of ve neenent is The rasponsfito%of the bu8dB+g deo ,ter. ,,6 . 2,Design assumes Me top and bottom chords to be laterally braced of 3.Additional temporary Orating f0 insure stability during construction p o r..and at 10'o.c.respectively unless braced throughout thek length by ,,.00"b�� , s�.. DES. BY: LJ M • Che responsibility of the erecta.Additionel permanent tracing of continuous sheathing such as plywood sheathing(TC)andfor drywal1(8C). ! -♦ Y� )+f 1 DATE: 12/8/2 019 the overall structure is the responsibility of the building designer 3.2x Impact bridging or lateral"racing required where shown*+ ,»yr r ,,R��'!{� � �,,,% i 4.No load should be applied to any component until after all bracing and 4.Installation ot15085 Is the responsibility d the respective contractor. / -1 j.- �4 . SEQ. : 6133400 fasteners are complete and at no time should any loads greater than assumes trusses are to be used Ina non.corrostve environment,I design(cads be applied o any eom nsBte arra aro for"dry condition'g Of use. Q` TRANS I D: 413698 ? 5.Cor puTnis hes no Control over and assumes no responsibility far Me 6.Design ase'drys fun pion'o use.supports shown.Shin or wedge C � f�� 11necessary. • I fabrication,handling,shipment rola Installation of components. 7,Design as))he eadequate drainage is provided. 6-This design Is furnished sailed to the toreadors sot tnrdi by 6.lines with located onoint both Indes.of truss.and placed so their center of •i l IIID VIII III�I��� I in Inches. MiTek USA,lnc.1Comp 9.TfuS Software 7.6 L)-E request. 10.Four basic connector prate design lues see ESR-1311,ESR-1908(MiTeK) 12/31/2015 iii Illll/��� EXPIRES; GREG ARIEL This design TRUSSprepared from computer input by L MBER SPECIFICATICN5 1.00 TC: 2x4 DF FIcHTR TRUSS SPAN 30'- 0.0" TC: 2x4 OF 91&BTR LOAD DCRATION INCREASE= 1.15 IBC 2012 3X M2-13.R-479WR3-13=(-19o) WEBS: 2x4 OF STAND SPACED 24.0" O.C. 1- 2=( 0) 63 2-13=(-971 16281954 3-13=(-190( 76 3- �(-;865) 127 14-15=(-31) 1954 13- 6-(-846) 724 TC IATERAL SUPPORT<=12"LL^. DON. LOAD/NG 2-e= BC LATERAL SUPPORT<=12"LX:, DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PS? 4- 6=( 0) 0 15-17.=(-4'J) 1628 6-17=( -35) 189 DL ON BOTTOM CHORD= 10.0 PSF 4- 7=(-1987) 41 14- 5=( -35) 160 T'O1'AI,MAD= 42.0 PSF 6- 7=(-19$7) 141 7-15=(-896) 60 NOTE; 2x4 BRACING AT 29"OC UON, FOR7- 9=(-1456} 120 9-15=( 0) 724 ALL FLAT TOP CHORD AREAS NO SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=( 0) 0 15-10=(-190) 76 _=__= Cs=1, Ce=1, Ct=1.1, I"1, Iu=50' 9-10-(-1865) 122 10-11=(-2165) 127 OVEMAKS: 12,0" 12.0" REQUIRDE ENTSSTORAGEO LOSS NOT APPLY WE TO THE SPATIALBNG 11-12�( 0) 63 plate �" REODIRx+sr. OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector nn cto Cpaoprefixiatora�puTrus, Inc prefix) BC/Fri CHORD CIF?(ED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA C,CN,C18, 1S,F(or=MiTek series AND BOTTOM CHORD LI'JE LOADS ACT NON-COWERRFNTLY. i0'-TIONS REACTIONS/ 17REACTIONS SIZE 0'- 0.0" -91/ 1667V -95/ 358 5.50" 2Q.67H 0? (C625) 30'- 0.0" -91/ 1667V 0/ 08 5.50" 2.67 DF ( 625) VERTICAL DEFLECTION LINITS: LL'L/240, TL=1/180 MAX LL DEFL=-0.002" 8 -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.088" @ 15'- 0.0" Allowed= 1.454" MAX TL CREEP DEFT,=-0.192" 8 15'- 0.0" Allowed= 1.939" MAX MAX IL CREEP DEFL=-0.003" @ 31'- 0.0" Allowweed d= 0.133" MAX HORIZ. LL DEFL 0.039"@ 29'- 6,5" MAX MORIZ. TL DEFL= 0.062" @ 29'- 6.5" Support top chord at joint 5 and 8 Wind: 120 mphh=19.5ft, TCL=4.2,BCDI=6.G, ASCE 7-10, 10-00 1 0-0 0 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 1` ^" 10-00 load duration factor=1.6, 3-11-08 3-09-14 2-02-10fi2-07-02 4-09-12 2-07-02fi2.-02-10 3-09-14 Truss designed for wind loads q--- f it the plane of the truss only. 12 f fi fi f -- I I 3-11-08 8.001x- M-4x6 12 M-2.5x4 M-2.5x4 M-4x6 ��f8.00 M-1.5x4 M-1.5x4 4 0 ..00IV cp It CD c, )"-3x6 M-3x8 M-2,5x4 M-3x6(S) M-3x8 M-3x6 ' J, 7-07-10 J. 7-04-06 J, y y y- 7-04-06 7-07-10 17-11 y >L y y 12-01 1-00 30-00 y 1-00 JOB NAME: DR HORTON PLAN 3729-B - B2 - -- ---w. i3 RR �c. aFss --._.... -----_..-.._... Scale: 0.2145 1. -I WARNINGS: Builder and mention contractor should ba advised of es(*most Notes 1.This deL sign is b,ed only upon noted: �I✓ y'''JLC aa,7 r /a��,,. Truss: B2v and Warnings before conatnrctbn commences. buedisO based only upon tho dear ne shownmeter and is far er individual (�+'r,!f3C '�Y,,, Z.2x4 compression web bracing must be installed where shown.. Incorporation panted�icabilltY°}sponsi it f th b end p G C tt...... DES. B X: LJ 3.Ad(Htkxlak temporary bra of component is me rosponsldeky of the bunaing�Od°"as{gnar. / DATE• 12/8/2014 (s ket a,al to spera of the a10 Isssure stability during construction 2.Deakin assumes me top and bottom chords to be leferaily braced at t$t r ' • Additional zntin andat10'oe resPsuchh asv i oodso tatted TC)a aw rdry length). t l' rr�. the overall structure h the responsibility of the building designer.Reit, continuous sheathing such as plywood shearM tte,e shown and/or drynvary Cl. _ . oot' 4.No toad shouts ire 4 2x Impact brklgl a or lateral bracin !'�'.�'. SEQ. : 613 3 4 01 No toad are "ed to any component until after a0 bracing and 4.Installation of truss is the responsibility of the respective contractor. st TRANS I D 413698 design 1�1s complete and at no ems should any loads greeter than 5.D pow to anassumes tresses are i be used in a non-mnosiwr environment. ,Er_(�}� la( �\f *{;(/ . fasY end as ant. end are far*dry contlaton•of -F7 L 5.CompuTnrs hes no control river end assumes no responsesay forma 6.Dnp assumes tuff bearing at all supports sbowe Shim or wedge If �,h 'Q)•- .� r��', •a i- ( fabrication,handitrg,shipment and installation of components '4J T 7.Design muffles adequate drainage I 11 'fNN�� m'�I 1 6.Tpi Thts nis furnished subject to un BCS!copies which me limitations. be Purr h upon request.by 8-RateS !Ones c iocide wtf'Mel ceder lines. ���sa and placed so their center _ I I�� III I Ilf�I�III I�I11f1ll INI t MTak USA,IneJComPuTrus Software 7.5.8(1 L)E 10,For ate sire of plate in inches. } _ basic connector plate design values sae ESR-131 t,ESR_1989(MiTak) _.____ ---------- _ EXPIRES:12/31;2015 IIIIIIIII IbGREGis designEL prepared from computer input by ARITR TRUSS SPAN 30'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/GDF/C 'T..00 TC: 4P OF#1 BTR 5 LOAD sURATION INCREASE= 1.15 1- 2=) 0) 63 2-13=(-107) 1889 3-13=(-192) 62 BC: 2x4 DOtIb IR SPACED 24.0" 0.C. 2- 3-(-2473) 203 13-14=(-129) 2096 13-4=( -12) 663 BC: 2x4 DO STANDR 3- 4=(-2113) 201 14-15(-129) 2096 13- 6=(-677) 105 WEBS: 2x4 DF STAND 4-5=( 0) 0 15-11=1-107) 1889 6-14=1 -85) 240 TRADING 4- 6=i-1712) 186 14- 7=( -85) 240 IC LATERAL SUPPORT <= 12"X. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 6-6=(-1712) 240 4-17=( 685) 105 TOTAL BC LATERAL T F PT<= 12"OC. VON. DL ON BOTTOM CHORD LOAD CHOAD= 42.0 PSF= 10.0 PSF 7-9=(-1712) 186 9-15=1 -12) 663 --_ Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-2173) 201 NOTE: 2x4 BRACING AT 24"X VON. FOR Cs-1, Ce=1, Ct=1.1, I=1, Lu=50' 0-11=(-2473) 203 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12=1 0) 63 " --�" -�- 1. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS!. 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BO'TTM 08000 CHECKED FOR lOPSF LIVE WAD. TOP ISCATIOO'S REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 14- vertical or equal (e non-structural 0'- 0.0" -139/ 1762V -95/ 9511 5.50" 2.82 DF ( 625) ✓ertical mrtrrs at{otic). AND i CHORD LIVE LOADS ACT NON COP1 v�"rENILY• 30'- 0.0" -139/ 1762V 0/ OH 5.50" 2.82 DF ( 625) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LI,=L/240, TL L/180 CN C18,CN18 (or no prefix) =CpinpuTns, Inc MAY.LL DEFL=-0.002" @ -1'- 0.0" Allowed= 0.100" A],M2�iHS,M18HS,M16=M1Tek MT series MAX TL C EEP DEFT,_-0.003" 8 -1'- 0.0" Allaned- 0.133" MAX LI.DEFL=-0.107" 8 15'- 0.0" Allowed= 1.454" STEP-UP FLAT TOP CHORD TO BE BRACED BY MAX TT.,MAX CREEP DEFL DEET.= -0.211" 8 31'- 0.0" AllAllowed= 1.939" CVPNE T. WITH TOP CHORDS OF JACKSPAT 24" OC. MAX TL CREEP DEM••-0.003" 8 31'- 0.0" Allowed= 0.133" CtCKCT 41iT6 M-4X4 TIP. AT HIP SHOIeT.DFR.S. MAX HORIZ. LL Dal= 0.051" 8 29'- 6.5" 6-00 12-00 MAX 110R.I1. TL DEFL= 0.074" 8 29'- 6.5" 12-00 'f Wind: 120 mph, h••20.2ft, TCD1=4.2,PCDL=6.0, ASCE�WIG, 3-11-08 3-09-14 4 4-00 0-09f2 4-09-12 0-07-024-02-10 3-09-14 3-11-08 (All Heights), inclosed, Cat.2, Farp.s, MEDi 1 T 1' load duration factor-I.6, 12 Truss designed for wind loads 12 M 2.5x4 M-2.5.4 `'x38.00 in the plane of the truss only. 8.001/ M-4x6 M-4x6 6 7 _ -_ +. • \/\ M-1.5x4 M-1.5x4 Vo .14444444 1 e' �• r _ �2 r� Co oat -3x8 M-3x8 M-2145x4 M-3x6(S) M-3x8 M-3x8 y 7-07-10 1 7-04-06 -_ 7-04-06 7-07-10 y k _ a,____ 12-01 17-11 1-00 30-00 �- 1-00 � PRpF�rs Vic;', tyGtNE �/0 . Scale: 0.2138 Com. � ') JOB NAME: DR HORTON PLAN 3729-0 - B3 --' 4+ - ......... ._.._._--'-r• � '�2.Ipa C" WARNINGS: GENERAL NOTES,unless otltorwise monad: 1.sumer and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction comma s:es. building component.Appilcablb of design parameters and proper - . Truss 3 i 2.2x4 compression web bracing must he Installed where shown+, Incorporation of component is the responsibtiy dine building designer. .: • 2.Desigo assumes the top and bottom cheats to be laterally braced at _ 3.Mato.*temporary bracing to insure stability during constrUGiae 2'o.e.and at 10'o.c resp 'ely unities braced throughout their tength by •-Nt DES. 13Y: LJ Is the responsibility of the erector.odd uonal permanent bracing d continuous sheathing such as plywood sheathingltC)andtor drywef)BC). ♦ LA- EG 11 'C the overall structure is the responsibtlty d Me building designer. 3.20 impact bridging or lateral brewing required where sttO 50++ V DATE: 12/$/2014 , ,y_ t, �� N : 4.No load shrelc rs letelen si any time should unity after,g bracing and 5.Design alla installation of� es are to be used in the on-co non-corrosive environment, t�.� SEQ. 613 3 4 0 2 design s k are be end rt no time sfioutd any loads Beater than end e for"dry condition'd use. i TRANS I D: 413 6 9$ I Meds be app lad to any component 6.Design assumes full bearang sr all supports shown.Shim or wedged I4ftR ci t $ 5.CompuTrus hes no control over and assumes no respans ay for the ne eessery. • fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainsge,,j,„„,„,„. 6.This designis furnished su to the limitations set forth by a.Plates Ossetia located on both feces truss.and placed so their center `{'� 1 I INlIIIN1111[ IIIIIISIINl I MiT .InsJComlpu7 sSoftware76s(14 vas fl Digits indicate size of ladegibnve'esee ESR-1s1t,esR-1stt6nn1Tek) EXPIRES.12131/2015 ` This ARIEL design TRpreparedUSS from computer input by G TIMER SPECIFICATLONS TC: 2x4 DE t1CBTR TRUSS SPAN 34'- 0.0" 2x4 OF#16BTR LVAD CLnAT10N It bSE= 1.15 IBC 2012 63 ME} ER spit/3-13=1 1.00 BC: 2x4 DF 81&BT SPACED 24.0" O.C. 1 2=1 0) 63 2-13.(-167) 2015 3 13=( 105} 61 STAND 2- 3=(-2601) 279 13-14=1-240) 2456 13- 4=1 -54) 783 WEBTC LATERAL SUPPORT<= 12"OC. U . TRADING 4- 5=(-193- 0252 15-11={1671 2015 15-14.1-1091 263 BC LATERAL SUPPORT<= 12"OC. UCXJ. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF 6=( 0) 0 14- 8=(-109) 263 TOTAL 10.10= 42.0 PST 5-8={-2489} 353 8-15=(-789) 171 NDTE: 2x4 ,ACING AT 24"oC UON. FOR 7- 9=1 0) 0 9-15=1 -54) 783 ALL FIAT TOP CHORD AREAS NOT SHEAVEDSnow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=1-1906) 252 15-10=1-105) 61 Cs=1, Ce=l, Ct=1.1, I=1, hu=50' 10=(-2400) 280 10-11=(-2601} 279 DVER1iA?CS; 12.0" I2.0n LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 11-7.2=( 0) 63 REQUIRc'7oEh:S OF IBC 2012 AND INC 2012 NOT BEING MET. vertical or equal at non-structural BEARING VERT MAX REACTIONS SIZE t vertical members Won). BGTTOts CHORD CRE"F?' FOR lOPa"P LIVE LOAD. TOP LOCATIONS MAXMAX+;ER HORZT BRGSIRED BRG AREA AND Br=CoHRD LIVE LOADS ACT NON CO?kt)RRE1y LY. REACTIONS SQ.IN. (SPECIES) Connector plate prefix designators: C'- 0.0" -186/ 1808V -96/ 96H 5.50" 2.89 DF ( 625) C,CN 018,0118 (or no prefix) =CouTmTrus, Inc 30'- 0.0" -186/ 1808V 0/ 0H 5.50" 2.89 DF ( 625) M,M2OHS,M18HS,M16=14iTek MT series VERTICAL DEFLECTION LIMITS: LL=1/240, TL=1/180 MAX Ti,CREEP DEFT,. -0.003" @ -1'- 0.0" Alloweedd. 0.1333" MAX LL MAX IL CREEP DEFFL=-0.234" @ 15'- 0.0" Alla ed- 1.939" Support top chord at Joint 6 and 7 MAX LL DEFL=-0.002" @ 31'- 0.0" Allowed. 0.100" MAX TL CREEP DEFL=-0.003" @ 31'- 0.0" Allowed= 0.133" 14-0() 2-00 14-00 MAX HORIZ. LL llEFL= 0.060" @ 29' 6.5" 3-11-08 3-09-14 4-09-12 1-09- 4 1-04-14 4-09-12 3-09-14 3-11-08 MAXF(h, h 0. HEFT = 4.2,8 @ 29' 6.5" 12 2-00 ( ( wind: 120 1341, h=20.8ft,Enclosed, .2,B bL=6.0. ASCE?-10, Tf {All Heights), Enclosed, Cat.2, Exp.B, M41FRS(Dir), 8.00 12 load duration factor-i.6, ��8.00 Truss designed for wind loads in the plane of the truss only. M-4x6 M-2.5x4 M-2.5x4 M-4x6 0^ 5 M-1.5x4 \/ M-1.5x4 t N.. , isri ca illigV I o M-3x8 M-3x$ M 25x:SHS-3x10 M-3x8 '�, 0 i I- M-3x8 7-07-10 7-04-06 7-04-06 ,f- 7-07-10 y 17-11 k 12-01 1-00 - 30-00 _ ) J. 1-00 JOB NAME: DR HURTON PLAN 3729-B - B4 �t��L � �Css Scale: 0.2020 -_-.. - ........-._ __ ��. GIN is i WARNINGS: GENERAL NOTES,unless otherwise noted: ----------5 (''C''1.- igll Truss: 13 4 1.Builder and erection contratsr'should be advised of at General Notes t.This N upon the parameters shown and Is for an Individual C�t1 n C and Warnings before construction commences is Hent.As G (�t L. L' 2.2x4 compression web bracing must be installed where shown+. M at ofcomponentis Tide redesign eters and properdes sportsafilo ofthebuilding DES. BY: LJ 3. uml temporary bracing to Insure steb$ey during construction 2.O'o c. nd at 1 s the top and vely u ess br c be kaerally tu et designer. DATE: 12/8/2014 responsibility of the erector.Additional penny ant brach of 2'nae and at ta'oc.suet,a lvay vines braced throughout Mak me nvartiI stnrubire is the respims ty of Me building designer, 3.continuous rt ridging r such es plywood aired here 3 aralfpr drywaa cj y ,,/'�•,Ir. 'f SEQ. : 6133403 4.No load should be applied to any componentImpart bridging of tnj9 a the reiprnsib required a reepe ive cote .. fit fasteners are ung agar greater thanh and 4.D eiEn Installation of eine is the re responsibility titan reepertive con vironr. complete and a!no oma should any loads 5.Design*mines"dry halms are to e.used ir.a Han-corrpsivp environment / R. � �f .. TRANS I D: 413698 design loads applrad to any component. and are for"dry condition"of use. i.. Ix 5.CompuTrua has no control over end steamer no resPnns@Arty for ma 8 n assumes*.all bearing M all supports shown.Shim or wedge k `,� -fp, + a\. �. fabrication,haring,shipment and Installation of can Design rY. 1[�( II Nil 6.This design h furnished ipmentsubject to the Itallhabnci sat Corin byte. 7.Design assumes adequate drainage is truss, �^�j ��I ill III��•II� II,11 �If�ii I� ' TPINVTCA In SCSI,copies of which will be furnished upon &.lines Plates inclt a located on bold faces of truss,and Placed so their center ^.r7 4�,t� Ii,1,11 1111 ,1IB' (I(I u11f( Caguas[. Imes coincide with blot canter lines. fvli7ek USA,Ine.lCompuTrus Software 7.6.6 1 L-E O.Digits indicate size of plate M inches. L____.._____________ ( ) 10.For baric cpnrrec[a plata design va4tos see ESR-1311,ESR-1988 Welt) _......_...__.----- _._...-._.,......__-_------._..__.....�------.._......... EXPIRES,12,'31;2015 11111111 TGhisREG desiARIEgn TRUss prepared from computer input by 0 TRUSS SF90 30'- 4.1- lir 2012 PAX 3)9PR.P.SCAC1.; -l0R/7-icy-.00 L 74 J.M!E'F 4F 17 11.1317 LOAD 709p71:a:1112T:A,SE«1.15 i-2"l 0) 63 2-8*30) 1580 9")-4511 175 2x4 416BTs SPACED 24.0"0.11. 2-3-(-2045) 75 8-9-30) 921 0-4-i-32) 9918 • 1 2x4 DO STAND 3-4<3-1944) 136 9-6.10) 1500 4-9-i-321 16 *ZS:2x4:;SSAND 780)00110 4-5-1-1844) 336 9-5-^)-451) 175 ., LL1 25.0)+DIA 7.01�"a4 1110 COW- 32.0 PSF 5-6«1-2045) 75 IC 1ATERR :.)507€1'e-12 cc.0404. D:. ON 57'1"0X4='7'At;- 10.0 PSP 6-Irl 0) 63 BC'�:'t'^..;!;{'?x''Ri e-]2'x.t10N, 1717`8 0850)- 42.0 PSF IRRIPPRECIS: 12.0" 12.00" Snow:A.SCF.7-10, 25 PSP Roof Snew)P5) REARING 8703/5031' Ma KEE BAG SJ;1TREo 11R:SPA Connector ate prefix designators: :2375TT.^.N' R1'�"T'1Ch' Rt0:'101'9iS SITE 35.?N. 3`9£711:) pp �+ Cs'E1,Ce-1, Ct-1.1, 7^'1 - 0.0" -57/ 1498'4 -179/ 1796 5.50" 2.40 DI(625) 3:,947793,.1918 to=- 101111 -lies us, Inc 3G'- 0.0" -57/ 1459!1' Of ON 5.50" 2.40 OF (625) N,M^,E::,NtBE s,N16-nook MT series LIVE 1 CF.?8'T 71(5.'250'1 FOR A 20 PSI:::IIT TEC 2032. LIVE ll3AD r::1-4701371,103147 ':�3 S?S 3)11 IBC 2102. 773E 1.YI:SCt?Cr1YC MA::;330[B A N01n�:,A:OF 10 FS?. 11711100WI,-.-0.0N"T9 -:-L^0.04"v, )lowedTle4,/180 - )Y)1'LL CEFZ--8.002'A -1'- 0.0" Allowed- 0.100" MPx TL PAX LL 3770, -0.015" B 10'- 1.7" A/4 ed• 1.454" LAK IL 953111 11.CEElL•- 0-002"S 31'- 0.0" Allotted" 0.103" 291X IL CREEP DEFL--0.003"2 11'- 0.0" Allowed- 0.133" MAX 303010.11 Den• 0.031"2 29'- 6.5" 161X 81010.TL DEtS." 0.048"9 29'- 6.5" ilind:120 rrph, h"21.2ft,TCDD 4.2,ECD-tm6.0,ASM 7-10, (All ights)i Enclosed,Cat.2,Exp.B, tileRSilir), lTruss seat:car)for wird loads in the plane of tie truss aoly. 15-00 15-00 1.---- f 7-08-09 7-03-07 7-03-07 7-08-09 �` . lz 12 *S4 `C18.GO 8.00)4 M1-1.5x4 M-1.5x4 'r 1,‘ \ A Ah/////jitithik...' c� so -4x4 724-434 M-3x6(3) M-4x4 .`+1.4x4 ,, y y j10-01-12 _-y 10-01-11 9-08-09 _� J -.__ 11-11 12-01 • cl,�} QF�{3F� 00 ,`t On 1-00 30-00 � �Gi/871119 Ny spy /©fiE. t' JOB NAME: DR RORTDN PLAN 3729-8-85 Scale:1;4" 111]fi17` WARNINGS: GENERAL NOTES,s unlupon opted( !�._ 1.Bandar end erection contractor shout(be advised of at General Notes 1.This design h based only upon the parameters shown and is 1'w an txi'rvlduat f ,//r/ Trp.S S" B5 and Warnings before construction commences, building component.AppVicabbay of design parameters and proper incorporation of component is the responsibity(Ohm building designer. " 2.2x4 compression web bracing must be Installed where Shown*. 2.Design assumes the top end bottom sherds to be lateral/braced at ,ljar.�- 3.AddiNnrml temporary bracing to insure steh88y during oerrSlnrcarWh 7 o.c,and at 1V e n respectivey urines braced throughout thele by ''�* '-' ' DES of the erector.Addtional permerent bracing of continuous sheathing such as plywood sheathing{TC)andror drywall . if DAT" BY: /8 Theo overeat yR ��Ir�Q� 111 tr DATE 12/8/2014 theeped sllstructureukipsted responsibility iryompnfthe011 buildinga deail bracingaer. S.leta4ad bridging is repons requiredyohwhere cot A.Helped sbe apples to any component Until al h and 4.Design dimes Ie the toobe of Ms omcor psi a environment 4s, �/�, � S>vQ. 6133404 fasteners are complete 500 of no)bee shout any loads greater than 5.Design assumes trusses era be used M anon-corrunlve envl*onment, 1 �.+v-. . design leads be applied to any oompone.% and are for"dry rue bearing 04 use. TRANS z U: 413698 5.Compares has no control over and assumes no respannstriRry for the 6'necessary. fabrication. ' rue boeMr9 a[a8 supports shovel.Shim or wedge# / ' �IQ`t fabrication.heeling,shipment and installation at components. 7.Design as�umes adecrate drainage k d. t- I' 1� 'I'II 6.This design is furnished subject to the 0nl tatkme set forth by 8.Plates shell be locate d on both faces truss,end placed so their center upon with faint center lines. I N III�I I III{!IIIII Ill ')II li��I i, MTB USA,frClCompu7 5 Software 7 6.I/WTCA in SCSI,copies of which wit be 6 1L)-E west. 0 lines Digitstate i slues see MR-1311,£SR-f 988(MiTak) r r !1 [n1NN1! JI EXPIRES 12/311201 z 11111111 This design prepared from computer input by ilk GREG ART-EL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMB"R. FORCES 48R/GDF/Co=1.00 TC: 2x4 DF #1513111 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(0) 1429 3- 0=(-402) 159 4-14=( 0) 755 BC: 2x4 OF f15BTR SPACED 24.0" O.C. 2- 3=(-1866) 42 8-11=(0) 922 8- 9"( -9) 782 12-14=) -2) 141 WEBS: 2x4 DF STAND; 3- 4=1-1659) 101 11-13=(0) 1005 9-10"( -2) 141 14-15=1 -9) 782 2x4 OF 915BTR A LOADING 4- 5=(-1659) 101 13-15=(0) 922 9- 4=( 0) 755 15- 5.1-402) 159 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1866) 42 15- 6=10) 1429 11-10=( 0) 56 TC LATERAL SUPPORT <" 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 10-12=) -73) 53 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 13-12=( 0) 56 OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX H0R2 BRG REQUIRED BRG AREA M-2.5x4 where shown; Jts:3,5,9-10,12,14 Cs-1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.1N_ (SPECIES) 0'- 0.0" -42/ 1406V -179/ 1798 5.50" 2.25 OF ( 625) Unbalanced live loads have been ADDL: BC CONC LL+DL= 50.0 LBS 9 15'- 0.0" 30'- 0.0" -42/ 1406V 0/ OH 5.50" 2.25 OF ( 625) considered for this design. BOTTOM CHORD CEECAED FOR A 20 PSP LIMITED STORAGE VERTICAL DEFLECTION LIMITS: rL'-L/240, TL=L/180 LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. MAX LL DEFL = -0.002" 9 -i'- 0.0" Allowed = 0.100"" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX IL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133"" MAX LL DEFL = --0.063" 8 16'- 9.1" Allowed = 1.454" MAX Ti CREEP DEFL = -0.211" 6 16'- 9.1" Allowed = 1.939" MAX LL DEFL = -0.002" 0 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 31'- 0.0" Allowed = 0.133" 15-DO 15-00 I 1' - 1 -- ' MAX HORIZ. LL DEFL - 0.027" 8 29'- 6.5" 7-08-09 '1-03-07 7-03-07 7-08-09 MAX HORIZ. TL DEFL " 0.045" 8 29'- 5.5" -f 1 --� Wind: 120 m h h=21.2ft TCOL=4.2,BCDL=6.D, ASCE 7-10, P r 8.00 ij M-7x8 10.6" 12 8.00 (511 Heights), Enclosed, Cat.2, Exp.B, 4TWFRS(Dir), 4 .1.---re load duration factor=l.b, y\ Truss designed for wind loads �r� in the plane of the truss only. 3 g c 10 1? , 4. o.P- �. ��rri_ ���.a� oi f/� t�7 s Il�yw�S _ ,a 11 1Ahilh 7 o o M-2.5x6 M-7x8 M-2.5x6 M-2.5x6 M-7x8 M-2.5x6` o M-3x6(S) ° 8T°5 , - 1509 , 0-p8k05 --.- y 10- 01-11 2-04-14 3-06-02 2-04-14fifi 10-01-12 y 1 - -- k 17-11 12-01 1-00 30-00 1-00 • JOB NAME: DR NORTON FLAN 3729-B B6 �G N E f Scale: 0.1894 ) r 1 cc, If ( WARNINGS: GENERAL NOTES,unless otherwise noted: hryr� p t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and lake an individual 7 C 3-G. { Truss: B 6 and Warnings before construction commences. bolding component Applicability of design parameters and r 2.254 compression web bracing must be Insisaed where shows+. Incorporation of component ht the responsibility of the Wilding r'� /,.- 3.Addiltghot temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be tateregy braced l , DES. BY: LJ2 o.a end et 10'O.C.respectively unless braced throughout their length by Ale.1001.1. is the responsibility of the erector.Additional permanent bracing of continua sheaths such as sheathing(TC)andtor d ''�''!�. • DATE: 12/8/2014 the overall structure is the responsibility of the building designer. 3 2x Impad bridging or lateral bracing required where shown++ywell C). M ry. 4.No load should be applied to any component untA after all bracing and 4.Installation of turas Is the responsC,AAy of the respective narntrecttr. ' OREGON `R• Q. 6133405 fasteners ere cormlete and at no time should any lands greeter Chen 5.Design assumes trusses are to be used in a nor-corrosive environment. -"3 fib` design bads be applied to any componerht. arid are for by r ondlhom'of use. l` '9}� 2-'-' *�. TRANS I D: 413698 8.Dag assumes full bearing at aA a c 14., /i. • 5.CmnpuTrus has no control over and assumes PO responsbilityfor Lha �" 9 supports shown.Shim a wedge I fabrication.hendang.shipment and installation of components. 7.Design assumes adequate drainage �E'R R 10- 6. is provided. 6.This design is fcxnished subject to the Amitatiens set forth by 8.Plates sumo be located or both feces of truss,and placed so their center ill lines coincide with Joint center lines. VIII NI INII II { MirCA in SCSI,copies of which will be'furnished upon ek U A,l CompuT s Softvta 7 6 8(1L) request. 10Digits ICacoFar WConnecof tor pla a design values see ESR-1311,ESR•19e8(MRak) EXPIRES 12131/2015 11111 111111 l�'I This design prepared from computer input by AA GREG ARIEL TRUSS ':R.et.a =FE,7.1,1;,,1'T1. TRUSS SPAN 11'- 3.1" IBC 2012 IDX 1+173:34 7,..M.7 .,.:"/Cq.1.'r, 7C: 2x1 OF)l&BTR LOAD'7551TCR nF7.:.E550"1.15 1-2") 0) 63 2-6.(0) 597 6••33"(0) 464 SC: 2x4 DF 919615 SPACED'24.0"0.0. 2-3=1-770) 0 6-4"(D) 567 41135:2x4 CF 51140 3-4-(-770) 0 I +CTIr 4-5"( 0) 63 SC&MMOL 501T:Y':T c"12"Ix.r110t6. ILI 25.0)+0L( 7.0)ON TOP 015*1D- 32.0 P0F PC IATE9.63.'SCa"P;F.T<-12"0C. KR. Di ON 5707M?'11Y5:" 10.0 PST 7173A5 1050" 42.0 PSI' 63_:111N4; F5V;VERT PAX ROM em PL7..Rn: opo Wthh. ;93)70 3: 12.0" 12.0" i-.C:A7T;,N" 017"'71.5)C 5501r0 FF1SITE SQ.I11. (513;.13.".) Snow:9.5117-10,25 P5F Roof Snow{Ps) 4'- 0.0" -34/ 56817 -66/ 6614 5.50" 0.34 OF(625) 14-1.504 00 equal at rxx:-stxoctural Cs-1, Ce-1, Ct-i.1, 1-1 11'- 3.5" -34/ 5990 0! 06 5.50" 0.94 OF(625) vertical iahntcrs hon). LIMITED SILR6a.XE MT ANr.7'ME TO THE SPATIAL ^3"r:rdo plate prefix 40,91 gr'a*..Ors: PE0117RFocorr OF IBC 2012 540 IRC 2012 Nur BEING PET. rte": .T.%'=.>n'711 : 0 1.45:55: Li240,T1,I. 9D 11 r:,lTt,4;16,07119 lot 3"n prefix Ccula:T_us, Fm MX:i.FLFL«-0.6 002"4 -1'- 0.0" Allrnmd- 0,100" N,N20F.."•.H1p115,1416-ISTek tiff series 147r 7m CIDM(7.5.^.x7.^F.R)OPS:Lrie.WAR.TOP MX IL CREEP LEI--0.003"f -1'- 0.0" Allowed- 0.133" AND 4071734.:13;.4,n"-SE 10550 KT 57t-07 0..mor i;i. MR u.LEFT,--0.016"$ 7.7" Allowed.F .519" NM T1.CREEP CCM.-0.643"9 5'- 7.7° Allowed" 0,692" Nay:LL:EFL--0.002"4 12'- 3.5" Allowed= 0.100" MAX TL CREEP CEI--0-003"4 12'- 3.5" Allowed- 0.133" MAX)(1400.LL RCM- 0.017"4 I0,-10.0" MX 1104I2.Ti DEFI,- 0.029"9 10'-10.0" Wind: 120 40, tw'1O.11t,TCI14-d.2,13CCIr6.0,ASCE 7-10, 4511Heights), Pod riled,Cat.2,Eop.13, lXtFItS101r), load duration factor"l.6, Tess desig-M for wire)loads in the plane of tin(loss only. 5-07-12 5-07-12 1 -'r--- .--- "..1 I ll4-4 x 4 12 34.0" 12 a.oD17 Pli c..Ja.00 101111 M-5x6 M-2.5x4 M-2.5x4 o n o y a ►m3" C, O ..e--:14.00 4.00`.. 12 12 1-00 j 5-07-12 y 5-07-12 y 1-00 l y 1-00 y 11-03-08 y 1-00 1 .108 N.A9FE: DR 0ORTou PLAN 3729-8-Di " • NGIN�^ Scale:112 \� IQ �(9 _ WARNINGS: GENERAL NOTES,unless otherwise noted: ! ]��71 e �` 1.Bulkier and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an tedleduatC.C. ;x G R i P(,. { Truss: D1 end Warnings before constnx.Han commences. building component.Applicebily of design parameters and opar 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the buldk g designer. ,/ .. 3.Additional temporary bracing In insure stability during construction 2.Design assumes the lop and bottom chords to be latently braced at • DES. BY: LJ 7 3".c-end at 10'o c respectively amass braced throtxihoul their I th by 1�- • IS Me responsnbllly of the erecta.Additional permanent bracing et continuous sheathing such as plywood sheathino(TC)and/or drywal C). •�� A . DATE: 12/8/2024 the overall structure Is the responsibility ofthe building designer. 3.2x Impact bridging or lateral bracing required where shown++ I i hp t(y`� ���r 4.No load thread be applied to any component vnt6 after all bracing and 4.Installation of truss is the responsWity of ft*reepecIlvt contractor. 1 C)n EGON Ft +3",t SEQ. : 6133406 fasteners are complete and at no ere should any loads greater than 5. assumes trusses are to be used In a non-corrosive environment ,sem .111 4 design Mads be spoiled to any component. Inc"dry condition'of use. r -7 QA' TRANS ID: 413 6 9$ S.Comp ii' fins no control over and assumes no responsibility for ore 6. "Sun."firm bearang at a9 supports shown-Shim t3"wedge N �1�Y�'., Z , N.- fabrication.hsndlkng.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 41E.r7 AO- 6. I This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faaee of truss,end placed so their center 11111111111 II 1N TPRWTCA In BCS1,copies of which will be-furnished upon request- lidos cowith joint center Imes, II MITek USA,Inc./Com uTcus Software 7.6.6 1L 9.l indicate stzect ofd in inches.im )) ( )-E 10,For basic connector plate design values sae ESR•1311.ESR-1986 ISATek) IEXPIRES:12,31,2015 _......__._..__..� ...---1----.......----------.._..__ .............------ _ _.._ _._._----....-.........._..-- -----..._..........._._ , r 1'1111111 11 This design prepared from computer input by ' I' e GREG A SEL TRUSS r3.#TiFR. "PE•"T 7iO"tutu: MISS SPAN 11'- 3.5" 11X:2012 990 FT7007t FORMS 4442/Gro/Ci1.00 TC: 2x4 EP 41«A6R 00903:7.1FATT71 TN:A1000-1.15 Kt 2x4 1!919659 SPACED 24.0"O.C. 2$-t 0) b0 2-6-01( 507 6-3-IW 464 PAS:2x4 DF STAKE 2-3"(-7 i0} 0 6-4+.{01 507 3-4-3-770) 0 WADI% 4-5-f 01 63 1 IC 091£90:,'01YF.T<-12"C--DON. IL(25.0)+51i 7.01 ON TDF ClffiID- 32.0 PSF BC 113551 P.,FF",R.T a-12^x.rid. DL CO 9(17 t4.51.00:'.- 10.0 P5F '50507,LOAD- 42.0 PS. 1173)157 MX VERT X 11090 FA*1 #377)1902 ERG APFP. .:,7FAIC.:: 12.0" 12.0" ;A''ATo"N;i EttFAC2T•757 FBACT1 14 SIZE SQ.IN. ($Ffl".101 Stow:ASCE 7-10,25 FEE Roof Snow(Psi 0'- 0.0" -34/ 5880 -66/ 669 5,50" 0.94 `F 1 625) Connector_plate prefix des3 ,3tors: CS-1, Ca-),Ct-1.1, 1-I 11'- 3.5" -34/ 5880 0/ 09 5.50" 0.94 DF 1 625) e,rn,Ci8, llP for no prefix)-Drimilrras, Inc 1 214"s,919RS,#19 IST£R X7 series L1161751x01 5152.1I474.`2PLY AN TO TM^AITTo:. RE4nIPSYII'18 OF IBC 2012 AND TEC 2012 NOT BEING RET. 'r'CR`,1 0 DE:k?:&'5 '.'ANTIS:LL-L1240, Ttr'1✓tee tflX L1L FT.r-0..000 2•$ -1'- 0.0" Allowed- 0.100" 3X'55'.1'.:1C4t:::.rin30:1:?r8 i.:c'r LIVE x090.NP MAX Tr.CHEEP tut.--0.003"a -1'- 0.0" Allowed- 0.133" AND 9707'[4 00.92 LOVE LANE ACS 1114-.^'RLTRP Y. MX 1DEET.--0.016'14 5'- .^ Allowed- .519" KIX TL CREEPL 7 DEFT.=-0.043.9 5'- 7.77^ Allowed- 6.692" f44X U DEM--0.302"9 12'- 3.5' Allowed" 0.100" PAX Ti.CREEP 1501,--0.003"a 12'- 3.5` Allowed- 0.133" PAX 9:812.1,1 D6'1<.. 0.017"8 I0'-10.0" #990 F16RI2.T1 DEFL= 0.029"9 10'-10.0' Hindi 120 spin b-18.105,7C104•4.2,550L-6.0,ASCE 7-10, 1011 Neights), 15:slcxd,Cat.2,Exp.s, 123.-R:,f^.i r), load rhnatinn fsetor-1.6, Truss drs:goad for wird loads it the plane of the truss only. T 5-07-12 - 5-07-12 144-4)0 12 34.0" 12 R.00 0418.00 I M 5x5 M-2.5x9 M-2.5x4 "r ca Cs t a ,r_3 4.00 4.00 Lam. 12 12 .L J. l- 1-00 T5-07-12 5-07-12 y 1-00 1 1-00 l _ 11-03-08 k 1-00 1 T-tD PROFr. 309 NAPE: Oil f{RTCN PORN 37z9-e- Dz stela:1/z" .-,�•NG��1 . ss/D. --- 6- -_....- _ - ..._.. _..__.... - - 4, ' X 18 WARNINGS: GENERAL NOTES,unless otherwise noted .F C] : 1.Builder and erection coMrer4nr should be advised of General Notes 1.This design is based**upon the parameters shown and is for an individual 7 9 L i 9 I`E Y-- Truss: D2 and Wamiegs before Oonslmcton commences. buldirg component.AppticabfBy of desi n parameters and proper 2.2x4 compression web bracing must be installed where shown r. mcorporarion of component Is the nssponsIbility ofthelater Yd designer, ,,,� . DES. BY: LJ 3.Additional temporary bracing to Insure staMOtq during co+shutiton assumes the top end bottom chords to be i is me responstbABy of the erector.Additional 2'0.e.and at 10'ox.respectively uniess braced throughout their length by - •r. � �5,. • permanent bracing Of continuous sheathing such as /weed sheath here)endlordrywall(BC). NOW. ,. !-� /,� DATE: 12/8/2014 the overall.structure is the to airy responsibility of the buildi a designer. 3.In impact bridging or lateral timing required where shown+. "f' OREGON 9„ 44 . S E 6133407 4.No load should be applied to any component until after a4 Ixacing and 4.installation of buss Is the responsibility u the respective COnirICtor, / " Q• 1 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-cxxroshre environment, y. -rr�r Resign loads be applied to any component. and are for"city condition'of use. �' �' 2Q'`` • -��. TRANS S I D 413698 5.CnmpuTrus has no control over and assumes no responsibiity for the 6.Design assumes RAI bearing at an supports shown.Shim or wedge H 14.r tt el. • fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'RA t t„4- .6.This design Is furnished sub)ect to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center t!i? TPUwrCA in SCSI,copies of which oil be famished upon request. lines coincide with int Center lines. Il ISI II I VIII(� NSIE. Digby bask coIndicate eke of plate in Endres. 111111111 I" M1Tek USA,It1G./CompuTrus Software 7.8.6(IL)•E 10.For bask.rnnrwnctnr plate design values see E5R-1311,ESR•1986(MIrek) EXPIRE&12/31/2015 rilgiullll111 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" IBC 2012 MAX.:6.243ERMAX FORCES 4WR/GDF/C 1.00 TC: 2x4 DF 31&BTR LOAD DURATION INCREASE= 1.15 1-2+) 0) 63 2-4=(-33) 29 3-4=(-148) 91 BC: 2x9 OF#1&BTR SPACED 24.0' O.C. 2-3-(-108) 72 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT<= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX BONE BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSE 01- 0.0" -27/ 372V -36/ 75H 5.50" 0.60 OF ( 625) OVEiD31OI S: 12.0" 0.0" 5'- 1.5" -18/ 195V 0/ OH 3.50" 0.14 00 (1400) Snow: ASCE 7-10, 25 PSF Roof Snow(PS) Connector pplate prefix designators: Css=1, Ce=1, Ct=.1.1, I=1 C,CH C18,CN18 for no prefix) =CompuTrus, Inc VVTICAL DEFLECTION LIMITS: LL=1/240, TLwL/180 M,M2OHS,M18HS,P116=MiTek MT series LIMITED STORAGE DOES NOT APPLY DOE 1'O THE SPATIAL, MAX LL DEFL=-0.002" @ -11- 0,0" Allowed= 0.100" R.EQQ(JI?S.TENTS OF IBC 2012 AND IRC 2012 NOT BEING . MAX TL CREEP DELL=-0.003" @ -11- 0.0" Allowed= 0.133" MAX TC PANEL LL DEET=-0.098" @ 2'- 8.2" Allowed= 0.351" BOTTOM CHORD CHE D FOR 10PSF LIVE LOAD. TOP MA)(TC PANEL'TL 01001= 0.061" @ 218.2" Allowed= 0.526" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. mAX HORIZ. LL DEFL=-0,000" @ 41- 11.8" 5-01-08 MAX HORIZ. 'IL aria=-0.000" @ 4'- 11.8" T 12 1' Wind: 120 mp ph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.001'" M-1.5x4 load dAn fEn ), losed, Cat.2, Exp.B, M]E?2S(Dir), r=1.6, Truss designed for wind loads in the plane of the truss only. illN ,-i M O N 7M-2.5x4 /1ytMl 4 y- v 111111111111 M-1.5x4 0 0 0 x^4.00 12 1-00 y 5-01-08 y JOB NAME: DR PORTON PLAN 3729 B - 03 e� S' Scale: 0.5417 „ Q I WARNINGS: GENERAL NOTES,uNasa otharwioa noted: 1-!C�.'�s,PE. �,r• 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and M for an Individual • Truss: D3 and Warnings before construction commenoas. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of COmponem is the responsibility of the balding designer, r'" . 3.Additional temporary bracing to insure stability during construction A Design assumes the top end bottom chords o be laterally braced at DES. BY: LJ 2'o c.and at 10•o.a respectively unless butted throughout their length by a� Is the responsibility of the erector.Mdfiwml permanent bracing of tx impact bridging or such as acing a su ed where Cs nr tlrywan(BC). • mil y. DATE: 12/8/2014 the overall smxt,ra is the responsibility the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "+L. 4.No load should be applied to any component until after at bracing end 4.Installation of truss is the responsibility of the respective contractor. '7, OREGON 4r 10 SEQ. : 6133408 1 fasteners are complete and at no time should any reads greater than 5.Design assumes trusses are to be used m a non-corroste envirorm�ent. '�, 't, A. 5. and are for'YHy condition'of use, '4 TRANS I D: 413 6 9 8 design loads he spilled to any compo ant. 6.Design assumes ft t tine Ing el aN suppo is sh wn.Shim et wedge t le) /4., 2 Q'` r=b++'rou fnvs has na controlwar and assumes ro raspoftsr�.AAy for too necessary. • C� 11 y fabrication.handling,shipment end insletis ation of components 7.Design assumes adequate drainage proveed. +: RIO- 1111111111 1..v- 1111 1 III I,I1 8,This design is furnished subject to the iin itatbns sat forth by 8.Plates shall be located on both fares of truss,and planed so their center TPtANTCA in BCSI,copies of which wit be furnished upon request, Dish coincide wiz joint centerIncee. l j 9.Olgta indicate etre of pieta in Inches. 12/31/2015 i MITek USA,Irtc lCompuTrus Software 7.6.6(11)E 10.For basic connector plate design vaiuossee ESR-1311,ESR-1988(Mtlek) EXPIRES: i 2/31/201 5 A C 1111111111 This design prepared from computer input, by • GREG ARIEL TRUSS LUMBER. SPECIFICATIONS TRUSS SPAN 8'- 3.0" IBC 2012 MAX MEMBER FORCES 9NR/GDF/Cq=1.00 TC: 2x4 OF 81&BTR • LOAD DURATION INCREASE = 1.15 1-2e) 0) 63 2-4=(0) 0 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-161) 120 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 00N. LL( 25.0)+DL( 7,01 ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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' 0/ 488V -45/ 1358 5.50" 0.78 DF ( 625) ?'- 11.0" 0/ 1565 0/ OH 2.00" 0.25 OF ( 525) Snow: ASCE 7-10, 25 PSF Robe Snow(Ps) 8'- 3.0" -75/ 227V 0/ OH 3.00" 0.36 DI ( 625) Cs=1, Ce=1, Ct-1.1, I=i VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L1180 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" THE BOTTGM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX TC PANEL LL DEFL =- -0.313" 0 4'- 7.3" Allowed - 0.606" 8-03 MAX IC PANEL IL DEFL - -0.483" @ 4'- 7.4" Allowed = 0.909" 1 1' MAX HORIZ, LL DEFL = -0.001" @ 8'- 1.5" 12 3 -r. MAX HORIZ. TL DEFL = -0.001i1 @ 8'- 1.5" 8.00 CZ Wind: 1.20 mph, h=18.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. n 0 u% 0 o rI, o • M-2.5x4 7-11 0-04 1, ). y 1-00 JROVIDE FULL BEARING;Jts:2,4,3J 8-03 p�y: <C SOS JOB NAME: DR HORTON PLAN 3729-B - Si �NAG]N �© Scale: 0.9376 / krIV[IY tr.ti ) WARNINGS: GENERAL NOTES,unless otheen ise noted' 1.Builder end erection contractor should be advised of a9 General Notes 1.This design is based only upon Me parameters shown and Is for an indMdual 7 /t and Warnings before construction commences. building component. TrUSs: J1 Applicability of design parameters and P r I 2.204 compression web bracing must be Inatailed where shown+, 2 incorporation assumes component end bottom the re chords be the herbuilding designer. ,�'' DES. BY: LJ 3.AddHtermt temporary bracing to inure stability during construction 2'o.c.and at td ore.rhe auo t theiraced aF Is the responsibility of the erector.Additional permanent bracing of respectively ply cod s eathin throughout their I ). ' o • �� coccanu impact sheathing g sarin as plywood aheeMvng(TC)arrNor drywall C}. it DATE: 12/8/2014 the mere slmctura is the responsibility of the bolding designer. a 2x impact bridging or-lateral bracing required where shown++ E(501' y 4.No load should be applied to any component unt9 alter all bracing and 4.Installation of tenets the responsibility of the respective c ntractor. '}F �fl t.;V?vtY `1/f SEQ. : 613 3 4 0 9 fasterrers am corrgrete end al no ams should any loads greeter then 6.ONO assumes trusses are to be used'n a non-cormelve errM1ronmeot, ^T k ^�•-� TRANS I D: 413698 be applied to any component. 6.Desid gn a for ffuut heeling atallsupports shown.Shin or wedge It l'4)%7/' 1'�. 2C(•� • S-irOmfrlTmla has n0 control over end aesur;r95 no responsibility per the necessary. I t N fabrication,handling,shipment end inslaaation of components. 7.Design assumes adequate drainage is pmvided. ." 6.This design Is furnished subject to fie timasttons set forth by 8.Plates shall be located on both faces of truss,and pieced so their center (1f II Ilul�m�I ) .Y I SII VIII Ira ISI TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �I 9.Diggs indicate rte of plate to inches. MiTekUSA.IncdCompuTrusSoftware 7,6.8(1L)-E tO.For basic connector piste design Woes see ESR-1311,ESR-1988(Mfrek) ( EXP(RES'12/3112015 .---- -........_ -- --_....... - -....._......._.._-- --- 1'URlll�l This design prepared from computer input by U f GREG ARIEL TRUSS LUMP.EP. SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4HR/GDF/Cd-1.00 • TC: 2x4 DI 41&BTR LOAD DURATION INCREASE = 1.15 • 1-2-( 0) 03 2-4=(0) 0 BC: 2x4 DI 41&BTR SPACED 24.0" 0.C. 2-3-(-84) 22 TC LATERALSUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSI BEARING MAX VERT MAX FORE BEG REQUIRED BEG AREA DL ON BOTTOM CHORD - 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVI.R.FRNGS: 12.0" 0.0" TOTAL LOAD v 42.0 PSI 0'- 0.0" -28/ 322V -22/ 73t] 5.50" 0.52 DF ( 625) 1'- 11.0" -30/ 55V 0/ OH 2.00" 0.09 DI ( 625) Snow: ASCE 7-10, 25 PSI Roof Srow(Ps) 4'- 0.0" -34/ 96V 0/ 0H 2.00" 0.15 DI ( 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 LL DEPL - -0.0022" B -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND SRC 2012 NOT BEING MET. MAX TL CREEP DELL = -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DELL - 0.002" 0 .1'- 0.8" Allowed = 0.069" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.003" 0 1'- 6.6" Allowed - 0.408" 4-00 AND 301TCM CEORD LIVE LOADS ACT NON-CONCURRENTLY. 4' 1' MAX HORIZ. LL DEFL - -0.000" 8 3'- 11.0" 12 MAX. H0RI1. 1'L DEFL = -0.000" 8 3'- 11.0" 8.00 F,7' Wind: 120 mph, h17.5ft, TCDL-4.2,BCDL=6.0,. ASCE 7-10, g -, (All Heights), Enclosed, Cat.2, Exp.B, NWIPS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. c 0 o A "'r• 6 Q M-2.5x4 J• l y 1-11 2-01 1, l l 1-00 9-00 PROVIDE FULL BEARING;Jts:2,4,31 ..,•JOB NAME: DR HORTON PLAN 3729-B - J2IN / Scale: 0.5826 �1�3 ��Q: WARNINGS: ....'...--__ GENERAL NOTES,amass otherwise noted: i ^` °7. 1.Builder and erection contractor stxsuld be advised of all Ganem!Notes 1.This design is based on upon the parameters shown and b for an kxfviduat M p '92�iPE: r" Truss: J2 and Warnings before construction commences. building component Applicability of design paramoten and proper f� 2.2x4 compression web brardng must be installed where shown'c. Incorporation of component i4 the responsibility of the building eesgner. �'' 2.Dead assumes the top and bottom chords to be lateral! braced at 3.Additfonat temporary bracing insure stnta'Cdy dining co sinacdon y DES. BY: L,T 2 ntie and at 10'o.c.resp us plywood elbraced throughout thea length is Me responrst7x'Gty of thn aractar.lutdpia�ai pem5armnt bracing sf -�i' ` 1111.7. DATE: 12/8/2 014 Ox Impact sheathing such as sheathing(TC)andfordrywail C) -"'"` n. the dvarpll structure!s the resporssdtlliy of Me twktltng designer. 3,2x impact bridging or IaWrnt bracing required where st+avn++ OREGON �4. 4-No load shxokd be applied to any component unit alter act bracing and 4.Instaialion of mats is the responsibility of the respective contractor. '74 'G' ,9-, { '- SEQ. : 6133410 ) fastonats era complete and at no bine should any loads greater than 5.Design assumes trusses ars to be used In a non-eotrostve environment, 1 .. ry� �. ( design loads be applied to any component. and are for"dry condition'of use r,/q 7;1?' 2-° - .. . TRANS D: 413698 6.Design assumes full bearing at all supports shown.Shen or wedge if 1 ' R ( 6.ComeuTrus has no control over and assumes no responsibility for the and are efo 44' ''R i 1 � t�t Z;� fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is p•ov!de d. �/ 1- 6.This design is famished subtect to the}imitations set forth by R.Plates shall be located on both faces of truss,and placed so their center of which win be ashed upon est lines coinckle with 11011111111111111111111111111 A4 irk UGSA,tne.JCO pUTtus Software7.6.6(114.E u 10.For be nnector�plateedes!gn values see ESR•1311,ESR-1969(MRek) l r lines. 8.Digits Indicate size of plate in inches. EXPIRES:12131/2$15 11111I11 This design prepared from computer input by ' Ifl I GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'^ 0.0" TC: 2x4 DF #10050 LOAD DURATION INCREASE .. 1.15 • IBC 2012 MAX MEMBER= FO 02-R-GDF/0q=1.00 1-2=( G)) 50 z-4-(o) 0 BC: 2x4 DF #103TR SPACED 24.0" O.C. 2-3=(-S6) 11 TO LATERAL SUPPORT <= 12"0C. DON. 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 BOG 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" -30/ 306V -7/ 43H 5.50' 0.49 DP ( 625) 2'- 11.0" -1E/ 74V 0/ OH 2.00" 0.12 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps} 3'- 0.0" 0/ 49V 0/ OH 2.00" 0.00 DF ( 625) Cs-1, Ce-1, Ct=i.1, Irl VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" 0 -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 TO PANEL LL DEFL - -0.005" 0 1'- 9.5" Allowed = 0.168" BOTTOM CHORD CHECKED FOR 1OPSF LIVE IOAD. TOP MAX TC PANEL TL DEFL - -0.007" 0 1'- 9.5" Allowed =• 0,252" 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T ..... T MAX NORIZ. LL DEFL - -0.000" 0 2'- 11.0" 12 MAX BOR/Z. TL DEFL = -0.000" 0 2'- 11.0" 6.00[..:2' Mind: 120 mph, h-16.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFOS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 .,r I' ca 0000,1 4 c F O 1.1 1 MI O p i. 4 M-2.5x4 2-11 0-01 y k y 1-00 3-00 PROVIDE FULL BF,ARING;Jts:2,Y74] ,, v Pf1fl, 0:11 JOB NAME: DR HORTON PLAN 3729-B - J3 Scale: 0.6296 • ���x4N ,/- C . 119 . 1 I i WARNINGS: GENERAL NOTES,unless otherwise noted: I �ryry"rr��"" iT� i 1,Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ,c C 7G 1111P L t"" T rU s S: J3 and Warnings before construction commerices. balding component.Applicability of design parameters and proper I a 2x4 compression Web b'scicg must be Installed where shown•. Incorporation of component is the respeoti bitiry of the building designer. J 12.Manion assumes the lop end eeltorn Chdtla to be laterally braced et 1 i . a Add9onal ternporery bracing b insure 51aMRy during corl5tructlon DES. BX: 1,J Is the reapons DN ry of the erector.Additional pe manent bracing M 2'o.C.and at 117 o c.raspeas plywood y unless braced throughout their Ih by 'r, /nt ^ .. I9 continuous sheathing such as plywood aheathing(TC)radio.drywa _.* DATE: 12/8/2014 the overall structure Is the responsibeily of Me Wilding designer. S.2x Impact bridging or lateral bracing required where shown.... co .'G7 SEQ. : 6133411 4.No load should be applied to any component unit after all bracing and 4.Inatalatlon of buss is the raeponsibthy of the respective contractor. 7.1._ Qri o'.,Ias fasteners are complete and ata time shwa!any loads greater than 5.Design assumes trusses are to be used In a non-rxxrosive environment, `r'47,1' design Itwttls be applied to any component and are fa"dry mnddion"of use. / '9}r '1 TRANS I D: 413698 5.CorsuTrua has no control over and assumes no swoon sPolltry for the 6.1:38817`88818888"bearing at all supports shown.Shim a wedge if I 14. eoi. fabrication.handling,shipment and installation of nems. necessary. V ( components. 7.Design assumes adequate drainage is truss.d. •. R A,.1-k- 1111114 I�111 IIID VIII�I�I�I I 8.This design is furnished subject to the limitations set forthby 8.Plates shall be located on both faces of truss,end pieced no their center I IHI�,�(' TRIANICA in SCSI.copies of which wit be furnished cora,request Imes mindde with joint comer Tinea. o.Digits tmNrste size of plate In Inches. Mask USA,It c.FComptlTfus Software 7.6.6(1 L 10.For basic connector plate design values see ESR-1311,EBR-1988 Welt) PI 2tIs a /GVnn 1 1111111 This design prepared from computer input by Hj GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" Wind: 120 mph, h-16.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, TC: 2x4 OF O14BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.R., MWFRS(Dir), BC: 2x4 OF fl&BTR SPACED 24.0" O.C. load duration factor=1.6, WEBS: 2x4 OF STAND Truss designed for wind loads LOADING it the plane of the truss only. TC LATERAL SUPPORT <= 12"OC. UON_ LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POT Note:Truss design requires continuous BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD - 42.0 PIF bearing wall for entire span DON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=I, Ct-1.1, 0=1 LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM. CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-00 I .._,— .-....,r 12 6.00(7 M-1.5x4 -� 3 ' il 0 .-r r H •Iiillrr/�/r!//figi////f/ M-2,5x4 M-1a5x4 k .1. .0 1-00 3-00 ,5:1,0PROFto JOB NAME: DR HORTON PLAN 3729-B - J4 Scale: 0.6560 S./2/3M / +t.7q V. WARNINGS: GENERAL NOTES,unless otherwise noted: j c©i 2.1Ir'y 1.Builder and erection(=tractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual � '.✓ r L { Truss: J4 and Warnings before construction commences. building Component.Applicability of design paremetere and proper 2.2x4 compression web tracing must be installed where Shown+, incorporation of component Is the respanslbd8y of the building deskmer. / a Additional le -key bracing to insum esabSey during construction 2.Design assumes the top and bottom chords to be Iaterhhy braced of DES. BY: LJ is Me real le ialy of the erector.Additional 2'ec.and at ta'o.c.respectively unless braced throughout their length by , -46001.1".. permanent bracing of .� ' - CCMinumus sheathing stall as plywood u fired ltg(TC)anular Orywen C). DATE: 12/8/2014 the overall structure a the respunsteby of the building designer. 3.2x impact bridging or lateral bracing required where shown»+ 111 4,No load should be applied to any component unto after all tracing and 4.Insta9elbn of buss is the responsibility of the respective contractor. "'?} OREGON b, �•r t . SEQ. : 6133412fasteners are complete and at no time should any loads greater than 5.Design assumes trusses era to be used in a non-corrosive environment, Y design loads be applied to any component. and ere for'dry condition^of use. !0 '1), .� , ,Q "�+ TRANS Z D: 413698 5.ConpuTrus has no control over and assumes no respnretaily for Me 8..Design assumes full bearing at ail supports shown.Shim or wedged S I �j j falxaabar,handling_shipment and irrstaaatbn of Cbmponetds. 7.Demes adequate drainage le provided. ' T R 1 kL B.This design Is furnished subject to the findhrtlons sat forth by 8.Plates shall be located on both faces of truss,ani planed so their center TPIANTCA In I,copies of which will be furnished upon lines wet t center lines. I 101 on ��-. Ili �I J MTek USA,I ciCompuTrus Software 7.6.6(IL)-E 10.Far ba connector plate design values see ESR-1311.ESR-1988(MiTek)request. coincide � 9.Digits indicate site of piste in taches. EXPIRES:12/312015 1111110111 This design prepared from computer input by GREG ARXEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4NR/GDF/Cq-1.00 TO: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2n'( 0) 63 2-4"(0) 0 BC: 2x4 OF 814BTR SPACED 24.0" 0.C' 2-3=(-62) 12 TC LATERAL SUPPORT <- 12"OC. DON. LOADING BC LATERAL .TUPPCRT <= 12"0C. JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX 6ORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVEROANUS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 297V -14/ 52H 5.50" 0.48 DE ( 625) 2'- 5.0" -16/ 59V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE; 7-10, 25 PSF Roof Snow)Ps) 2'- 6.0" -11/ 40V 0/ OF 2.00" 0.06 OF 1 625) Cs-1, Coal, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPhY DUE; TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" 6 -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" BOTTOM CHORD CEECNED FOR .lOPSF LIVE LOP.D. TOP MAX TO PANEL LL DUI = 0.003" @ 1'- 3.3" Allowed - 0.152" 2-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - -"u.003" 0 1'- 6.2" Allowed = 0.227" T - 1. MAX HORIZ. LL DEFL - -0.000" @ 2'- 5.0" 12 8.00 p MAX HOER. TL DEFL = -0.000" @ 2'- 5.0" Wind: 120 mph, h-17ft, TCDL=4.2,BCDI,=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 y rM-2.5x4 v. ca ca O cs srN Q F- I se. O y ll 2-05 0-01 3, 1, y 1-00 2-06 (PROVIDE FULL BEARING;Jts:2,3,,41 0 PRQF4c. JOB NAME: DR HORTON PLAN 3729-B - J5 Scale: 0.6304 ' �i �/d WARNINGS: GENERAL NOTES,unless olherwise noted: C} fe� 1.Builder and erection Contractor should be advised of all Genera!Notes 1.This design is based only upon the parameters shown and is for en individual s 92 F, T Truss: J5 and Warnings before construction commences, building component.Applicability ofdesign parameters and proper ( 2.2x4 compression web bracing must be*stated whore shown+- Incorporation of component Is the responsrbiity o the building designer. rail. _ • `` 3,Additional temporary lwaclg to insure stabllly during construction 2.Dass asotnnes n'e fop end bosom chords to be lateraly brae®d at DES. B Y- LJ is the capons betty eFthe ereexa.A4Allpnai panne rent bracing of 2'o.c end at 10'o.a such arespective&unless braced throughout Thee len h by 1 conbmuovs sheathing such as plywood sheathing(TC)andtor drywall(BC). DATE: 12/8/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ CC SEQ. : 6133913 4.Ne load should be applied to any component until after as bracing and 4.lnstalation of truss is the responsibfly of the respective contract*, y� OREGON ([+ . fasteners are complete and at no time shogd any loads greeter then 5.Design assumes trusses are to be used In a nee-oenoslve environment, • \ JCt TRANS I D: 913698 design loads be applied to any component. and are for"dry condition'of use. ! Q Y14, '' . 4 " 6.ComplTrus has no control over and aeawmes no resPonsn'llity faf the 6.Design assumes full basing at all supports shown.Shim or wedge 1 fabrication,handling,shipment and iastaselton of conponents. Design assumes snecessary r 1. Flo 1 t- Ib 6.This design is furnished subject to the lecilations set Tern'by B.PPlattes shall be locatedcaadequate faces o.rainege is provided, placed so their center j 1 MI 1111 lin III IIII 1 TPINVICA In BM,copies of which will be furnished upon request. Dioscoincide win joint center hoes. 9.Digits indicate sive ofpule to Inches. MITec USA, Software 7.6.6( L 10.For basic connector plate design venues sea ESR-1311,ESR-1938(MiTek) EXPIRES:12/31/2015