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I / 2 (59 14-09-08 DR HORTON SPAN PLAN 3725 "A" 3 ..---4 , , ---/ GARAGE LEFT --- - 1 2 3 4 5 ' 5/12 1-0-0 0/H • 1 2 3 4 5 6 7 8 9 rifj9 25# SNOW LOAD 4 ' 0 . 0 1 2 3 4' 5 r— — -— "1 co Lo I FAL ' u., : c: L — — 4-- --J : CU e , CHUCK HOLT 1/30/2013 M V SZ6. i Al A IL_ _11_11_ _ft_ IL 1 —/ --GIRDER . 1 , 1 2 2 . , I3 3 - 4 • I / 4 " • 21-01-00 J 5 / r ' - /- o o _ SPAN 6 z 1 6 CI) I I C) ' CU / 0 7 R/S r() G/E9 I ti 0 , w _1 5 4 3 2 1 11-00-00 1 t • SPAN I le) 0 r Ris , 4). 1 502 'r i - G/E (if: I • \- i' J• 18-11-08 J' TAN r 9-01-00 (4/11 .< -, .- ,0 & 1 IT c-) o a c -, c w ,--1 lip 7, r • G/E pZ DR HORTON PLAN 3725 "A" 14-09-08 (D' 2 / 1 SPAN �/ 3 GARAGE RIGHT A- ra 51 5/12 1-0-0 0/H 4 3 2 1 9 8 7 6 5 4 3 2 1 25# SNOW LOAD , 5 4 3 2 1 0C.9, 0 m 0 FA u1 AUI CD N L _ _ _ J 9 CHUCK HOLT 1/30/2013 �- -' 0 3/H 1- - f: 45), 1 _ j i :1'1"4::::,..i: :is0PG IRDER'':--:. 1 6 72 _ 2 7_ 1 i �I 1,1 0ZAN N ; / 7 �G� I G)E R/S L 1 2 3 : 4 9 - �"� ' I 11-00-00 GZ R/S 0N ( ( SPAN 5/12 i I I G/Ea , .A.,, I 18-11-08 J SPAN y 9-01-00 SPAN 0 g fi F., n 0 3 U C C fA MiTek( MITek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 3725-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2266853 thru K2266869 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��Q,ED PR pFFoAGINei9s0 /O 2 cc 89200PE 9r' 7 4,OREGON 0, �IVQ i0 .114VP.�„ g'FRR ILS- 0. August 11,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF MISBTR LOAD DURATION INCREASE = 1.15 1- 2-1 0) 43 2- 8=(-10) 1937 3- 8-(-465) 125 BC: 2x4 OF 01&BTR SPACED 24.0" O.C. 2- 3=(-2192) 65 8- 9=( 0) 1261 8- 4=1 0) 779 WEBS: 2x4 DF STAND 3- 4=(-1912) 57 9- 6=(-10) 1937 4- 9=1 0) 779 LOADING 4- 5=(-1912) 57 9- 5=(-465) 125 TC LATERAL SUPPORT <- 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2192) 65 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 43 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 1253V -73/ 73H 5.50" 2.01 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27'- 1.5" -44/ 1253V 0/ OH 5.50" 2.01 DF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, IL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.092" @ 17'- 10.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.218" 0 17'- 10.2" Allowed = 1.747" MAX LL DEFL = -0.002" @ 28'- 1.5" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.034" @ 26'- 8.0" MAX HORIZ. TL DEFL = 0.057" @ 26'- 8.0^ Wind: 120 mph, h=l9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-1.6, 13-06-12 13-06-12 Truss designed for wind loads f f f in the plane of the truss only. 7-01-08 6-05-04 6-05-04 7-01-08 T 1' 1' T T 12 12 5.00 17 M-4x6 ''' =16.00 4.0" 4 4S( M-1.5x9 M-1.5x4 3 .s• \ , M 1 'e NM aw _- 7 07 8 9 t �M-4x4 M-3x4 M-3x6(S) M-3x4 ..7::m-4x4 1 0 0 y ), y 9-03-04 8-07 y 9-03-04 �'c 0 PRQpc. y ANG ER O�9 15-11 y 11-02-08 y INE 1-00 27-01-08 1-00 Q 89200PE 'r" JOB NAME: DR HORTON PLAN 3725-A -Al Scale: 0.2178 r- . JOB _ . WARNINGS: OENERALNOTES, unfosseth.wbe octad; I CC 1.Milder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters own and la tor 7,r an lndhrldusl A- / OREGON Truss: Al and Wettings before oonNB.n commence.. bu8dIng component Appwbity of design psrsmden end proper Vl 2.b4 oempreadon web bmdng must be bolded where*hewn 7. mcarae4 rpeon of component tithe responelbMly of the building designer. IJ\ 9 y 1 2 � 4(,/ 3.Addition.!NmpomMs ry bracing to ueteblRy during canis:Son 7 2.Design names the top and basion tlardsro be laterally braced at �✓ `ail.'. N the oaponebBly of the ander.AddBorul permanent bracing of os.end t 1 V coo.respectively unless braced throughout thin length by continuous sheathing such es plywood M*ethMg(7C)ender dryeall(BC). �R RIO, DATE: 8/10/2016 the event Mndae kin respen,NRry of the building designer. 3.2s Irepad bridging or Word bredng required where Mown.. SEQ.: K2266853 4.No bed should be applied to Hey component tmu.iter albr.drg end 4.brigs on ofh,uesssumes sunes are he nreporaiblety m respective non-cooed..rentor. /listeners ere complete and et no time Meld airy beds PeaielthM end en tor•dry ce"dbee'of use. TRANS I D: LINK design beds a applied te.my ca Pa 8.Design assumes loll bearkg et ell supports shown.Shlm or wedge S EXPIRES: 12/31/2017 5.CempuTrus has no control over win mums no neponeblRy for the nesey faQ bdabn,eethsndbng.shipment end Installation components. 7.Design Resumes adequate drainage b provided. August 11,2 16 8./his dgb n banished edM lad to the Matbns set forth by 8.Plate.Mel be located on both aImes,faces of and pieced**Melt center TPI WTCA In 13C81,copies nt whish M be NmNhed upon request Anes coincide well Joint anter goes. 9.Ws Indicate she of plate In Mins. MRek USA,kmiCempuTrus Software 7.6.6(1L)-E 10.For bask connectorpMe design values see ES5.1311,ESR-Ieee)sBTeb) 7 7 J This design prepared from computer input by GREG AR/EL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF FICATRUSS SPAN 27'— 1.5^ Wind: 120 mph, h=19ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF 8l& TR BTR BLOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), SPACED 29.0" O.C. load duration factor=1.6, TC LATERAL SUPPORT <= 12^OC. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. 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. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-06-12 T 13-06-12 12 T 5.00 IIM-9x9 12 3 45.00 N� 2 i '' 1 Mil, 0 o M-3x6(0) o M-2.5x4 M-2.5x4 15-11 . I PR. ).---411-02-0e '� GVN,E t�'/ 1-00 27-01-08 tc,C? F'N �� o Q 89200PE pr JOB NAME: DR NORTON PLAN 3725—A —A2 /��/ Scale: 0.3053 • ew WARNINGS: GENERAL NOTES. unless omersdse noted: Truss: A2 1.Balder and neW°nc°^beq°renoW be stlu mdoli General Notes 1.This design open thelis parameters shown and onr.nl Individual �Lee, OREGON �� eM W nirga Mare construction c«nmeMea. building oomponen.Applicability of design parameters and proper 2 2a4 compnsslon wale bracing must be Installed when sham�. Inwryoretbn of component le ms responagNy eta.Weft;designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bead a � 14 2O� �.. le the rsepon.Any alma erector.Additional permanent bracing of ze.e.aM hes oa napedwply tithes breed throughout melt length by 8/10/2016 me ossr.H sdw.lethe responsibility east len 55nhuous sheathing such as plywood abamag(TC)tent«dnywan(BC). nIZ RIO- DATE: R)17' building designer. 3.2a impact bridging or Mewl brarequired ahem shown+. C SEQ.: K2266854 4.No load Mould be mailed fo any component wall ser eg lensing and 4.IMteRetbn of trues Is me responsibility craw mambo oemnetor. fasteners are complete end at no Arne should any leads gmhr than 5.Design assumes trusses we n be used In a non-maestro environment. TRANS ID: LINK design tadeM.ppSedte•M componwri• and an for'dry condition.'of me. 5.C«npuTwaMsnomntrWov«erwenset responsibility 8.Design aawmeaMWnkgwdWpponaehoxn.Shan«wedge a EXPIRES: 12/31/2017 fabrication,ha dang.*Nomad and instal albn of components. mammy.no R This design Is furnished eub)ecltothe 5.0nbneatforth by 8.PlatesMal e raadequate no bothfso esaran,endpacedsomaanter August 11,2016 TPVNTCA in BC51,copies orwhkh WI be furnished upon request. lines comdde wan pint center BMs. MtTek USA,IngJCongntTrus Software 7.8.8(iL}E B.Dpee lancet*els of plats In Inches. 10.For basic connector plea design values see ESR•t31 t,ESR•tsea(MRek) 1111 . This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 SC: 284 DF 616BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-12=(0) 2087 3-12=( -500) 104 BC: 2x4 DF 814BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 4=(-1924) 45 14-10=(0) 1666 12- 3=( 0) 498 3- 4=(-1929) 0 14-30=(0) 2087 5-13=(-1550) 0 LOADING 4- 5=1-1617) 29 13- 6=( 0) 194 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -254) 43 13- 7=)-1550) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -254) 43 8-14=) 0) 498 TOTAL LOAD = 42.0 PSF 7- 8=(-1617) 29 14- 9=( -500) 104 OVERHANGS: 12.0" 12.0" 8- 9=(-1924) 0 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-2353) 45 Cs=1, Ce=1, Ct=1.1, I=1 10-11=( 0) 43 Unbalanced live loads have been considered fox this design. ADDL: BC CONC LL+DL= 50.0 LES @ 13'- 6.8" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5X4 or equal at LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -29/ 1287V -73/ 73H 5.50" 2.06 DF ( 625) non-structural verticals. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 1.5" -29/ 1287V 0/ OH 5.50" 2.06 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.400" @ 16'- 9.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.574" @ 16'- 10.3" Allowed = 1.747" MAX LL DEFL = -0.002" @ 28'- 1.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.037" @ 26'- 8.0" 0-09-14 0-09-14 MAX HORIZ. TL DEFL= 0.063" @ 26'- 8.0" f-'f 1--f 13-06-12 13-06-12 Wind: 120 mph, h=l9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5-11-09 4-05-07 2-03-14 2-03-14 4-05-06 5-11-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 'f if 'f 'f 1' 'f 'f 'f load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 I7 1114-4x4 d 5.0o in the plane of the truss only. 4.0" 6 M-3x9 M-3x4 M-2.5x4 +.1 2. e-2.5x9 13 M-2.5x4 M-1.5x4 o 1pllopoqiiioiiM-1.5x4 1 6-00 M el O 2rf 12 14 ^ 10 O I M-3x6 M-4x6 o M-1.5x4+ M-4x6 M-3x6 I y M-�.sx4+ +SMSHS-3x1.0(5) y [`c.o PRQp G y 10-03-04 6-07 y 10-03-04 y �`Co- h�GMNEk-• 15-11 11-02-08 Q� 9 J, y y y 89200PE r 1-00 27-01-08 1-00 'WS. JOB NAME: DR HORTON PLAN 3725-A - A31. Bcale: 0.2053 =9 OREGON 4,/ WARNINGS: GENERAL NOTEA ones otherwise noted: Ayy 1.BuiNer and erection eonttador shooed be advised of ell Generd Notes 1.Thk design k based edy upon the perimeters shown and k for an lndtkual >' riq� 14 2-(';\ O�� �� Truss: A3 and Warnings before construction commences. buedeg eempenem.Appieablty of design parameters and proper -(^ �y 2.2e4 compres•bn web bracing roust be ewkew where Nom a, incorporation of component kth.responsibility of me bulking designer. fl i'. 3.Additional temporary bracing to home'NNW duMg construction 2.Design aawnea the rep and bottom domes to be Morally brxxd at �Lj \ V N Ms mlwneWy oflhe enactor.seeAdnterN permanent Netting of 7 oa and at 10 0.0.eepedkey union braced threughout their length by /�R "� DATE: 8/11/2016 the overall structure Is the re.ponNMNy of the bWdig d sgn.r. 0,impact uesiing orng Wendsuch br lywoed citedeheeta em sh) wn•• dnywall(Bq. 3.2e e bridging or keret bracing eg regdthe wave shown. SEQ. K2266855 4.No baa should be applied to slry ampMerd uegaMral bracing oral 4.Designs umes trusses responsibilitytobsused In omanvvs meraaor. A.m.*ere complete end vino See should soy bad.greeter then 5.Design aswmsa rote,•,.r.I.he".ed m•nen•eerre.N..nvhoMMd, EXPIRES: 12/31/2017 and are for"dry venation.of use. TRANS ID: LINK deagn bads be applied to any compomma.5.CompuTnrehes nocoWdover and a.wmenereepoMDgyte the August DesgnassumesfullbearigetallauppoMshewn.SNmorwadge8 August 11,2 16 ebrbatlon.handling,shipment and heke.8on of eo ne sign mp5,by 7.Dat.,t,.Nbeassumes adequate udld m. d. feces or trues,and pieced so thsh center TPW.TCA In BCSI.copies of which WA be Nmk.M upon request lines coincide with(dm center enex MTek USA,IneJCom uTnts Software 7.8,8 1L 9.opb sin non elect ofWINininches. P ( 1porbasrocate connector pieta invslues sa ESR-177/,ESR-1 Bae(MRek) f 3 f , This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 BC: 2x9 DF 4)16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-11=(-13) 2077 3-11=( -512) 103 WEBS: 2x4 DF STAND SPACED 29.0" O.C. 2- 3=(_2392) 98 11-13=( 0) 1662 11- 9:( 0) 506 LOADING 3- 9=(-1905) 0 13-10-(-23) 2122 5-12=(-1616) 0 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 5=(-1614) 33 12- 6=( 0) 223 BC LATERAL SUPPORT <= 12^OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=( -209) 99 12- 7=(-1616) 0 TOTAL LOAD= 92.0 PSF 6- 7=( -209) 43 8-13=( 0) 519 OVERHANGS: 12.0^ 0.5" 7- 8=(-1598) 32 13- 9=( -517) 115 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=(-1928) 0 Cs=1, Ce=1, Ct=1.1, I=1 9-10=(-2384) 56 Unbalanced live loads have been ADDL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA considered for this design. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M-1.5x4 or equal at 0'- 0.0^ -30/ 1283V -68/ 73H 5.50" 2.05 DF ( 625) non-structural verticals. LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 27'- 1.5" -2/ 1220V THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0/ OH 5.50" 1.95 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133^ MAX LI, DEFL- -0.418" @ 16'- 9.2^ Allowed = 1.310" MAX TL CREEP DEFT, = -0.617" 8 16'- 10.3" Allowed = 1.747" MAX HORIZ. LL DEFL = 0.037" @ 26'- 8.0" MAX HORIZ. TL DEFL = 0.063" @ 26'- 8.0" 13-06-12 T 13-06-12 Wind: 120 mph, h=19ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, -( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-09 9-05-07 1-00-00 `,2-01-08 4 4-05-06 5-11-10 load duration tactor=1.6, 1 1 1 ,r Truss designed for wind loads 5.00 2-0108 1-00-04 12 in the plane of the truss only. "M-4x412 d 5.00 4.0" 6 .- M-3x9 ,M-3x9 M-2.5x4 M-2.5x9 i 12 M-2.5x4 M-1.5x4 Wo M-1.5x9 r-- o 6-00 I ' / .4es I c o 2 A 0 1 i_7-� '-'�I' 11 13 o M-3x6 M-9x6 M-1.5x9+M-9x6 X10 _ M-3x6 0 M-1.5x4+ MSHS-3x10(S) J‘ 10-03-09 y 6-D7D# y y 10-03-04 y �����GPNE FFS s 1-00 15-11 11-02-08 y Q��\ 89200PE• 4, ��r 27-01-08 JOB NAME: DR HORTON PLAN 3725-A - A4 �/./'•" Scale: 0.2266 Q . • /'f. 1.BuilWARNINder GENERAL is b unNopotherwise none: 7G "7 0' ON w �(/•4 T ru S S' A 4 1,Bulder anderWNn eo'mader°hear be adeiwd of ell General Notes I.This design N bawd only upon mo parameters*howl and N for an individual K v 2. Warnings barer.corwbudbn eminences. buWlp component./mailability of design pry n ter.and proper �,/� q nO� compression web bracing mw a N«.re where shoran.. Incorporation of component N the responsibility/M wdesigner. d '4 G` (� 3.Admlbal temporary tossing to Swum ateblly dump ansbuc3on 2 Design assumes me top nM bottom cholla n be Meny braced at R R 1 L-�`_ DATE: 8/11/2016 Iemeie.onslb0ay elfin enclor.Addtloalperm.ambndng of 2'0.0.ebb et to o.e.r.0085.eN udew bread tlrelphoutmebnrpmby the wend ehudun N On respoeslA of ill building designer. continuer...healing such es plywood aheathing(IC).ndfer dryweRBC). SEQ.: K2266856 4.Noloadshowbeapplied nany componem,mN°eera 3.DllmpedMttov415.fwidging or Wend d.WNWorthdvdnnehown.. bracing and 4.Iwignas ofesh ms re to be use in napegNe aMvh.on Hennes are e applied pen end.t no On,.ehould.ny Naw grealermm s.Design awuwa truwa an n be nese n a nonconoawe emhwrrnM, TRANS ID: LINK d.signb.d.e. te.nyamaonent and weror-drycodmon-of we. EXPIRES: 12/31/2017 S.CempnT,o,has no control over and sesames nig responsibility for the 8.Design assumes M bearing at al supports shown.Shim or wedge 8 fabriaeon,handling.shipment and installation°Townsenwh. necessary. August 11,2 16 A ITN design N Banished sub)edn doe!Imitationswt forth by I.Design scums adequate d'am°0°n provided. TPWVTCA In SCSI,casks of MOM,l be famished upon request. 3•antsMade.bann on both hast/tmw,all pNadw[beholder Ings mindel with ise et jointcenter0. mem MiTek USA,MCJCompuTnm So#were 7.6.8(1L)-E N Fon irrkaneideoppleasign vat 10.For bask corrector plate design values sae ESP-1311,ESR-1936(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 7=(-25) 1947 3- 7=(-457) 125 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2- 3=(-2202) 68 7- 8=( 0) 1287 7- 4=( 0) 771 WEBS: 2x4 DF STAND 3- 4=(-1931) 60 8- 6=(-33) 2035 4- 8=( 0) 838 LOADING 4- 5=(-1986) 64 8- 5=(-519) 134 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2282) 75 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I-1 0'- 0.0" -45/ 1268V -69/ 73H 5.50" 2.03 DF ( 625) 27'- 1.5" -16/ 1130V 0/ OH 2.50" 1.81 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.098" @ 17'- 10.2" Allowed = 1.323" MAX TL CREEP DEFL = -0.232" @ 17'- 10.2" Allowed = 1.764" MAX HORIZ. LL DEFL- 0.036" @ 26'- 11.0" MAX HORIZ. TL DEFL= 0.059" @ 26'- 11.0" Wind: 120 mph, h=l9ft, 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. 13-06-12 13-06-12 T 1' T 7-01-08 6-05-04 6-05-04 7-01-08 T 1' 1' T f 12 12 5.00 D M-4x6 Q 5.00 4.0" 4 ,(-r( iu 14-1.5x9 M-1.5x9 3 / ... M t 1 a as ® m 9 �3 O 7 8 O 7 �M-4x4 M-3x4 M-3x6(5) M-3x4 M-3x6 <.:, O p k 9-03-04 y 8-07 y 9-03-04 y 4 0 RP y 15-11 y 11-02-08 l c?��� �'NGVNEF� `r/��fi 1-00 27-01-08 y „„,_41.., 89200PE/ 9T- JOB NAME: DR HORTON PLAN 3725-A-A5 Scale: 0.2266101111°/_` t WARNINGS: GENERALThis design unbesolNrs*.nolo*paramete 91 OREGON X4[/1 1.Bolder and erection contractor should be edoNed deli General Notes 1.Thin deeten 4 based only upon the parameters shown and h for M iodMduel v s,. Truss: A5 and awnings before construction commune.. buldmg component.Applicability of design parameters and proper A V' 2. 04 compression web bndlg must to heeled WTere show,.. inco'poredm'd component N the respanetWy of is bulkng designer. �7 y." A�0�� 3.AdaRbnal temporery Ming to Inas Meaty during combustion 2.Design norms a"top end bottom chords to be latently based et 14 (� NIM responsibility stint erector.Additional permanent tensing of Y ea.and et iB e.c,respectively unless braced throughout trek length by `vf continuous sheathing such as plywood sMathi g(os)andlor drywa!(BC). R I`- DATE: 8/10/2016 Ito overall structure I the mporoo6ly ohne bnikig designer, 3.2s bnped bridging*Meng brining required where shown.. SEQ.: K2266857 4.No load should be applied to any component unt/albrNbrains end 4.belslleOenoftmeshate tespansnity*OM respective aonbaaN.. fastenersare complete end et no On,.shouts any leads greeter than 5.Design leeumes trams ere to be used In a non-corrosive environment design Nee.be espied teeny component. end.,.fnr'dry comae*of use. TRANS ID: LINK S.Design assumes full st el supports shown.Sham orwedge6 5.CompuTlushe ocontrol over and assumes noresponsg>alyfor the „�,,,,ry. EXPIRES: 12/31/2017 Nbicaan,Bending,shipment end inetaYMn of components. 7.Daeign mimes adequate drainage le provided. August 11,2016 S.Thin design Is furnished subject to the*Mistime set Nrm by S.Pleinshat . be located on both hese et trues end placed so their comer 77169000 in SCSI.copes*which will be banished upon request. nes maxis with idnt anter Mee. 9.Digits Indicate We of piste In McBee. MTek USA,Ine/CompuTrue Software 7.6.6(1L)-E in.Fm Melo connector plate design values see ESR-1371,ESR-7985(Mitek) C 3 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'— 1.5" TC: 2x9 DF 1{16BTR Wind: 120 mph, h=19ft,Enclosed, Cat.2,L=6.0, ASCE 7-10, BC: 2x9 DF 4(1SBTR LOAD DURATION INCREASE = 1.15 (All duratisl, Ex B, MWFRS(Dir), SPACED 29.0^ O.C. Exp .B, duration factor=1.6, TC LATERAL SUPPORT <= 12"OC. DON. Truss designed for wind loads LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. 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. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-06-12 13-06-12 T 12 '" 5.00 p NIM-9x9 12 3 Q 5.00 II or 9 , A 1 Ir- ti p r / iiiiiiiiiieiiiii,i,,,,, ,,,,,,iii,,,,,,,,,,rezi.,,,,,zzii.ei,,,,,, ,z,,,iiiiii,,,,,,,,,,iii,iii,i,,,zze,,,,,,iiiiii,,,,,J/i>tiiiii i,z,,, ,,,,ii,,,,,,,,,iii�iiiiiir>Milliniiiiiiuz,,,ezizz,e,,,, ,,z,y M O V O M-3x6(5) l I M-2.5x4 F''M-2.5x4 • I 15-11 11-02-08 I CO 1-00 27-01-08 � °� 89200PE JOB NAME: DR HORTON PLAN 3725—A —A6 Scale: 0.3079 __. JW= -' WARNINGS: GENERAL NOTES, unless othenvne noted: /Y. Truss: A6 1.Buedsrand erection contractor should beadvised ofall Genet*Notes t.7Nadesignlebased only upon meparametershown and Isfor soWildasl 9Gi.OREGON Dt 1flu`` end Warnings before construction commences. buWbg cormorant.Applicability of daagn peremetera and proper 2.34 aomPoessbn web bracing moot be installed where show,. bworporatkn et component Is the roaponstbaly dine building designer. /O 'Q 14 2 Q.T 3.Addebnel temporary brig to haute stability during combustion 2.Design assumes me fop and bottom chose b he Warmly breeds T DATE: 8/10/2016 la the respoebNmy of the ender.Addtbnal permanent bracing or Yontstoon�Miff�w neng st'noplywood lyunkn broadthrotghou!metek�lh try M the overall ebudae le me respond/My of the building designer. 3.2s Impact t.ldgmg teteM bowing required where Mewn++Mwatl(BC) ` UI L,� SEQ.: K2266858 4.Nolewd shoutlMspoiled to any component umeafter albradngand 1.habitation ofInns lthe nspons6ayofthe, ,eee,Neder. fasteners are complete and at no time should any bads greater man 5.Design names tunes are to be used Ins nonaenogve environment, TRANS ID: LINK en bad:be applied am component are for of use. e.gto 5.Compomohesnoeemwoverandassumesnoresponsibtleyterme 6.DestpnaamanesNbeadingat.1auppods.Iwvm.Shimorwedge N EXPIRES: 12131/2017 hbdwtlen.bending,shipment and imnhtlon of nmssssry' components.bye. 7.Design mums o to n drains 1 B.Thledesignkbmbhedsubjecttothe*nationssetfoMbydg.aproes, August 11,2016 TPNNI'GA m SCSI,copies or which am be furnished open n Q Pietas be bates on both leas of trues,and placed oto melt dimer quest les coincide with joint centerlines. Mi ort USA,IneiCompuTrus Software 7.8.6(1t}E 9.Dips Inmate line delete In inches. 70.For beak connector plate design vetoes see ESR-7371.ESR-1966(MRN) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg-1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 93 2- 8=(0) 1939 3- 8=(-336) 92 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-1638) 90 8- 9=(0) 958 8- 4=( 0) 518 WEBS: 2x9 DF STAND 3- 4=(-1434) 36 9- 6=(0) 1939 4- 9=1 0) 518 LOADING 4- 5=(-1939) 36 9- 5=(-336) 92 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1638) 40 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 43 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -38/ 1000V -51/ 51H 5.50" 1.60 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 1.0^ -38/ 999V 0/ OH 5.50" 1.60 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.052" @ 7'- 3.1" Allowed = 1.008" MAX TL CREEP DEFL= -0.124" @ 7'- 3.1" Allowed = 1.344" MAX LL DEFL= -0.002" @ 22'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003^ @ 22'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020^ @ 20'- 7.5" MAX HORIZ. TL DEFL= 0.033^ @ 20'- 7.5" Wind: 120 mph, h=18.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-06-08 10-06-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1 T load duration factor=1.6, 5-07-06 4-11-02 4-11-02 5-07-06 Truss designed for wind loads f . f f . in the plane of the truss only. 12 12 5.00 p IIM-9x9 a 5.00 4.0" 4 011114% Dn M-1.5x4 M-1.5x4 3 5 1 i O' Q M1 j. Miles � 7 0 , - 8 9 o M-3x4 M-2.5x4 M-3x6(S) M-2.5x4 M-3x4 o C . y l 7-03-01 6-06-13 7-03-01 G �G �1 .) 11-11 y 9-02 J. C��`�4 GPNE OF,- .) ; 1, 21-01 1, ). Qac\ �* FR 01, 89200PE -r' JOB NAME: DR HORTON PLAN 3725-A- B1 Scale: 0.2806 __ WARNINGS: GENERAL NOTES, bole.otherwise noted 1110' St Truss: Bl 1.Bolder and*region conMcterenouldbeadN.dofaGeneral Nobs 1.The design i.e.donyupon the puraneterashown and hfor anIMNMW "p OREGON �k/ and Warnings before eonsbuctinn commences. building component ApppeabMty of design parameters and proper Qe L 234 compression web bracing mud be metaled Were shown.. meeryontion oteompen.nt E me resporldlAy otlM Wens designer. ,O Y 14 �� S,Adddonet temporary Mang to Men stability during ememwden 2.Design Brum.the top and bellom chords to be laterally bond et 4 �� E ma re.perwbiny elute arodor.Addlbrl permanent bracing et Y we.and at 10 we.respectively unless braced throughout their length by DATE: 8/10/2016 the oveMsmMue Nth*neponetly of the building dealE.,. S.20nthoped bridginginuoue onlaten brasuch Es cing required wood non)aMewn v ayw.qac). MER R L`^ SEQ.: K2266859 4.Nobed should be append to RIO component until alter al bruin and 4.Installation of nes ie Me responsibility of the respective.nheotor. Wagner,are complete and et no time should any Iona greater than 5.Design manes trusses an to be used in a non-corrosive environment TRANS ID: LINK Onion bads be applied to any component ante.re rotary amnioner se. 5.CompaTrua Ins no control over and assumes no responsible),Pertim °-Design cruor hibeginet.l supports shown.Shim or wedge ti EXPIRES: 12/31/2017 ry fabrication,handing,shipment and InWNtlon of components. 8.This design Is Weohad sanest todw limitations set form 7.Pegs Malbe b tos Marmite drainage is dims,providedand M S.Ph.00knd esIR ed on mtree.sotmpe,andphcee.meircentn August 11,2016 TPVNRCA in SCSI,capkaalwhleh vAl be Molded upon request. lines oomdde with ion center Anew iL M(Tek USA,IncjConpuTnls Software 7.6. g.Fold a eof Indies. 6( � 10.For basic eoMsdclerpW design values nee ESR•1 S77,ESR-1988(MRak) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 DF 618010 LOAD DURATION INCREASE = 1.15 BC: 2x9.DF 6183TR SPACED 24.0" O.C. 2- 3=1 0) 43 2- 9=(0) 1958 3- 4=1-330y 92 WEBS: 2x9 DF STAND 2- 3=(-1638) 90 8- 9=(0) 958 8- 9=1 0) 518 3- 4=(-1434) 36 9- 6=(0) 1439 9- 9=( 0) 518 LOADING 4- 5-1-1434) 36 9- 5=(-336) 92 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1638) 90 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 43 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 922.0 PSF Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -38/ 1000V -51/ 51H 5.50" 1.60 OF ( 625) Vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 1.0" -38/ 999V 0/ OH 5.50" 1.60 DF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.052" @ 7'- 3.1" Allowed = 1.008" MAX TL CREEP DEFL= -0.124^ @ 7'- 3.1" Allowed = 1.344" MAX LL DEFL= -0.002" @ 22'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 22'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.020" @ 20'- 7.5" MAX HORIZ. TL DEFL- 0.033" @ 20'- 7.5" Wind: 120 mph, h=18.4ft, TCDL- 6.0, ASCE 7-10, 10-06-08 10-06-08 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor-1.6, 5-07-06 4-11-02 4-11-02 5-07-06 Truss designed for wind loads 1' T 1 f f in the plane of the truss only. 12 5.00 17 HM-4x4 12 Q 5.00 M-2.5x9 or equal at non-structural diagonal inlets. 4.0" 4 • .441 �1 M-1.5x4 M-1.5x9 3 Q c m ` 1 T T c 1` y I g 9 M-3x4 M-2.5x4 M-3x6(5) M-2.5x4 M-3x4 0 l y y y 7-03-01 6-06-13 y 7-03-01 b QED PROFF 1 y l 11-11 9-02 SCO NGINE� t�s/O 1-00 21-01 9 yl-coy Q 89200PE/ 922'2 JOB NAME: DR HORTON PLAN 3725-A- B2 Scale: 0.2806 - " r7,90" • WARNINGS: GENERAL NOTES, unless emerwte.noted:etOREGON 1(C Truss: B2 1.Bdber and erection contractor should be advised of all General Notes I.This design N based only upon ms aerometers slain end Is bran Individual and Warnings before androetion commences. building ampenent.Applicallly ofdalpn aerometers and proper 2.be compression web basing mW be Seeped where shown+. Incorporation ofcompsnent is the roaaenelbltiy of me balding designer, �< ♦9(' ON� 1� 3.Additional temporary basing to inure stability Mdng construction 2.Design assumes Me top and bottom chords to be Morally braced et O '�(� 2• P} DATE: 8/10/2016 Is the responsibility orgy erector.Ab�onal permanent bracing or 7 o.e.and at 70 o respectively cc sy unlea booed(TC)and/or mos length by //� the overall stn duo b the responsibility of the building designer. conthuaua sheathing aywootl required a Wore s sumer drywsll(BC). 'W/�[]p'�1 3.2x.He b bridging or lateral basing ry of the rape shown�. 97 fl 4 SEQ. K22 6 68 60 4 No bad should be applied to any component wall eller a1 booing and 4.Imistidbn of trues is me roepaalNlMy ellba neaeolNe contractor. raetensrs art complete and at no time should arty bads greater man 5.Design seamen tars aro to be used Ina non.conodve environment. TRANS ID: LINK dsdgn bade be soiled b my and are for'dry condition"of use. 5.CempsT,ushas,sew,IWoverandsomoaanoresponebRlyforMe 6.Dsagnasum•sNbanrpataNsuppomaMwn.Shim orwedge B EXPIRES: 12131/2017 fabrication.Wang,shipment and Installation tallaton deomponents. necessary, 8.Thisdesign isb+nlehedsnb)ecttotMtimAMioaset forth by T.Designs.eea.adotedrolacesoftage Is o s,en August 11,2016 TPYWfCAto BCSI,abbe°haft rdl be AnrdseM open re0ueet. 8 Ansa oe POWs Mdsewilt bated on bamisasoftmse,and placed so their Amer john ander Ines. Welt USA,MOJCompuTrue Software 7.8.8(1 L}E 9.Digits inion eke of pate h Inches. 10.For bask connector lasts design values see ESR-1311,ESR-7988(MIME) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 21-01-00 GIRDER SUPPORTING 27-01-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/C9=1.00 C: 2x4 DF 81011111 LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=(-11638) 1104 1- 6=(-989) 10646 6- 2=( -218) 2676 BC: 2x8 DF SS 2- 3=1 -8234) 806 6- 7=(-976) 10548 2- 7=1-3462) 354 WEBS: 2x4 DF STAND; LOADING 3- 4-1 -8234) 806 7- 8=(-976) 10548 7- 3=1 -572) 6036 2x4 DF Bl58TR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-11638) 1104 8- 5=(-984) 10646 7- 4=(-3462) 354 Cs=1, Ce=1, Ct=1.1, 1=1 TC LATERAL SUPPORT <= 12"OC. UGH. 4- 8=1 -218) 2676 BC LATERAL SUPPORT 0= 12"OC. VON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 21'- 1.0"V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL1 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 1.0"V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 314.1)+DL1 213.6)= 527.6 PLF 0'- 0.0" TO 21'- 1.0" V 0'- 0.0" -609/ 6448V -46/ 468 5.50" 10.32 DF ( 625) -'"-- ( 2 ) complete trusses required. 21'- 1.0" -609/ 6448V 0/ OH 5.50" 10.32 DF ( 625) Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \/X/ 9" oc in 1 row(s) throughout 2x4 top chords, /J(\/X\ 9^ oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFT, = -0.159" @ 10'- 6.5" Allowed = 1.008" MAX TL CREEP DEFL - -0.376" 0 10'- 6.5" Allowed = 1.344" MAX HORIS. LL DEFL= 0.037" @ 20'- 7.5" MAX HORIZ. TL DEFL= 0.062" @ 20'- 7.5" Wind: 120 mph, h=18.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 10-06-08 10-06-08 T 6-01-10 4-09-14 4-09-14 6-01-10 1' T f 1 f 12 12 5.00 17 -M-6x6 " 5.00 6.0" 3 .F-.( API M-3x8 3.5" M-3x8 2 4 A , M-7x14 M-7x14 ,y lekir sero 1 I - - p 6 78 ` 5 o M-3x10 M-3x10 M-8x10 M-3x10 M-3x10 0 MHS-7x10(S) J' ), 1 1 y 5-11-14 9-06-10 4-06-10 5-11-14 '<('‘' . t (� y 11-11 - y 9-02 y `��NGINE �oisl b 21 01 9 Q 89200PE 9r"' JOB NAME: DP. NORTON PLAN 3725-A - 83 Scale: 0.3041it""/ , 41w WABalder t1. hs a design uMeupanitfwise hentrae tn: 78 4OREGON ter �(ti 1.Buleer end e,.cBon contractor should be advised of al General Notes 1.This design b bard only upon me psrem.ten alwwn sad is ter,Individual Truss: 83 and Waming•betere aonahudbn commences. balding component Applicablitty 2.2t4eom mestere web brecomponent t. Mdnsparemeienaadprood p bracing mint be htleMdwhen shown.. kicorpes.sw ofcom epor.In of the building deeigror. 9.Addlbnal temporary bracing to Mus*Willy during construction 2.Design assumes ms top end bottom chemetebleterely bread at O '(4 2.°'\ VN. Isms msponsbMy Nth*.redor.Additional permanent bracing of 7 e.e,and et ea o.o.respectively unless braced(hougheut grok length)by . Q`_ DATE: 8/10/2016 the osarell aloetw•bite repsn6bdtyetma baldetg designe, Sompactcontinuousriglorg euroisplproddredwhre owner drywag BC). V 3.2tkwad bridging.9ho.o Rs rela.ag required Mien shown • FR RlLN' SEQ.: K2266861 4.No lead sanuid b.applied te any component nal Mer al brads,and 4.DodgeInstallafka of our Is the r sponnality o01a mann*connote, menses an corn**sad sl no time should any loads goner Ran 5.Design assumes trusses an to be used n a noncorrosive environment, TRANS ID: LINK daMon beds bo applied to any component. and are to wry eona,en ofuse. 5.ComsaameMs no control over and hums no mepnmeity torme 8.Drgnarumrfull beaM1gnMapporla slnrn.Shim or wedge if EXPIRES: 12/31/2017 ....I,mb,tehorning, W 5n,Innnp,shipment and lnMalbn of commons. S.This design I.Mntehad subject to the MmNMon•tet arm by a.Pi ens ste sshe assumes e bat..dd on quateboth sones of inn.,and placed r their center August 11,2016 TPWyrCA In SCSI,copes oration MP M Winked won r.9uset. renes coincide Mn Joint anter mads. MITek USA,Ine.ICompuTrus Software 7.6.6(tl}E 10.Diggs sk conIndicanector ofate neen in values plate design veWe on.858•131 1,ESR-1548(iMTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 11.5^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 DF 1116BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 616BTR SPACED 24.0" O.C. 1- 3=1 0) 43 2- 6=(-13) 1230 3- 4=(-370) 103 NESS: 2x4 DF STAND 2- 3=(-1905) 58 8- 6=(-13) 1230 8- 9=1 0) 530 3- 4=(-1047) 0 8- 5=1-380) 103 LOADING 4- 5=(-1047) 0 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1905) 58 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 43 TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -36/ 910V -43/ 43H 5.50" 1.96 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 11.5" -36/ 910V 0/ OH 5.50" 1.46 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -D.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.042" @ 9'- 5.7" Allowed - 0.902" MAX TL CREEP DEFL- -0.096" @ 9'- 5.7" Allowed = 1.203" MAX LL DEFL= -0.002" @ 19'- 11.5" Allowed = 0.100^ MAX TL CREEP DEFL= -0.003" @ 19'- 11.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.016^ @ 18'- 6.0" MAX HORIZ. TL DEFL = 0.028" @ 18'- 6.0" Wind: 120 mph, h=18.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-05-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-05-12 load duration factor=1.6, f f . Truss designed for wind loads 5-01 4-04-12 4-04-12 5-01 in the plane of the truss only. 4 T T 4 1' 12 12 5.00 )" 1(M-4x4 d 5.00 44.0" A4111114%0" M-1.5x4 2'0^ M-1.5x4 3 0 O 1 r M I S I 6 M-2.5x4 M-3x8 M-2.5x4 0 l y �10 P 4�9-05-12 9-05-12 ��s0NGEiiOA). b l v 18-11-08 1-00 Q(V -0,-__.„ 989200PEr JOB NAME: DR HORTON PLAN 3725-A - Cl • Scale: 0.3154 •�/ ••• WARNINGS: • GENERAL NOTES, unless oBrorwW noted: O e ON �. Truss: Cl 1.Sadder and'radian contractor should be advised of afl General Notes 1.Thls design M based only upon the parameters shown and Is for an individual and Warnings beers wnelmcgcn commences. building component.App&abi y of design parameters and proper /,, 2.2a4 compreselon web bracing nowt be babied where shown+, inwrperalbn of wmpenant le the roepensibllly of the building designer, �iO q P. 14 �0�� 4` 3.Additional temporary bracing b Mum stabABy amg construction 2 Design assumes the top and bottom chords ro be Wendy braced M r �� NW*nepomblply MIN motor.0,.W al IwmoneMbradrg er Y ex.and at 1S 0.0.respectively unless braced throughout their length by /�� DATE: 8/10/2016 Owwend stmdurelm. nth. wntbwaddgingopaudnsspywgrequired eMwandereMwn++ywal(Bc). e6'l�.`p��L�- respenas,op° ell.g designer. 3.In Impact bridging let a re bracing ra of the where shown h0 r'-ff SEQ.: K2266862 4•�"bw��aaopl.ea«,y°ampen.nmm.p.r"brw,g.na 4.mr.g.tbnerbn.'lea,e,v.pen.Rmny°ftMra.p.dNeeenn.m°r, (whom art complete and et no time should any bade grader thn 5.Dmgn mums trusses are to be used Ina noneonoeive environment, TRANS ID: LINK aMm,bads beapplied toany ompor»m, end 0 l -drywMtlen-awe. 5.CompurnnhesnocormoloverendmumesnoraaponMNNyforti» 6.De n.a"m.s(�6eamgMMwrppomMrovm.sNnerrredge6 EXPIRES: 12/31/2017 Iabdn0en.bending,shipment and hed teflon of components. ry. T.00.19Platesnecessalb bededble anlfege"°ross,an August 11,2016 E.Thledeag ho Nnlehedsuble0 to the aTde=b"she bit by E.Plates shell be bcetee an both Nees of buss,and placed so melrcenter TPVWTCA m SCSI,wpbs of WM cell be furnished upon request. Ines coincide With joint under lines, 0.Engle Imbeds etre of 9sf.In Inches. MITek USA,lsnJCompuTrus Software 7.6.6(1L)-E 10.Pen bask connector pints design values see ESR-1311,ESR-IBES(b10.8) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 7116BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 8=(-15) 1235 3- 8=1-382) 104 BC: 2x4 DF B16BTR SPACED 24.0" D.C. 2- 3-1-1410) 59 8- 6=(-13) 1230 8- 4=1 0) 526 WEBS: 2x4 DF STAND 3- 4=1-1048) 0 8- 5=(-380) 103 LOADING 4- 5=1-1047) 0 TC LATERAL SUPPORT 6= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1405) 58 BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 43 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce-1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -36/ 910V -43/ 43H 5.50" 1.46 DF ( 625) vertical members (oon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 11.5" -36/ 910V 0/ OH 5.50" 1.46 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL- -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.042" @ 9'- 5.7" Allowed = 0.902" MAX TL CREEP DEFL= -0.096" @ 9'- 5.7" Allowed = 1.203" MAX LL DEFL = -0.002" @ 19'- 11.5" Allowed = 0.100. MAX TL CREEP DEFL - -0.003" @ 19'- 11.5" Allowed = 0.133. MAX HORIZ. LL DEFL= 0.018" @ 18'- 6.0" MAX HORIZ. TL DEFL = 0.028" @ 18'- 6.0" Wind: 120 mph, h=18.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 9-05-12 9-05-12 Truss designed for wind loads 1 . T in the plane of the truss only. 4-11-15 4-05-13 4-04-12 5-01 1' 4' 4' .f 4' M-2.5x4 or equal at non-structural diagonal inlets. 12 12 5.00 © IIM-4x4 Q 5.00 4 4.0" kl M-1.5x4 M-1.5x4 3 5 v 0 8 6 1 I o M-2.5x4 M-3x8 M-2.5x4 PR y 9-05-12 y 9-05-12 y y m„, .(si p'NG N Fotpp J'1-00 y 18-11-08 1-00 � •T 89200PE 91- JOB NAME: DR HORTON PLAN 3725-A-C2 Scale: 0.3065 /��� -- WARNINGS: GENERAL NOTES, unNudhsralae noted: ! Truss: C2 1.Builder anti erection contractor should be advised of ail General Notes I.This design N based tiny upon the parameters Mown end I for an lndhddusl .71... OREGON ea..'' AZ"' and Warnings beron construction commences. building component.Applicability of design peremalen and properA ya 2.254 compression web bracing ramal be metaled when shown.. Incorporation of component N the naponalblXly of the DUINi�designer. /O -7 P. 4 2-0'\ 9.Additional temporary bncmgte haw abbNy doing construction 2.Design cones the top end bottom Words to be Stem*r tweed at r1 (�t Nils roapenNd*y of the enrdor.Additional permanent bracing of Ycoo.e,aro at t0'e.e,5008 cc eN union broad throughout their length by .,..,At, 8/10/2016 the oven)sbudus lathe n"Won,. y of the building dasgner. continuous sheathing such as plywood Msammp(TC)and/or drywal(ec). '% "•Cj RIO- DATE: v 4.No load bea 3.28 Impact bridging or lateral bracing required when shown.. �1 SEQ.• K2266863applied to any component until alter greater Men and 4.lnshErtIo"of inns N me wapomeoy of the repadee anode. fasteners an complete and at no One stook any bads greaternon 5.Design manes trussento Mused Ina nonconoMw emlronmenl, design bads M applied b any component and aro for condition'of use. //y TRANS ID: LINK 5.CompuTn,s los no astral ew:and wanes no reepo"aMNy for the S.Desg assumes SG bearingalai supports shown.Shim or wagged EXPIRES: 1L131/2017 mummy.fabrication,handing,shim s&seM and Installation ofoo"e"te. S.This design N banished subject to the limitations set forth7.Design assumes adequate embus.N provided. by 8.PNG*NodatedonbomNasofbuss,ndplewdsemalrcenter August 11,2016 TPWVfcA In SCSI.copies of which IA be fumbhed upon request. onto aMda0o sigh pint comer Anes. 9.Mak USA,Inc/Co uTrus Software 7.6.6(1L)-E 0 Fm b Indicate:Wsofppleb a menace mP 70.For Mak connector pleb design vanes one ESR-1311,ESR•f g88(MITA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 43 2- 8=(-37) 1160 3- 8=( -367) 103 BC: 2x4 DF 9146TR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1329) 63 8- 7=(-34) 997 8- 4=( 0) 447 3- 4=) -967) 10 8- 5=( -238) 99 LOADING 4- 5=( -959) 9 6- 7=(-1099) 27 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1116) 61 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE' 6- 7=) -96) 30 LETINS: 0-00-00 2-11-00 TOTAL LOAD= 42.0 PSF Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I-i LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 886V -35/ 426 5.50" 1.42 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 11.0^ -7/ 740V 0/ OH 2.00" 1.18 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0^ Allowed = 0.133^ MAX LI, DEFT, = -0.036" @ 9'- 5.7" Allowed = 0.865" MAX TL CREEP DEFT,= -0.065^ @ 9'- 5.7" Allowed = 1.153" MAX HORIZ. LL DEFT,= 0.015" @ 17'- 9.0^ MAX HORIZ. TL DEFT= 0.024^ @ 17'- 9.0" Wind: 120 mph, h-1B.lft, 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 9-05-12 8-05-04 in the plane of the truss only. 1' 1' T 5-01 4-04-12 4-04-12 1-04-02 2-08-06 f T T T T T 12 12 5.00 p I IM-4x9 5.00 4.0" At M-1.5x4 2.0" M-1.5x4 3 5 M-2.5x4 1 / rn r Fel m0 1 9 737 I 0 M-2.5x4 M-3x8 M-3x8 0 )' y J, co y 9-05-12 8-05-04 y c< NDC-iPNEF�`s•0 17-11 'S? -,/,, 1< 89200PE 9< JOB NAME: DR HORTON PLAN 3725-A - C3 Scale: 0.3193 ,OPiece _ . WARNINGS: GENERAL NOIEA, unless otherwise noted: x" Truss: C3 1.&1lderand steam wbaoorshould 0.advised oldGeneral Notes 1.This design bbased only upon the parameters shown and mforanndMdoat '9G OREGON 411..a Minima before consbudlon commences. building component.Applicability of design parameters and proper 2.DH compression web bating mud be Metaled where shown.. Inoo,poraeen of component Is reapon•Ibly Atha building dodgier. <0 {'0.c.Andstabilitydunnp oonMrualon 2.Design assumes me top and bottom chords to be laterally braced at .Additional temporary bracing to insure stab7 '4 2hV k the responsibility Atha erector.Additional permanent bracing of Tet 19 ow.nap dloaty unless braced throughouttlwtr lengthlengthby DATE: 8/10/2016 gR overall structure is the continuous aneaming such se Awned aheaming(rc)antra drywwfl(BC). SER A R I�� ragrooo,np of the buM1Mg designer. 3.In Impact brldgaq or lateral bracing ngared whew shown 60 SEQ.: K22 6 68 64 4.No bad should be applied to ern component unlit eMr ail bracing and 4.Installation of truss is the raaponebAy ether'capacitive contractor. %stoners are complete end at no Moe Mould Any bads greater then 5.Design a trusses are to be used In a noncormNon ve envirment. TRANS ID: LINK design loads bestedtoanycomponent. and use. thirsted 5.Computrus has no control over and Assumes no responsibility for the 0.Design Assume full brewing et al supports shorn.Shire oraedgs g EXPIRES: 12/31/2017 fabrication,handling,shipment and Inatelallen of components. 8.Thtdesign isWnishedsub)satotnebmtetiorsset forth by a.P%%s bebo.Design assumes odonbdemacesge Atm*,and pteedeoteucenter pravidet August 11,2 16 IPInWfCA In 8091,copies of which Ail be furnished upon wryest. Mee coincide wlm)oinl anter Anes. Welt USA,Inc/Co Trus Software 7.6.6 1 L E 9.Digits MAW*etoe of plot*in hams. mpD ( )' 10.For bask connector plots design values see ESR-1311.E98-1900(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 19'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 616BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF 8143TR SPACED 24.0^ O.C. 2-3=( 0) 43 6-6=(0) 682 6-3=(0) 343 2-3=(-839) 0 6-9=(0) 682 WEBS: 2x4 DF STAND 3-4=(-839) 0 LOADING 9-5=( 0) 43 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -33/ 735V -33/ 33H 5.50" 1.18 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 14'- 9.5" -33/ 735V 0/ OH 5.50" 1.18 OF ( 625) 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. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX TL CREEP DEFL- -0.063" @ 7'- 4.8" Allowed = 0.925" MAX LL DEFL= -0.002" 8 15'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 15'- 9.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" 8 3'- 11.1" Allowed - 0.474" MAX HORIZ. LL DEFL - 0.007" @ 14'- 4.0" MAX HORIZ. TL DEFL= 0.012" @ 14'- 4.0" Wind: 120 mph, h=17.7ft, 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 7-04-12 in the plane of the truss only. 7-04-12 T 1. 12 5.00 G"" TIM-4x4 12 Q 5.00 34.0" tla 2.0" a c M 1 _ 0 I 2 6 O o M-2.5x9 M-1.5x9 M-2.5x4 y l l 7-04-12 7-04-12 ç0 PROpFy y yy g � �� NEtc %�1-00 14-09-08 1-00 � �Q89200PE < JOB NAME: DR HORTON PLAN 3725-A- D1 Scale: 0.3866 - a cs... WARNINGS: GENERAL NOTES. unless*Menai.noted: 119 I.Buudder and emotion contractor should be adoleed dell General Notes I.Iliade based parameters shown and Is for an individual �� Truss: Dl sedwamng.before con.bONmncommences bidding mponent.Appplleagllryoldest/in pammetewand proper 'AL/ ,OREGON k 2 Su4 compression webbracbg must be estied when chose Incoporetlen of component le roaponelbRy of the bulking doom .,. 2ti�v1 3.Addkbrol tempore beelng to Meme ateblRy during construction 2.Design names the top and bosom duerde te be laterally braced at O / '�(} V T kite munensbMRy shots atelier,Additional permenem bracing of 7*A.and N 10 ex,respectively unties based throughout then length by cordnueus Swathing wines plywood aneaning(. ander drywag(BC). /..4r... DATE: 8/10/2016 tin*vomit sbuct re Is the responsibility3.ly Ott.budding deelgner. 2e lenseds . ped badging or lateral bracing required where shown . =r•rl R11-‘- SEQ.: K2266865 4.No bed should be applied to any component until alter all bracing and 4.Instetetbn of bee.le the responsibility anew respective contractor. fasteners are complete and et no One should any lads greater then 5.Design assumes busses are to be used M.ron.coeosiw environment, TRANS ID: LINK design bads be applied b eery component, and are for'Wry esndllon"of use. 5.Cempdtrue hes no conbol over and seam*no responsibility for Me *.De.p,„,.ew,me.Ddb.amgnt�l�pad.shown.smmarwedge ti EXPIRES: 12/31/2017 naamery. fabrication,fabrication,Welling,shipment and htatelsun ation afcpen.nte. S.This design Is furnished subject to the limitations set%%M7.SW.sDesign assume.el ailed on ate hfeces drainage*provided. by S.pYteseM de Wit,elW on bMlu mus of truss,and pieced ea Mak comer August 11,2016 TRISATCA In BCSI,°opt.of*filch and be Nmlahed upon request. Ines coincide with joint canter eros. MTek USA,In*JCom uTms Software 7.6. TL s.Digits Mdlcate eke of plate M Inches. P6( )"E to.For bask connector plate design wales see ESR-1311,ESR-19t18(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF#14BTR TRUSS SPAN 19'— 9.5" Wind: 120 mph, h-17.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x9 DF#1BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0^ O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12"OC. UON. load duration factor=1.6, LOADING Truss designed for wind loads in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.D)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF Gable end truss on continuous bearing wall UON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) H—lx2 or equal typical at stud verticals. Cs=1, Ce=1, Ct=1.1, I=1 Refer to CompuTrus gable end detail for complete specifications. 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. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-09-12 1' 7-09-12 12 5.00 17 1IM-4x4 12 d 5.00 3 a 2 9 Qi1 M J O 1 t 1 0 o M-2.5x4 M-2.5x4 1-00 19-09-08 �c '„�� .� �. ��‹ \AGINE ,R s/O 2 89200PE -9r JOB NAME: DR HORTON PLAN 3725-A - D2 / Scale: 0.5127 / -��. WARNINGS: GENERAL NOTES. unless otherwise noted. "."--101111.' ���,,,,///,yall4..++,r✓✓�--- ___ 1.SUMaraml erection contractor should be advised of General Notes 7 Truss: D2 I.This co is edyupony theparametersparameters se 1pfor rops, wset �/ , OREGON w �� are Warnings before construction commences, bidding component.Applicability of Assign panmeten ane proper �` V[ 2 204 compression web bracing must be Installed where shown v. Incorporation of component tithe responiblty of he Wading dodge.. 3.Addlronl temporary bradrg b Insure stolidly during cenaludbn 2.Design assumes the lop and bottom sherds b be lamely braced et "'O �' 14 2�� �” Is the reepenabSly efthe erector.AtldRonelpennants el 2'e.e.and N lg o.0.such unless braced throughout DATE: 5/10/2015 me overall structure Is the eraarg coMrtwus sheathing ouch se plywood sheathing(7C)coshed rtekleM /��131:310."R rssponNNAty of the buldhg designer. 3.2x Impact bridging or Wend bracing requirwhere drywe8(BC. L SEQ.: K2 2 6 68 6 6 4.No bed should be espied to ery component until after•l bracing end 4.Inaleletbn of truss Is the responsibility of the respirelee eostraeter. fasteners aro complete end N no time should ery bade greeter then 5.Design assumes bums m to be used Ina non-eorroNva environment. TRANS ID: LINK dealim leads be eppled to any component. engem for'dry condition"orwe. 5.Crimpers*nes no embalmer and assumes n responsibility for the S.Design essumea M bearing N ail supports shows.Shim or wedge X fabrleatlon,handling,shipment and betatetlon of components. mammy. e. .l EXPIRES:�v12/31/2017 S.TMsdente is furnished weedtc the terOebne set form by 7.Designeshell be adequate on drainage ofIprodded.sn August 17,2��V TPIWFCA b SCSI,copies of which MA be furnished upon request. S.Ines coincide ensu ee belied on bort faces of tram,and pfaod ae tlteb other InesIndloewith joint sepcenter Ana MO nk USA,Inc.ICompuTius Software 7.6.6(1 L}E 9.Digits Inelma stee of pts•In Inches. 10.For bask connector date design values see ESR-1311.E8R-1986(147148) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 816BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF 810818 SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD 42.0 PSF Gable end truss on continuous bearing wall UON. /4-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 POE Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. 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. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-06 5-06 1' T T 12 12 5.00 ' 5.00 IIM-4x4 3 2 4 idiiiiiiittiiiht.a11.. P � 1 i I, 0 1 o 0 M-2.5x4 M-2.5x4 l ), J, 1 1-00 11-00 '��iE01. OFFs�S' �- 89200P E 1- JOB NAME: DR NORTON PLAN 3725-A- El Scale: 0.6076 -"11111111'- -- -_ WARNINGS: GENERAL NOTES, unless otherwise noted: le i.Bolder and erection connoter should be advised en.6 General Notes 1.This design is based only upon the parameters shone and is bran endhdual OREGON e� G(/ Truss: El and Wath Man cenwudnn commerce•, Wiring component.Applicability of design parameters end proper �A tx 2.2s4 cemprodon web bracing mint be Metaled When shown e, Imolpontion of component h the ro.pemlbMy d me Wiring desillMr. /O '7 r 14 r����4 3.Addtibnl temporary bracing le inane!PINKY dump eeMructlon 2.Design Pawnee the top end bottom dans a be laterally braced at ams responsibilityofender.Addtianat permanent bnckg of 7 oA.and et 1 c.c.rted,.holy unless braced throughout their length by DATE: 8/10/2016 the overall atmdwelethe r.epeneawyofthe buldingdesigner. CelepedeehaamarWorstbpyngreod eiredw esC)swn•aryw.8(Bq. ��R`�,,, 3.M Impact bridging or Worst bndng rewired when elhown. SEQ.: K2266867 4.No load should be rippled In any component until alter al Geeing end 4.Imagetbn of hum is the,epoPDMy of the respective contractor. fasteners are complete end et no time should any lade tweeter than 5.Design assumes busses are to he used in e nor.wmosive environment. TRANS ID: LINK design beds be applied n any component. s.ewapsum n essences re for'dry Me bearing a el copepods shown.Shim en edge I 5.CompuIrus hes no cordal over and assume p no renh.aiRy to the EXPIRES: 12131/2Q17 fabrication,handing,shipment alneleg.mn of eompen•na. 7.Design assumes adequate drainage is provided. August 11,2016 6.This deegn afurnished edded to Am timietnce set forth by 8.patos shell be located on both aces of buss,end pend so that::center TPWYTCA In SCSI,copies of which MI)be furnished Igen request. anes coincide with NW center Mess 9.Digits indite*size or pan In inches. Wee USA,Ine./CompuTnis Software 7.6.8(1 L)-E 10.For brisk connector pate design mins see ESR-1311,ESR-1988(MRP) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS LU: 2x4 DF gICATR TRUSS SPAN 9'- 1.0" BC: 2x4 DF N16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 0) 43R FORCES 75 6-F- 0 199 WEBS:: 2x4 DF STAND SPACED 24.0" O.C. 2-3=( 0) 43 6-6=(0) 375 6-3-(0) 199 2-3=(-971) 0 6-9=(0) 375 TC LATERAL SUPPORT <= LOADING 4-5=(-970) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-5=( 0) 43 DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ SIG REQUIRED SPG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOC-TIONS REACTIONS9REACTIONS 5.5E 0.79 (SPECIES) 625) Cs-1, Ce=1, Ct=1.1, I=1 9'- 0.0" -29/ 495V -21/ 21HO5.50" 0.79 OF ( 625) 9'- 1.0" -29/ 495V 0/ OH 5.50" 0.79 DF ( 625) 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. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFT, -0,002^ @ -1'- 0.0" Allowed - 0.100" = MAX TL CREEP DEEM= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL =-0.005^ @ 4'- 6.5^ Allowed - 0.408" MAX TL CREEP DEFT,= -0.015^ @ 4'- 6.5" Allowed = 0.599" MAX LL DEFL- -0.002^ @ 10•- 1.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 10'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.002" @ 8'- 7.5" MAX HORIZ. TL DEFL - 0.009^ @ 8'- 7.5" 9-06-08 9-06-08 12 Wind: 120 mph, h=17.1ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 5.00 load duration factor-1.6, Truss designed for wind loads IIM-9x9 in the plane of the truss only. 9.0" fl 2.0" uo 1 144 6 4 5 o 4731 M-2.5x4 M-1.5x9 0 M-2.5x9 y l b 9-06-08 9-06-08 l y 1-00 9-01 1-00 `tL��O PROFFIS C ENGIN ES tSio � Q :9200PE -9{ JOB NAME: DR HORTON PLAN 3725-A- Fl Scale: 0.5280 .� ' WARNINGS: GENERAL NOTES, unless When**molest %W. Truss: Fl 1.B ldoranderedbn«nractor•houldboaWhedofailGeneralNetes 1.This«elgnIn band only upon teparameters Worm and isnranindMdual %W.1/0 rod OREGON tr and Warnings before corubuetbn commences. building component.APpli«bllfy of design panmotom and proper 2 2aacompression web brachg nnnt be installed when shown.. Incorporation of component knee responsibility of She bugling designer, 3.Aedgonsi temporary Wooing to Insure stability Aging aongmodon 2 Design aawenes the top and bottom Nerds to be latently braced at !O Y n O1 �� DATE: 8/10/2016 is@'°nspemlbllly ott.undo,.Addllbnel pemummbncbp of Yo.c.and at 10 e.o.reel,N.py unless braced throughout Sue length by 14 G MwavM ebudare is8n reepeneway of the bolding**m, «ntinuoma8•aMmwr and Mooing required eshnmag(re Worm drywaR(BC). SEQ.: K2266868 4.Nobed emod be applied n ow component tad sifter NI bre 3.2etInstaN.eoendgeg Mond Mooing of the whennown • Oo � thee bracing 4.Dodge onufirunlathe responsibilitytbe in•nspNNe onviro r. 1•� TRANS ID: LINK «ronen.as baepphisd to mmponenuaayben greater then s,Dee gra mums hums ore to be used in•nam«nheernironment any component, end aro lordly condition.ohms. 5.CompuTrua mem«rMaion,Me mums no responsibility fortlu 5.Design eesum•s but bearing efts supports shown.Shim or bodge if `e"b IIoo,honing.shipment and"'"'""°n e'«mp°^°n°. necessary. 19/31/?017 6.Thh ceagn b6anNh•d.ubpdntlw lmbeibm sot forth by T.Design oosomea«goan enbuge is pnns,en TPbN?CA In SCSI,copies ofnhleh wig be furnished upon request. S'Inescoins sits,cide w�mocee�H'lines. huts.end plated their center August 11,2016 Wee USA,MpJCompuTrus Software 7.6.8(1L}E ft.Digits Indicate eke of plata In Inches. 70.For bask connector plats design vanes see ESR-1311,ESR-1088(MITak) This design TRUSSprepared from computer input by GREG ARIEL LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF 0101TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(0) 375 6-3=(0) 199 BC: 2x4 DF 016BTR SPACED 29.0^ 0.C. 2-3=1-971) 0 6-4=(0) 375 WEBS: 2x9 DF STAND 3-4=(-471) 0 LOADING 4-5=( 0) 43 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -29/ 996V -21/ 21H 5.50" 0.79 DF ( 625) Cs=1, Ce=1, Ct=i.l, I=1 9'- 1.0" -29/ 495V 0/ OH 5.50" 0.79 DF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon)• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002^ @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL --0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.005" @ 9'- 6.5" Allowed = 0.908" MAX TL CREEP DEFL = -0.015" @ 4'- 6.5" Allowed = 0.599" MAX LL DEFL= -0.002" @ 10'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 10'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.002^ @ B'- 7.5" MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.5" 4-06-08 9-06-08 1' 1 ' Wind: 120 mph, h=17.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 1 ' " 5.00 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x9 3 4.0" I Aft 2.0" t l I1 6 4 5 0 I ` o 0 M-2.5x4 M-1.5x9 M-2.5x9 • ; l y 9-06-08 9-06-08 1-00 9-01 1-00 C+� PRQfic`stS � c;4NE GINF9 QS/ •9200P r" JOB NAME: DR HORTON PLAN 3725-A- 92 Scale: 0.5280 . " •41111P WARNINI.Builder O.TOaIU desiNOSEgn le npoheAmmetise noted: "y7L ,,OREGON � 1.BWder and andbn contractarahoaaa edvlaetl of Ul General Notes 1.iNa asipnla hoed the Ammeters shown and labranlMi"INaI (�. Truss: F2 and wan4nos6ebra wnsMrctlon eemmetwea. bolding component.Applicabity of design parameters and proper 2 2t4 compression web bracing must ba!Welled When shown incorpontlen of component is the responsibility MMe building daetpner, IO 1 4 AQ• } 3.Additional temporary bracing b Gun GNAW during constmctlon 2.Design assumes Me tap and bottom chords b be laterad brand at 1 L w by NOG nspannBAly ofttw annoy.Atldmenal psnnanem b ssbt of 7 n MPA.and at ao a node p cod s braced(TC)and/or their tenoih). /1•^�R Or:. � VN, GongMumsahnMinr auwIbacngre meed where s e005aywanlsc). �V/C DATE: 8/10/2016 Ms nsnll akuatre h Ma rnponabiAly a/The InuMkp desgner. A 2a Impart bridging or lateral bracing required wMro shown++ SEQ. K2266869 4.No bed should wevened bany component untilalter albracing and 4.l�m uWon mesbusssee.mm awdIn•bility env.no nro.senhsive mnmem, Warms an comptete and at no tlme should any Inds greater Men and an bray co55505'of use. TRANS I D: LINK ded9"loads a appled b am component. 5.Design wanes full bang M el supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Campulnn has no constonr and assumes no nen annblhy for the neaaary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 11,201 6 A This design is furnished suited to Me!inflation eel forth by A Plates shall be located on both hses of truss„and pied so their anter 9 TPWITCA In BCS(,melts ofxhidi n#be mrnbhad upon request. Inn coincide wlh Joint anter Ads. 9.Digits India%ate of plate In inches. MITek USA,IneJCompuTrus Software 7.6.8(1L)-E 10.For bask connecter plate deNgn values me ESR-7311,ESR-t96 (MITA) Symbols Numbering System a General Safety PLATE LOCATION AND ORIENTATION Notes 1 1/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property or Injury Mill r ( (Drawings not to scale) DamagePersonal In Dimensions are in ft-in-sixteenths. ili..ik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0AQn C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves _ �'� may require bracing,or alternative Tor I 1._ , p, °C bracing should be considered. ■-� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate OIii, O 4. Provide copies of this truss design to the building plates 0-aa' BOTTOM CHORDS designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO loci and embed fully.Knots and wane at joint connector plates. THE LEFT. locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from `Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/7P11. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber dof truss ead load fabricator.General practice is to the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: ii Indicated by symbol shown and/or SYP represents values as published in all respects,equal to or better than that by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSO a output. Use Tor 1 bracin pof Jun /new values 13.Top chords must be sheathed or purlins provided at 9 with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 4111 Ife Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =, reaction section indicates joint ©2012 MTek®All Rights Reserved approval of an engineer.16. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM In -� 40 18.Use of green or treated lumber may pose unacceptable environmental health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone hAti DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, �� ke Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Platee ANSI/TPI 1 Qualty Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 ..... 101. . MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 3725-A The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2283845 thru 1(2283846 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � 0 PRO � �� 'Nc3lNE'F.9 c1'/0*,9 89200PE r - ft A OREGON�Ix ki <O A:1)' 14 2� P;1- "TERR10 ,g6t2,(6/C20*/---1 August 17,2016 Baxter,David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS LU: 2x9 OF AICATR TRUSS SPAN 20'- 0.0" BC: 2x9 OF N16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX M2-BER -15) 1 9WR3-D8=)-40 ) WEBS:: 254 DF STAND SPACED 29.0^ O,C, 1- 2-) 0) 43 2- 6=(-15) 1309 3- 4=)_900) 574 2- 4=)-1989) 62 8- 6-(-15) 1309 8- 5=( 0) 574 TC LATERAL SUPPORT c= LOADING 3- 5=(-1111) 0 8- 5=(-907) 109 , UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1489) 0 12^OC Sc LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1489) 62 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 92.0 PSF 6- 7=( 0) 43 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Ce-1, Ct=1.1, I=1 BEARING MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -37/ 959V -47/ 47H 5.50" 1.53 DF ( 625)20'- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0.0" -37/ 959V 0/ OH 5.50" 1.53 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.047^ @ 10'- 0.0" Allowed = 0.959" MAX TL CREEP DEFL= -0.109" @ 10'- 0.0" Allowed - 1.272^ MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DE FL= 0.020" @ 19'- 6.5" MAX HORIZ. TL DEFL= 0.032" @ 19'- 6.5" Wind: 120 mph, h=18,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-00 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Di r), '( 10-00 load duration factor-1.6, S-OS-OS Truss designed for wind loads f9-06-08 4-06-07 in the plane of the truss only. S-OS-09 12 I f f f 5.00 D I IM-4x4 12 D 5.o0 44.0" i M-1.5x9 2.0" M-1,5x4 3 c o 1 rol i 7 M-3x4 M-3x8 O M-3x4 oI y b 10-00 10-00 ��ED PR°Fe, 1=00 20-00 y1=00 c.1 NG�NE 'q sj0. 9200P 9t- JOB NAME: DR HORTON PLAN 3725-A- GOA1 � Scale: 0.3001 WARNINGS: GENERAL NOIEB, unless ftp Truss: GOA1 t.Ruiter and endbncomraobrshould 6.advte.dold General Note elhwWarnoted: . and We I.This balding co s Mad only upon am parartromn nods and m by,mmrMun Warnings on wa a«Ing mu t be i snoea, component.ApplkabWry of tied L aro ampraasionarae bracing nmabelmraMdwd»naMwn+, Incorporation of component g"p•nmthe building sJdprop.r 'Srj OREGON temporary ion mpop.5 mmam chords to of be L► -�j Vs 3.A atk''' dngsMau,.atebWyAeing«newdkn Z.10.0.50.11 esaresandveeame..b'c tit throughout length en r O4 4 2�� DATE: 8/16/2016 is the n.ponddlly of the endor.Addabnal pemeMMhnahq of Te.c.and al ld a.4 respectively plywood.bnadthroupheut lhatr mnplh by as overag ewawa b the napornBGiy of the building d.spn.r. continue«waaming such■s sMembg(TC)and/or drywtn(BC). M SEQ, K2283845 A No mad Mould be applied m any oempwnd undo acrd 3.betmpadbddgkg or thereprackgryqutred wh.ndnxnt. `��'�� Asbnwe en oomptem and sins Sm.Should any bads greeter Bran S Dsignmushelletbri f.unmrM napo be used In nseosrsi«nnvIron TRANS ID: LINK Daewna.aum.swr..anmbeusedman««ea..wo-enmam• design loads be m any component. and an far bry condition-ofu.. 5.Commit=BSd hes no control over and assumes no napmw6My braid 6•Design MUMS NN bo. or d suppoda eMnn.9Nm or ar.dgs B fabrication,hendb,g•shipment and insidalbnofcomponent,. C•5/I3)DL'[a.. .4 rl yet /^O1 Mary• EXPIRES: 12/3 L d.Thte design Is fumldad subject to the Imitations at mm by 7.Design assumes ad.9uat.anlage b provided. TDN4rCA m SCSI,aopI.n of whidr Ba be fumbhW e.Masa Mal be loaded on both te«s of trues,and plead so arab center August 17,2016 upon request. IMS«IndM with feint amen Ines. Mfiek USA,McJCompuTrus Software 7.6.7SP2(1L}E s.Digits bdiate sire Opiate Sr inches. 10.For bask eom.dor piste design values we E818.131 1.ESR-lase(h4Tek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" Wind: 120 mph, h=18.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, TC: 2x4 D£Rl&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF 8163TR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF Gable end truss on continuous bearing wall VON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE 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. 10-00 10-00 12 12 5.00 IIM-9 x9 Q 5.00 3 111111111111 c t sr M O 1 / i////////////l!l////1//////////I/ll///I////////////i//il/////////////////////1//1//l////////////lJ////1/l/////////////////i///////////////////ill//////l// 5 I 0 O M-2.5x4 R-. bFF0 1-00 20-00 �c� '029 Q :9200P r 11P JOB NAME: DR HORTON PLAN 3725-A- GOA2 Scale: 0.4001 . �:r `4111•► WARNINGS: GENERAL NOSES, unless othenseenoted: • OREGON ��CC 1.Sadat and erection toNh of eo aetor should be advised al General New 1.TMs design is th based only upon e parameters shown and is for en individual .37., A- Truss: GOA2 and Wandrge before anabudlon commences. building component.Applied/88y or ddign paromrtero and proper 1. "� L 2M compression web busing must be Installed where shown+. incorporation*crowned is the responsibility of the building designer, IO qY 14 2C) 4 3.Additional temporaryai temporary Orap b insure hb aRy duringconstructionngconstruction2.Design assumes N.top and bottom chords fo be laterally braced at �� lathe respond/My of the Neater.Additional permaroM brodrg of conte.amt rt td eta rospeets ply vibes bread(TC).n td r d,y all(8).ong5:by MER R I L\- mmwus mnthkg latera I b adng rplywooe aired e g re s own•dryweti(BC). DATE: 8/16/2016 the word nadirs N the responsibility of the building Magner. 3.2z longed bridging or lateral Madrg required Morro shown++ SEQ.: K2283846 4.Noload should bo applied tomycomponent until after aibnangand 4.oet.R.5 ndimlel+hhersm f r contractor. nem, fasteners aro complete and at no No.should any beds greater mm TRANS ID: LINK design bait be*idled to any ecmponem. e.oeagn lordly rswose ng a.0 auppoM mews.Shim or wedge n 5.Compulrw has no control over and assumes no responsibility for the EXPIRES: 12131/7017 NbMetim,handling.shipment and le.t.k.tim of arlganaM. 7.Design mamas.degWla drainage ispnwded. August 17,2016 8.This design Is fumthed sublet to bre limitations set bit by 8.Pastes shall be bated on beth Nees of truss,and Wooed so lank arta TPIWFCA In SCSI,Copt.s of rmidh will be hmlmed upon request. line coincide wmn joint anter kite. 9.Dies indicate size of plate in Mhos. MiTek USA,Inc./CompuTrus Software 1.6.7-SP2(IL).E 10.For bads annMor piste design valves see ESR-1811,ESR-1985(Wyk) Symbols Numbering System A General PLATE LOCATION AND ORIENTATION Safety Notes 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1 ry 44k Apply plates to both sides of truss and fully embed teeth, 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. HJT 6 C1ilikl -2 C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves _ may require bracing,or alternative Tor I O p bracing should be considered. r x (c)a. � 3. Never exceed the design loading shown and never n O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 2 designer,erection supervisor,property owner and plates 0 'ii'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO location are bregula ed by Aand NSI/TPI wane at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and Is the to slots.Second dimension is responsibility of truss fabricator.General practice is to ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: �� SYP represents values as published in all respects,equal to or better than that �� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13.To chords must be sheathed or puffinsprovided at spacing output. Use T or I bracing with effective date of June 1,2013 acing indicated on design. p p if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. *IL. Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.appro cut l oor an alter truss or plate without prior NMI reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINIS —� A 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal hill 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, I ,1 iT k® Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 — _ _ - - r_____._ _____._ Standard Gable End Detail ! ST-GE120-SP - -- 1 -.__ _____ -- _ -� _ Mi Tek USA,Inc. Page 1 of 2 {--1 ' R r j Typical_x4 L-Brace Nailed To I- 2x Verticals W/10d Nails,6"c.c. 1 Vertical Stud--._ ,c! E.,—....,-_-=` r^ -, ',., Vertical Stud (4)-16d Common jI,/K\ `. -. _._ t c—r 41/4.14,< - /, ;Wire Nails {'1\, . .,, `� BRRAACONAL (� �� �� EJ16d MTek USA, Inc. y y__Wire Common f SECTION B-B " ��1„�,e■� Spaced 6"o.c. 00 I. DIAGONAL BRACE r -0' ______,i 4'-0'O.C.MAX - _._. __ (2)-1ofCommon re Nails into 2x6 i' 2x4 o2 of better " TRUSS GEOMETRY ANDCONDIrIONS F �' �.\ . .. SHOWN ARE FOR ILLUSTRATION ONLY. i Typical Horizontal Brace -� ) Nailed To 2x_Verticals r i zxa stud w/(4)-10d Common Nails I 12 SECTION A-A •- i I 1 Varies to Common Truss -__..____ * �� PROVIDE 2x4 BLOCKING BETWEEN THE FIRST I --7,1-,ry-<!7"'�". N �nkr oIN SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING 1 q + DRAWINGS FOR DESIGN CRITERIA WITH TO TRUSSES (2)-10d NAILS AT EACH END. **;' ''. ATTACH DIAGONAL BRACE TO BLOCKING WITH / (5)-10d COMMON WIRE NAILS. .,__Jj 3x4= / - yi B =f- B -`' (4)-8d NAILS MINIMUM,PLYWOOD _ F ,_- / F /`' r r;.j ___, _r('-•I'S l SHEATHING TO 2x4 STD SPF BLOCK • * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B I \ / 1.1 24"Maxi Roof Sheathing-- \ , NOTE: r/1-2-1-1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. --‘, -/T--;;;. 1/ {`.� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND /1'-3 ' I , WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-10 j .t. I jt, 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. �_MaX. ;' f ? I, ,(2}-10d NAILS I ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT i i y% \ I BRACING OF ROOF SYSTEM. F``* f'; 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB ' r OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ^�/ - / t 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF r _ . ,,Truss s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. `r 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A '`�'' \ / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / ' I BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / 4\ ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dag. Brace �/2 TDIAGOCHED AL BRACE SPACED TO VERTICAL WITH 48"O.C. 6d 7.(REFER TO GABLE STUD DEFLECTIN ON MEETS OR EXCEEDS L/240. g 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. fttleedednl� y.i,/ \ TO BLOCKING WITH 5)-AND COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall --HORIZONTAL BRACE . .-.....,.r (SEE SECTION A-A) DIAGONAL 2 DIAGONAL I I Minimum spud Without 1x4 2x4 BRACE BRACES AT I Stud Size spacing Brace L-Brace L-Brace 1/3 POINTS Species --- _-- I and Grade Maximum Stud Length - i(2x4 SP No.3/Stu 12"-0-.6.-, 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C . 3-10-7 4-2-1 5-10-13 7-8-14 11.7-5 2x4 SP No.3/Stud 24"O.C� 3-3-11 3-4_14 4-9-13 6-7-7 9-11-12 ,f( Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c.,with Sin minimum 1 end distanc, Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT-30 FEET { CATEGORY II BUILDING ' EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH----•-- - -- - -- ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING] DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. _ -___ _