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Plans (62) ? 7)..c/ S Gv ��4 r`�e, -- I FAILIDNY°IN°V y2''�"p'2�.O11y6„p�13 ��Ft 1 qI GfA 8s.lEsB,.ig;! CO 1-2-8 JACKS 1-0 O.H. 1 1 1 1 I. t� D.A. NORTON f PLAN 3724 '8" I GARAGE LEFT r - VED W °' "' 5/12 PITCH (MAIN UPPER) i 0 O,H, L _ 6/!2 PITCH (FRONT-FACING GABLES) MATCH 0 0 251 LOAD 5/111, /!-, .......C.,,)V\ ' .i..7/. ) _ ! ARIEL TRUSS .lA!). 574-7333 ' Ill° GAF :�.11 s 7 �!�� DRAWN BY: cu.i.6 -�.I.._M.._.. it KEVIN LENIiE 1111111 No .;.1,1 Eigimps ADD STRUTS 00 Al 3RD CAR OPTION Firs i. y5-02-12 yMPIIIf y5-02-12 S 9-00-00 ; ; 10-06-08 el? SPANSPAN cip ,, SPAN . DROPPED GARAGE Cr9 GI. n 0 n -; ,_------r-/rTh m "o F r, i t F ( 4cL 10 ---- ''') 3 l• o; n • N t7e >S Gf 7 m 4 A 0 IIIII D.R. HORTON 1-2-8 JACKS 1-0 0.H. PLAN 3724 'B` GARAGE RIGHT 5/12 PITCH (MAIN UPPER) 1-0 O,H, iIi1IiiiilIiIIi , 6/12 PITCH (FRONT-FACING GABLES) MATCH 254 LOAD 111"1"I 1111 ' ARIEL TRUSS u; 574-7333 :.11 ilPillilIll UJ TN IDE iiiIiII!!iI -41111116.., ril 'kap A I i . II :4,1"iiiirif Nio." 111,,,r, sRell. MONOto STRUTS 1MUE I ___ r_ 0 G-45111J'5-02-12 E. f • 3RD CAR OPTION 5-0 -12 y J'5-02-12 ). 10-1.-08 9-00-00 4 SPAN 00 111111M ,,rrIIIIIIIMIIIIIIIIIIII SPAN DROPPED GARAGE 1 :_1 K anti / ,1 .- Q rt N LtS or L,USZ(f 1--- -moi N 8 Ci NMI 111.1 let MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR NORTON PLAN 3724 B 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: K2490606 thru K2490620 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. co 2 c� 89200PE �r OREGON 0, iltii '::), ,,-P' 2 y 14 Q .jr ERRIL\- OP October 20,2016 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 93'— 9.5" Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF#1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF#1SBTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Truss designed for wind loads 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 Unbalanced live loads have been TOTAL LOAD= 92.0 PSF Gable end truss on continuous bearing wall VON. t9-1x2 or equal typical at stud verticals. considered for this design. 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. 21-10-12 21-10-12 10-10-1211-00 11-00 10-10-12 12 IIM-9x9 12 5.00 7 3 dy '.° 15.00 IIIIIIIIIII M-3x6(5) M-3x6(5) ra+ ee 1 o M-3x6(5) M-3x6(S) of M-2.5x4 0 QED PPiZ3 F, �---�' 15-11 b 11-11-08 y 15-11 c../ �Ca{N �`s�'/�2 Noe 1-00 43-09-08 14 :— — 9`„ JOB NAME: DR HORTON PLAN 3729 B —Al Scale: 0.1957 41110111.,,/'�� WARNINGS: GENERAL NOTES, unless ome,wsenoted: NP y?. Truss: Al 1.Builder and erection contM ractoraltsbeadwmdofalns General Notes 1.TNadesign kbased only upon the parameters shown and kfor anindividual 74. ,OREGON 1.(c, and wemi gs before construction commence.. budding component.ApvlkebWly of design parameters end proper 2.214 oompremlen web bracing must be Petaled where shown.. Incorporation ofeomponsnt la the responsibility of the brrfldrng designer. `' 3.Additional temporary bracing b,insure stability duringconsbuepon N 2.Design enure.the rev area cottons Omit to be Intent'Paned at �O r '�A ZO + Is me reper:MEly of the meter.Additional permanent Pacing of Zoe.and td e.e.npedNsy unless braced throughout theirlerlength �( by Y `_. DATE: 10/20/2016 the evened*Mixture k the responsibility Otte building dee 2x impact a ct ehnming such as plywood re Mwfidm,.sisinner drywsll(BG). P R 1�� SEQ.: K2400606 3.2lmpadbndgngerhbralbrodgroyu edwtraros.sseh 4.No ked shah be exiled k em component until after m bracing and 4.Installation album is me reponeblby of the reepecma contractor. Ocierwra ere complete and at no time Mould any keds greater than 5.Design assumes trusses are to be used in a noneonoPm environment, TRANS ID: LINK dMPr lmd•be epp:dieny component and am for'dry condition::cram. 5. Tnnhas nocontrol over end.ewmesnorepen.nt..me e.Dmgn..aaneakllbeatinga.Iwppodeehown.5hmerw.dgep EXPIRES: 1?/31/2017 fmdcatkn,landing.shipment and instanter:or components rwc.amry' 7.Design assumes attested*drainage k provided. October 20,2016e.This design h furnished subject to the!Wisdom set kit by un aftmm..ndpk�dmm.k�merTPIWICinSCSL�wmaf MlMwpb.k. .d yen request. ;�,ncide Wth pint on 1 LE Mfr k USA,k1WCompu7nm Software 7.6.7-SP2 nter lines. 9.OgIts Indicate Me of pats k,Inches. ( )- 10.For bask cementer plate design values sin ESR-1311,ESR-1805(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/C9=1.00 TC: 2x9 DF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 9=(-387) 3716 2- 3=(-4149) 976 12- 7=( -911) 204 BC: 2x9 DF 1116BTR SPACED 24.0" O.C. 2- 3=(-4149) 476 9-10=1-238) 3082 3- 9=( -409) 196 7- 8=(-4188) 487 WEBS: 2x4 DF STAND 3- 4=(-3856) 446 10-11-(-114) 2251 9- 4=( -36) 645 LOADING 4- 5=(-3151) 446 11-12=1-240) 3106 4-10=( -889) 213 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3176) 447 12- 8=1-399) 3756 10- 5=( -124) 1291 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-3892) 455 5-11=( -126) 1309 TOTAL LOAD= 42.0 PIF 7- 8=(-4188) 487 11- 6=( -901) 215 OVERHANGS: 12.0" 0.0" 6-12=( -45) 655 Snow: ASCE 7-10, 25 PIP Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 2, 8: Heel to plate corner = 3.75" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -253/ 2041V -179/ 184H 5.50" 3.26 DF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 43'- 9.5" -213/ 1982V 0/ OH 5.50" 3.17 DF ( 625) 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= -0.259" @ 26'- 1.6" Allowed = 2.144" MAX TL CREEP DEFL= -0.581" @ 26'- 1.6" Allowed = 2.858" MAX HORIZ. LL DEFL = 0.100" @ 43'- 4.0" MAX HORIZ. TL DEFL- 0.169" @ 43'- 4.0" Wind: 140 mph, h=20.7ft, 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 21-10-12 21-10-12 in the plane of the truss only. T 10-10-12 ( 11-00 11-00 ( 10-10-12 7-06-12 7-10-01 6-05-15 6-05-15 7-1(1 7-06-13 T 1' T 4 1 4 4 12 12 5.00 p )IM-6x6 ."' -.15.00 6.0" 5 45y M-2.5x4 M-2.5x4 4 6 M-3x6(5) M-3x6(S) M-3x9 M-3x9 3 M-1.5x4 M-1.5x4 v, MHS-5x12 MHS-5x12 v. . A ,F 1/✓c- , ,_, " w` err s 'Im C3 l� 2 9 10 11 12 8 0 I M-2.5x4 M-4x6 M-4x6 M-2.5x4 I MHS-3x12(S) MHS-3x12(S) �� D PR0Fto l l y b y l c? _`GINE d/ y 10-03-15 7-03-15 8-05-13 y7-03-15 10-03-15 y ��\ 't�N r1 E9 O2, 15-11 11-11-08 15-11 y Q 89200P E JOB NAME: DR HORTON PLAN 3724 B -A2 Scale: 0.1406 WARNINGS: GENERAL NOTES, imNssotherwise nered: L , OREGON �• �(/� 1.evader and erection contractor atwrdd be.dvkM Mm of GeM Notes 1.This design N Weed only upon the parameters shown and Is for an individual Truss: A2 and Nbmlrgs before eensW lloe commences. building component.Appin.bSty of design parameters and proper 7\ IncerporatIon of component Other ng 2.2s4cempnesefonweb bracing must beMetaled where shown. ,0 4. 14 2.°. 2.Dssignaewnesthetop.ndeelmmrsa�,e~marowmer.ibility of ihe ryera,1 designer. '" 3.AddBonsl temporary bracing n g masstabilitydump oenatmdbQn 2 os.and at 10 es.ree0ectiyey unless braced throughout their Nnglh by N n - J� the epomiblllWho ths erector.Additional pemsheathing.nent bracing of continuous such ea plywood oMerkmR ag(TC)and/or Ory (BC). 4"�R RIO- DATE: I `_ � DATE: 10/20/2016 the ever l structure Is the responsibility of the building designer. 3.2a Impact badging mislead brsdig required when shown 0 s 4.No bed should be applied trey component u 45.8.:.l Owing and 4.in telatton of truss la foS the reeponey of the respective contester. SEQ.: K2490607 taNnesT.am complete and.t en thee chcdd any load.gre*t.r IInn 5.DOuR,aumn.e bus...ate Is be used in.noe.soenslfl seusseteast, ndillon-of use. TRANS ID: LINK design bade be applied to any component. s,aD�.q�.`.am�:.n Waring Nwppo is show:.SMm or wedge 5.�^p.Tman„meentrdoveranda.R^m.mnepamiSyforthe ,n,�,ry. EXPIRES: 12/31/2017 fabdatlen.handling,shpment and Installation of components. 7.Design assumes adequate damps is provided. October 20,2016 6.This design N furnished subject to the Imitations sat forth by 6.Plates shati be baled on both laws of truss,and placed so their nester TPONRCA In SCSI,copies of which MO be furnished upon request. Ibex winde with joint comer Mee 9.Dgoe indicate We of plate in inchaa MITek USA,Ine.lCompuTnls S9RWar!7.6.7-SP2(1 L)-E 10.For beak cem.dor piste design values see E5R-1311.05R-1968 041Tek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5^ IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF R1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF (I1&BTR 1- 2=( 0) 43 2- 9=(-396) 3747 2- 3=(-4183) 432 12- 7=( -410) 206 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-4183) 432 9-10=(-192) 3118 3- 9=1 -407) 197 7- 6= 3- 4=(-3891) 401 10-11=( -75) 2281 9- 4=( -44) 639 (-9222) 443 TC LATERAL SUPPORT <- LOADING 4- 5=(-3192) 395 11-12=(-199) 3142 9-10=( -885) 216 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP BC LATERAL SUPPORT <= 12"00. UON. CHORD= 32.0 PSF 5- 6=(-3216) 395 12- 8=(-359) 3787 10- 5=( -102) 1308 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3927) 410 5-11=( -105) 1321 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 7- 8=(-4222) 443 11- 6=( -898) 218 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6-12=( -53) 648 Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA JT 2, 8: Heel to plate corner 3.75^ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 62.5 LBS @ 21'- 10.8" 0'- 0.0" -234/ 2055V -179/ 184H 5.50" 3.29 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 93'- 9.5" -194/ 1996V 0/ OH S.SD^ 3.19 DF ( 625) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 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 = -0.254" @ 28'- 5.4" Allowed= 2.144" MAX TL CREEP DEFL = -0.595" @ 26'- 1.6" Allowed= 2.858" MAX HORIZ. LL DEFL = 0.098" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration faetor=1.6, Truss designed for wind loads 21-10-12 21-10-12 in the plane of the truss only. 10-10-12 11-00 11-00 1{ 10-10-12 f 7-06-12 7-10-01 6-05-15 f 6-05-15 7-10 Q M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. f T T T f7-06-13 12 5.00[:7. I IM-6x6 12 as.00 6.0" s ','"' li\ M-2.5x4 M-2.5x4 M-3x6(5) \ 5X4_1.5X4 -3x6(5) M-3x9 • a /-M-3N4 M-1.5x9 <. MHS-5x12 \ }a MHS-5x12 a, 9 10 i 1 I M 29 x9 M-4x6 11 12 8 r"o ��..0 PROFFs M-4x6 M-2.5x4 oI V C ), y MHS-3x12(S) +62.508 MHS-3x12(S) y G`N s/ J• 10-03-15 7-03-15 , 8-05-13 , 7-03-15 10-03-15 t��\ �� QA• y y 15-11 11-11-08 15-11 y �/�8920�}PE �r 1-00 43-09-08 l7 JOB NAME: DR HORTON PLAN 3724 B - A3 / �� Scale: 0.1406 le /Y+. WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON lV,i Truss: A3 1.Bander and erection contractor should be advised of all General Notes 1.TMs design b based only upon the parameters shown and b for en IndMdusl G and Wanless before combustion commences. building component.ApparabRRy of design aerometers end proper <O A11 1 4 �y Q` 4 2.2Y4 compression web hratlnp nasi be installed when anewn., bco,poradon of component b the reasonedMy of the building designer. 7 4 �y 3.Addabnd temporary bracing b Imus stability dams construction 2.Design assumes me top and bottom chordate be laterally braced at '&7, •••••• ,dy_y T_ DATE: 10/20/2016 I°m•'e•d°^aR,sy ortm seeder.Additional p.ml.mmbr.anp of PM and�. respectively ural.""braced tnrouphow their N _•�Q Ri IM overall structure h the raspomlNRy ore*building daspner. 3 Impact plywood siwathing(TC)eWor drywa M • r Fl w SEQ.: K2490608 4.No bed ahouw be applied to any component Wa ane,al biasing and 4.Instal nb orr to,.is thehlateral onsAtgiy of the sing required peke shown ctor. fasteners ire 0mn0bte end st no gine should ray bads greater than 5.Design assumes Wase.an to be used in a non-corrosive environment, TRANS ID: LINK eaNpb.d,be.ppladto.ycompomm. em•rafor-dr..nAben"era.e. EXPIRES: 12/31/2017 ns nes no control over sect assumes no roWomfoBry fordo 8.Design...hIA Maros at as supports Woe,shim or wedge d 5.CompuT f.6re000s, .neing,ehorwmand innt..ttan«eomponenn. m��°ry October 20,2016 e.TMs designN furnished subject to theama.tbne set beth by 7.Design assumes adequate chines"is provided TPIAIRCA in 8001,copse e/wnol,w81 be furnished upon E.Phanshellloaded on both bas elbow and placedea theirrol,rimer moped. .aa coincide cosi)dM pont Fines. Wok USA,IncJColrtpuTrtn Software 7.8.7-SP2(1L}E 9.Des •ate sloe of plats in Penes. to.For bask connector pbte design values see ESR•1311.ESR•f g88(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/GD£/Cg=1.00 TC: 2x4 DF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(-324) 3762 2- 3=(-4199) 430 7- 8=(-4199) 430 BC: 2x4 DF 6166TR SPACED 24.0" O.C. 2- 3=(-4199) 430 10-11=(-170) 3135 3-10-) -407) 197 WEBS: 2x4 DF STAND 3- 4=(-3908) 399 11-12=) -54) 2277 10- 4=1 -44) 633 LOADING 4- 5=(-3210) 392 12-13=(-170) 3135 4-11=( -894) 216 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3210) 392 13- B=(-324) 3762 11- 5=1 -102) 1317 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3908) 399 5-12=( -102) 1317 TOTAL LOAD = 42.0 PSF 7- 8=(-4199) 430 12- 6=( -894) 216 OVERHANGS: 12.0^ 12.0" 8- 9=( 0) 43 6-13=1 -44) 633 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13- 7=( -407) 197 Cs=1, Ce=1, Ct=1.1, I=1 JT 2, 8: Heel to plate corner = 3,75" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 21'- 10.8" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -233/ 2062V -185/ 185H 5.50^ 3.30 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 43'- 9.5" -233/ 2062V 0/ OH 5.50" 3.30 DF ( 625) 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" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.253" 9 17'- 7.9" Allowed = 2.144" MAX TL CREEP DEFL =-0.594" @ 17'- 7.9" Allowed = 2.858" MAX LL DEFL= -0.002" @ 44'- 9.5" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 44'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.098" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.165" @ 43'- 4.0" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-10-12 21-10-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 4' 4' load duration factor-1.6, 10-10-12 11-00 11-00 10-10-12 Truss designed for wind loads 4' 1' 'l' g 4' in the plane of the truss only. 7-06-12 7-10-01 6-05-15 6-05-15 7-10 7-06-13 12 5.00 )�M-6x6 12 M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. Q 5,00 6.0" s .6.-i ` M-2,5x4 5" ,M-2.5x4 14-3x6(5) M-3x6(5) M-3x9 ''114111111\H114jpp+ M-3x9 M-1,5x4 M-1.5x9 d MHS 5x12 MHS-5x12 I = y __ r 0, _ 0 10 11 12 13 M 'L �R � PROFFS od M-2.5x4 M-4x6 M-4x6 M-2,5x4 � 0i MHS-3x12(5) MHS-3x12(5) y y \C"` )GIN E�, �+/O .1 y l +62.506 R cl ,,�1- y 10-03-15 7-03-15 y 8-05-13 yY 7-03-15 10-03-15 _v.9 Q y y 15-11 11-11-08 15-11 89200P E 1-00 43-09-08 1-00 / .. JOB NAME: DR NORTON PLAN 3729 B -A4 Scale: 0.1402 0 OREGON t4 WARNINGS: GENERAL NOTES, ones otherwise noted: Truss: A4 1.Builder and enc8oncontractor should beadvised ofenGeneral Nets I.This design le based anyupon the parameters shoe and Iefor enIedbboat LSO��Y 2� �P+� end Wemings before conahuc ion commences. butting oomponem.Apn nobllty of design parameters and proper 2.2e4 comprcaslon web bracing mutt be instead where Mown•. incorpersden et component is the responsibility et(he Soling designer. Q 3.Addlbrd temporary braising b hese stability during conebuclbn 2.Design anuses me top and boom chords to be laterally braced et �J DATE: 10/20/2016 responsibleis ihe reserctor.AddpbealpermamMOwingof 2o.CaMa110o.ercepedNeyunbnbneWt(TC(enNtheir,950.1llrby ��RR�L�' caresses sheathing Arch es plywood•h•etrkg(TC)andfor drywel(BC). dum la the napenabaky oft.beery designer. 3.Dr Impact bridging or tend toeing wend where shown t. SEQ.: K2490609 4.No bad should beapplied te any component until alba all hieing and 4.Indagatbnofhue dsthe reponse*ofthe reaped).contractor. esteem are templets and at no tee a ouhi erg bade greeter non-corrosive 5.Design assumes busses ere to be used In anon-corrosive environment end are for condition.Oros. EXPI RES: 12/31/2017 TRANS ID: LINK design loads awed ads be aal to any nompenent 5.Campania Mane central war end assume sue responsibility for the6.Design assumes t8 bearing at•l support shown.Shim or wedge t tbdatlon,handing,shipment and 1001011111100 ofcempenerge n°��°ry• October 20,2016 6.This design le Mnished wiriest to the iknatbns ret bet 7.Dneseelign be ded on otlfecela ensan by 4.P'bsstolMbh len eeMltl feces a/inns,sM placed as trek other TPIMRCAm BC3l,spin o/whbh H•he/urrrlahad upon roWest des cokrclde with lent antennas. NHTak U IneJCo B.Celts mdkate etre of pada in Inches. SA, IIIpuTrue Soltware 7.6.7-SP2(1L)}E 10.Far beak connector plate design vales see ESR-1311,616-1598(MiTck) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(-365) 3731 2- 3=(-4165) 474 7- 8=(-4165) 474 BC: 2x4 OF#1&BTR SPACED 24.0" O.C. 2- 3=(-4165) 474 10-11=(-216) 3099 3-10-7 -409) 196 WEBS: 2x4 DF STAND 3- 4-(-3873) 444 11-12=7 -92) 2247 10- 4=( -36) 645 LOADING 4- 5=(-3170) 443 12-13=(-216) 3099 4-11-) -898) 213 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.D) ON TOP CHORD= 32.0 PSF 5- 6=(-3170) 443 13- 8=(-365) 3731 11- 5=7 -124) 1300 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3874) 444 5-12=7 -124) 1300 TOTAL LOAD= 42.0 PSF 7- 8=(-4165) 474 12- 6=7 -898) 213 OVERHANGS: 12.0" 12.0" 8- 9=7 0) 43 6-13=( -37) 646 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13- 7=( -409) 196 1 Cs=1, Ce-1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG JT 2, 8: Heel to plate corner = 3.75'• BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIEBRG S) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -252/ 20471 -185/ 185H 5.50" 3.28 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.5" -252/ 20481 0/ OH 5.50" 3.28 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 = -0.258" @ 17'- 7.9" Allowed = 2.144" MAX TL CREEP DEFL = -0.580" @ 17'- 7.9" Allowed = 2.858" MAX LL DEFL = -0.002" @ 44'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 44'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.100" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.164" @ 43'- 4.0" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-10-12 21-10-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f load duration factor=1.6, 10-10-12 11-00 11-00 10-10-12 Truss designed for wind loads T f f in the plane of the truss only. 7-06-12 7-10-01 6-05-15 6-05-15 7-10 7-06-13 1 4 4 4 T T T 12 12 5.00 © IIM-6x6 ' 5.00 6.0" 5 a'n' M-2.5x4 ,S: M-2.5x4 9 • M-3x6(5) \ \/ M-3x6(5) 3 M-3x4 M-3x4 M-1.5x9M-1.5x9 .4. MHS-5x12 zooll ` MHS-5x12 , a 0 10 11 12 13 *Y, 1 M-2.5x4 M-4x6 M-4x6 M-2.5x4 I MHS-3x12(S) MHS-3x12(S) PROF y ; J, y y � ESS' y 10-03-15 7-03-15 y 8-05-13 y 7-03-15 10-03-15 y (e<att) J� 0NG1EF9s/0y y 15-11 11-11-08 15-11 yy :9200 P E 15' 1-00 43-09-08 1-00 JOB NAME: DR HORTON PLAN 3724 B -A5 Scale: 0.1402el!!!!;! 4;5 ___- WARNINGS: GENERAL NOTES, unless otherwise noted: '0 y OREGON <tt. e 1.Baader end ractlan contractor should be advised of al General Notes 1.711.design is based only upon the parameters shown end Is for an Navin.' ti Truss: A5 and gWMnds before anehucnon commences. binding component.Applicability ends •kn psramsien and paper 2.214 mmpnssbn web bracing mut be Instated where shover a, Inrorperelen or component htlrnd,snd.Myef the building designer. 3.Additional tempenry bracing b eters debility during construction 2.Design names the tap and bottom chartist*be latently braced at Is the responsibility orthe ander.Additional permanent bracing of 7 on.and at 15 o,c,respectively inlays braced throughout their length by �O qY 14 2-�P� DATE: 10/20/2016 the overtamame!sale reponseMlyofthe budding designer. 208,continuous nidgigor%thing eheepyngrendodwhere hown•dryvrN80). �FRR�LL 4.No bed should be sppfed to anycemponeN ural aferN 4.frmdtansl pars Ie the relpr•dngngfthewhenehown+� SEQ.: K2490610 bracing 4.Design..ofees.lee.aretonesodnhennorrosae,skor. fasteners en ampleb end at no time should any beds greater than 5.end Design mimes tune.are b he used In a non oortoalva environment, M an for'dry condition';dean TRANS ID: LINK a.tlgnloads heappnedbanyamponent 6.Designsssume'NBbearingatatsupporhanwn.Shimorwedgeif EXPIRES: 12/31/2017 5.CompaTms hs no control over end assume no reeponsl>Ity fir the fabrication,bending.shipment end Installation o/ampmrrd.. 6.This design Ishmhhed subtract to the lbnttatIon.set Mal by E.MalesDshellbeksN.d adequate drainage is end reseed so their anter October 20,2016 INV/MA In SCSIcopies of Mich M be furnished pan rattiest. yer000mdde with pmt center r,.:. 0 ��of phis mInches.Mek USA,InciCompuTra Software 7.6.7-SP2(IL)-E 1connector plate design values sae EBR-1317,656-1986(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 43'— 9.5" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF W16BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 DF N14BTR SPACED 24.0" O.C. load duration factor=l.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= 92.0 PSF Gable end truss on continuous bearing wall UON. Unbalanced live loads have been M-1x2 or equal typical at stud verticals. considered for this design. 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. w. 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. 21-10-12 21-10-12 1' 1' 10-10-12 11-00 11-00 10-10-12 T T 12 )IM-9x9 12 5.00 D a ' 5.00 M-3x6(S) M-3x6(8) �r ♦e1111111114 '� 1• 2 �' yF11111t I11� i o M-3x6(S) M-3x6(5) M-2.5x4 0 �,sk P�Fi70 Fss k ), y - IN i� 15-11 11-11-08 15-11 _9 2 ),--4 -9 1-00 43-09-08 Or ••- -00 JOB NAME: DR NORTON PLAN 3724 B —A6 Scale: 0.1999 — WARNINGS: - GENERAL NOTES, unless otherwise noted: Cr 1.&Mee and emdbncontradarshould beadvsedofaSGeneralNotes 1.Thb dentin bbend*My epee the p.remetersshoo,and labranlndMbual -y OREGON Z4' Truss: A6 andwnengs before construction conmwrwas. building component.Appieeblty or drawl nonmetals and proper pc A?x4 compression cods bracing mud M Metaled were shown 0. Incarpontbn of component b the resporulbRly of&e bulking designer, G/O�" l' 14 253'‘ �..`e�, S.Additional temporary hnobg b nen afab4l0 during consha5500 2.Dasipn St St tlu top end bottom dwra to be wane braced at / 4 b me responSbRy afore erector.Additional permanent timing o/ 2 o.e,ash N 70 o.c.nspaduey unless braced throughout their length M /a�e� 11-‘- DATE: �� DATE: 10/20/2016 the ovenl structure b are r..pon.erty cried Wilding designer. continuous dua&bg such es plywood dleemkg(TC)armor myw.1(Be). 'W 3.2r Impost hedging orbterel bracingel the Mere Shown++ SEQ.: K2490611 4,Na bad ehoukl be applied milliner to any component r el booing end 4.Intonation true m n of le e responsibility eras respective contractor. fasteners an complete and et negro*Mond any beds greeter then 5.Design assumes trussss are to be used Ins non-corrosive environment, TRANS ID: LINK design loads beopined to any component. and era for roryconemon•stuse. 5.Comps.Tnn nes no control over end nouns.no 5 y ler the 6.Design assumes fun bearing at Si supporta shown.Shoe or wedge If monotony. EXPIRES: 12/31/2017 la a design handing,shipment and mWlp.fbation of wf pe,snema. 7.Design assumes adequate drainage la provided. October 20,2016 6,This designb funds/led subpd to 1M Wantons set bed by a.Plates dol M boated on both faces of truss,and pfassd co tlrolrcomer TPI N TCA In SCSI,copies of anon el be fumbled upon request Ileus coincide islet joint cents,Ines. MiTek USA,kieiCo Trus Software 7.5.7SP2 1 L s.Digits Indicate she of pee In bees. 1 ( 10.For beak connector plate design values see ESR-1771,ESR-lose(NRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 8=(-92) 1054 3- 8=1-343) 155 BC: 2x4 DF 416BTR SPACED 24.0^ O.C. 2- 3=1-1264) 172 8- 6=(-92) 1054 8- 4=( -20) 561 WEBS: 2x4 OF STAND 3- 4=1 -948) 108 8- 5=(-343) 155 LOADING 4- 5=1 -948) 108 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1264) 172 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 43 TOTAL LOAD= 42.0 PSF OVERHANGS: 10.3" 10.3" 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" -121/ 915V -92/ 92H 5.50" 1.46 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 5.5" -121/ 915V 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=-0.001" @ 0'--10.3" Allowed = 0.085" MAX TL CREEP DEFL=-0.002" @ 0'--10.3" Allowed - 0.114" MAX LL DEFL= -0.033" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL= -0.078" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL= -0.001" @ 20'- 3.8" Allowed = 0.085" MAX TL CREEP DEFL = -0.002" @ 20'- 3.8" Allowed = 0.114" MAX HORIZ. LL DEFL = 0.016^ @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.025^ @ 19'- 0.0" 9-08-12 9-08-12 Ind: 140 mph, h=18.6ft, TCDL=4.2,BCDL-6.5, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-09-09 4-04-08 4-09-08 5-04-04 load duration factor=1.6, T f 1' 1 1' Truss designed for wind loads 12 12 in the plane of the truss only. p I IM-9x9 6.00 Q6.00 4.0" M-2.5x4 or equal at non-structural diagonal inlets. 4 ,(- 4 1.1 M-1.5x4 M-1.5x4 3 5 c 0 1 U 0 g i I O M-2.5x4 M-3x8 M-2,5x4 y y •��RN P �E9-09-12 9-08-12 0.0 `� N� y CJ �/0-10-04 19-05-08 0-10-04 ,,C...? •�i/ "Y"......•< :9200PE . JOB NAME: DR HORTON PLAN 3724 B - Bl - `� ' Scale: 0.3141 •64WA PN : GENERALTN. NOIb, unles s omhe ieepar noted: 'iii••y,L OREGON R dpi I.Buller and erection cernkKror should be adwced or all General Notes 1.The design based only upon the parameters shown mils for an IMlvimvl Truss: B1 and WsnAnps before***ruction commences. building component.ApplkebEty of design parameters and proper 2 2n4 compress'.web bracing must be retard where shown o. incorporation of component k the responsibility of the bulking designer. <O '9 " 4 O� 1 3.Additional temporary bracing to insure debility during construction 2.Design assumes the lop and bottom chores to be Merely braced at /� a T b the resparoPolAly of the erector.Atldtlonst prmaneM bracing o/ 2 otic.and at 10 o.c.respedtvel/unless braced throughout their length by V� continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). 's-/ fy p'�' V DATE: 10/20/2016 the overs*Melva Is The reapos.E*y orris building designer. fl fl 3.In Impact bridging or lateral bracing required where Mown na SEQ. K2490612 4.Nebneed aankmeh..applied ro.ry component..1,51any Inas greater rg then 4.Theism assn of umes talathea...responsibilityS.used Ina non.o meceenviron or. festemnare complete and m no tins shook any bldsgrostarlMn 5.end.r aasumyaowaee'of robe used Ina nonconodsa environment. TRANS ID: LINK design loads be applied%my cemponeM. tired..for"dry condition'or use. 5.CompsTns has no corral over an..eemee no responsibility for me 8.cosign assumes fug bearing at al supports shown.Shim or wedge Pr EXPIRES: 12/3112017 nrassarv. lebdcetion,Milling,shipment and installation ofcomponent. .t 7.Design assumes admirer o b both feces drainage le pmv.d. .n October ZOr 20 16 8.The design k Mnhdned artifact to the AIr1AdIDM bet bre by 8.Plebs shag be bested on beth bces a/tunes,end pieced so mob sellar TPBWIMA in SCSI,bop's of WO 6411 m be Aialud upon request. line coincide with(dM centerlines, Wok USA,Ine.1Co True Software 7.6.7SP2 1 L E B.Digits indicate ate of plate In inches. r^W )- is.For bests connector piste design values see ESR-1311,EBR-1088(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 OF 4114BTR LOAD DURATION INCREASE = 1.15 1- 3=( 0) 43 2- 6=(-92) 1054 3- 4=(-320) 155 BC: 2x9 OF Bl&BTR SPACED 29.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1269) 172 8- 6=(-92) 1054 8- 4=( -20) 561 3- 4= 6 ( -948) 108 8- 5=(-343) 155 LOADING 4- 5=( -948) 108 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1264) 172 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 43 TOTAL LOAD= 42.0 PSF OVERHANGS: 10.3" 10.3" 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" -121/ 915V -92/ 92H 5.50" 1.96 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 5.5" -121/ 915V 0/ OH 5.50" 1.96 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 = -0.001" @ 0'--10.3" Allowed = 0.085" MAX TL CREEP DEFL = -0.002" @ 0'--10.3" Allowed = 0.114" MAX LL DEFL = -0.033" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.078" @ 9'- 8.7" Allowed = 1.236^ MAX LL DEFL= -0.001" @ 20'- 3.8" Allowed = 0.085" MAX TL CREEP DEFL = -0.002" @ 20'- 3.8" Allowed = 0.114" MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.5" MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" 9-08-12 9-08-12 f 1 Wind: 140 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), 5-04-04 9-09-08 4-04-08 5-04-04 '1 f fload duration factor=l.6, T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p HM-4x4 - Q 6.00 4.0" 4 •f-,,, 411 , M-1.5x9 M-1.5x4 3 5 Z 1 'r F , ` o - 8 M-2.5x4 M-3x8 M-2.5x9 yP l l 9-08-12 y 9-08-12 b �����G�E Pe`6$ 0-10-04 19-05-08 0-10-04 ��� �� �� �2 Q 89200PE 9<' JOB NAME: DR HORTON PLAN 3724 B - B2 Scale: 0.3141 -.. i -• 1.Bulkier s: GENERALTNdgra1NOTES, unless on erwise hepara,ee '�� , OREGON �10 !(� Truss: B2 1.BU WARNI983$: erection amnaor sheds he advised of all Oeenl Notes 1.TNa design k based a"N open me parameters shown end k for an Indlddual and Warnings before construction commands. bolding component.Applicability of design parameters end proper 2.244 compression web bracing must be Installed where shown.. Ino«pontion of compon.M k Ila reepondblay of the building designer. 1 3.Addltbel temporary bndng to knee debility during cce4udlon 2.Design assumes the tee and bottom chordate bo letereN Mead N ,O 'Q?' 14 2-°'‘�PT lame responelIty of the erector.AddMoma permanent Macke o/ Y on.and a 10'e.c reapedwaty rales bund tlkol,phemd rusk length by oentkmeaeshea dr sheathing of the bmldmp de.iper. 3.23 Impact bridging or lateral bracing required who,.shown.0 dnwati(gc'. ER R t U- DATE: 10/20/2016 IM owed satata.k n1.responsibility 0 SEQ.: K2 4 90 613 4.No bad should be■pldkd to any senpenen.nti alter all bhang arm 4.bwnadlon or inns k the responsibility elm.,.,poem•.contractor. festenm an complete end at no ems should any bade greeter then 5.Design assure.trusses are to be used in•nonaonoabe emlronmenl, TRANS ID: LINK design bads he applied b any compoent end enb sire cud onalums. S.CompuTNs Ina no control*Yawed assumes no mponsiblby for the 8.Design assumes full b.eng a all wpperla sham.Slim or wedge g EXPIRES:c12/31/2017 fabrication.handling,shipment end Nntallagon of components. n..amry. subject7.Design wlbeloadpwkonmagekpewden October 20,201V e•This design lehamndm0..sf5 stint timllabe ea bpm by a.Ptesn awl be bated on both tenso/truss,and placed so their center I L L 6 TPVWfCA b gDgl,copies of which wig a funked upon reeled, lines coincide wM)okd anter Ines. MiTek USA,McJCo uTrus Software 7.8.7-SP20.Dab Indica..size of pita Sr kale. (1L) 10.For basic connector pieta design values see ESR-t311,018.1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 19-05-08 GIRDER SUPPORTING 43-09-08 IBC 2012 MAX MEMBER FORCES 4WP./GDF/Cq=1.00 TC: 2x6 DF#1 LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=(-15604) 3466 1- 6=(-3052) 13864 6- 2-( -888) 4128 BC: 2x8 DF SS 2- 3"(-10554) 2384 6- 7-(-2766) 12530 2- 7=(-3626) 858 WEBS: 2x4 DF STAND; LOADING 3- 4-(-10554) 2384 7- 8=(-2766) 12530 7- 3=(-2022) 8990 2x4 DF#15BTR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-15606) 3466 8- 5=(-3052) 13866 7- 4=(-3626) 858 Cs=1, Ce=1, Ct=1.1, I=1 4- 8=( -890) 4128 TC LATERAL SUPPORT 4= 12"0C. UON. BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DLI 7.0)= 32.0 PSF 0'- 0.0" TO 19'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL) 0.0)+DL( 10.0)- 10.0 PSF 0'- 0.0" TO 19'- 5.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 522.4)+DL( 355.2)= 877.6 PLF 0'- 0.0" TO 19'- 5.5" V 0'- 0.0" -2083/ 9356V -83/ 83H 5.50" 14.97 DF ( 625) J'- ( 2 ) complete trusses required. 19'- 5.5" -2083/ 9356V 0/ OH 5.50" 14.97 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0( 9" oc in 2 row(s) throughout 2x6 top chords, /X\(X1 5" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.135" @ 9'- 8.8^ Allowed = 0.927" MAX TL CREEP DEFL= -0.320" @ 9'- 8.8" Allowed = 1.236" MAX HORIZ. LL DEFL= 0.042" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.071" @ 19'- 0.0" Wind: 140 mph, h=18.6ft, 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. 9-08-12 9-08-12 T '1 1' 5-06-08 4-02-04 4-02-04 5-06-08 1' T T T 1' 6.00 p M-5x16 J 6.00 5.0" 3 .?-,( { ,M-6x6 • M-6x6 2 11.1" Io A a0 MHS-7x14Alr f MHS-7x14 r I ' / I + 1 % 0 1� 6 8 �5 0 M-3x6 MHS-5x12 MHS-10x16 MHS-5x12 M-3x6 b y l y �V' . P R pFF�'�S' 4-07 5-01-12 5-01-12 4-07 J, y 4I.�5 °4--- EFq �o�p 19-05-08 89200PE JOB NAME: DR HORTON PLAN 3724 B - B3 Scale: 0.3233 -- WARNINGS: GENERAL NOTES, unless otherness.noted: 1.6ulNa and erection contractorshoWe aM eledell ell General Notes I.This design is based only upon the peremetere shown and Is for an Individual A_OREGON Ori Truss: B3 and Warnings before eombugbme n comnces, building component u6Nyrd AppleeYgn ra pameters and Proper -7 2.h/cempresebn web bracing mud a b ease where slwwnl+. Incorporation of component le the responsibNy of the bulking designer. 4 O� 3.Additional temperory bracing to Insure stebMy dewing cenetruetlon 2.Design assures the top end bottom dards to be Warily hewed at /O 4 4 {�bC � Is the respomWbty ofihe erector.Additional perused Wooing of 2'we.and et 10 o.c.mape.bvey unless braced throughout Bwtr length by /♦rA `_ DATE: 10/20/2016 the weird amxture lame roeponsbiy of the bolding designer. DsIpescontinuobd 6g 5,Wenla atesreaeammp(e drown.drywall(ee). II ,'RR 3./n kneedbtion oftrus le Me relbreMg ynrthe whendrown++ l•• SEQ.: K2490619 Neentoed sew aSpeenb any component and after NeroWrthand 4.Designason..hram.roe to be of the nherrrv.contractor. fasteners ars complete end at no time seals any leads greeter than 5.alar eerlmysinrosasare teeused ms noncorrosive environment, TRANS ID: LINK design bed.be.peed to any component. B. are re'dry condition-orae.. 5.Dominants hes no control over end assumes no responsibility tertM sign assumes M erring d al supports stawn.Shim or wedge B EXPIRES: 12/31/2017 fabdeation,handing,shipment and Int Idbn of compeente. 7.necessary. esign dawns adequate drainage Is provided. October 20,2016 8.This design is55nChed.W)ett to the limitations set feet by 8.Plates shall be basted on bath fee.s of toss,end placed so Meir ceder TPPWTCA In eCSt copies of which wig be fuddwd upon request. lines eolndde with joint centerlines. 9.Olgiten eIze of In Inches. MTek USA,Ine./Com uTrur Software 7.6.7SP2 L E 1 Pot basic connector late design values see ESR-1917,ESR-1986(drtek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" Wind: 190 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 414BTR SPACED 24.0" O.C. (All Heights Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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= 92.0 POE' 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. 4-06 4-06 T T 12 12 6.00 .. ....16.00 HM-4x4 3 2 o O 1._ 1 /////////////////////////////////////////////////////////////// o M-2.5x4 M-2.5x4 J. J. 0-10-04 9-00 y y 0-10-04 �4,ED PROFFss 5� � 9 G{NEE /0 Q �.-. 89200PE 9<' JOB NAME: DR HORTON PLAN 3724 B -Cl Scale: 0.6164 ./ WARN1.Bulkier OENEINIROTEb, untsupon thrvile ep.nmete ` OREGON �4✓� Truss• C1 f ndWerNdereagore combustion mon be sof all OSMnl Notes adingsmponis design is enlyupon thap design *rhe isropr d=t end y*mlrDe before umbuctlon umrrenoe► buMMg component Appecebiy afdsepn parameters and proper L Icaumpresisn web brag mud be Metalled when shown a, fneerporotlon a/umpouNMile responsibility ofthe building assigner. 3.Additional temporary bracing lo Moue MORN aurin°construction 2.Dodge assumes the top and bottom chords to be laterally brand at O .4 '1°N (y'E- IsBierosponsibMyefthe erector.Additional permanent bwdMg of 7wae.aMnt7D sheathing ply unless braced tlrcouple fo,Ay length by d`' DATE: 10/20/2016 the awing Mucha*is the neponsbWly Milne continuous sheathing such ae plywood shuthap(TC)awor ayweg(BC). \ ` V SEQ.: K2490615 a.No load should be spaded to any wmpans%una iStr designer. 4.2rlmpaaboegingm Membnangro4Wthe whmenown �R(;t{„e^ bracing and 4.InsDesign e n oe..bo actte Proere to b useilly in•nepectba contractor.onriron fasteners m complete and at no On.atedd any bees greeterthm 5.and ere haeme homes of be used M•nonwnosNe ernlronment, TRANS ID: LINK aesgnloads heappl.eroanyoompone t 6.aey�ssumeaMN te etaarpporfoehewn.Shaw orwedge 6 EXPIRES: 12/31/2017 5.CompuTnn M no control over and assumes no mapomtyy for tiro necessary. fobdw8en,handling,ahbn»M andMWtisibn of components. T.Design mimes adequate**Mage is provided. October 20,2016 8.This design is furnished subject to the Amkalbm set forth by 8.Piles shin be bated an both bus ofhuss,and plated so their center TPIANTCA in SCSI,copies of which wa be breshed upon elbow. Anes cntdde vin pint anter Due. 9.MITak USA,Ino.ICompuTua Software 7.8.7-SSP2(1L}E 10.FFw basic conneh indices eaorppt'de design i9n values ass ESR-1317,ESR-1986(MITA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'— 6.5" Wind: 140 mph, h=18.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 01EBTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 OF 1115BTR SPACED 24.0" O.C. load duration factor=l.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= 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —/ 12 6.00 1 .. 0 r. 0 tn 2 o 4 M-2.5x4 y 1-00 10-06-08 y 'Cfc ii,ED PROFFss ,So, ENGVNEER /02 89200PE 9< 44111111.0011r:4". . JOB NAME: DR HORTON PLAN 3729 B — D1 Scale: 0.5306 . • , sa WARNING: GENERALNOIBS, unless othendmnoted, 10 OREGON ,ct. 1.8u4der and erection contactor should a whited of al General Notes I.This design Ie Weed only upon the parameters shown and Is for en Individual Truss: D1 ami Warnings tab a eon,mM on mmm crane, bolding wm anent App ketol y ofdeege parameters and proper G. 4I` 2.204 eempreesbn web bracing must be imaged where.lawn.. incorporation ofeampeaMis the responsibility of the building designer, I 4 223 f ��4 3.Mahone temporary bracing b inane stab�yduring construction l' ''De.gn assumes the top end bottom chores to be wanly braced* Q 4 GQ lathe raeponeWly of the erecter.Admgoml pmnnnt bracing of T AA.and at to an.reegcdNsy unisn bread throughout their length by DATE: 10/20/2016 the overall sanctumle the rcapenabgyofthe buildbgdesgner. 5,Imcontipact rigeth�atorlt aspywgreuiredMer.0000astwalMng(7C)and/or aryw.n(Bq. ��R L`' 3.In Impact bridging lore MenlpratingngWree wMreshown.. SEQ. K2490616 4.No Mem aerewaletemailed et no component should any beds bracing end 4.Design ee of Imes 0000n repo be illy 00.4 f.norendee coronad. featanxemcemplaN slatatran fine eheukl any bade greater man 5.Dogra for%ay 0, .axe bauaaIn•n.wmrtowve ernkmmmat. design bads be applied to any component and arc br-dry 58hnel'eiur. TRANS ID: LINK 5.eemWTnemeneano-wae,end..sam.ane responsibility 8.Desgnassumes MIbearingNalsupportashown.Shim orwedge if EXPIRES: 12/31/2017 neasesy. fabrication,handling,ehpm.nt end installation of components. 7.Design assumes adequate drainage Is provided. October 20,2016 ..This design is Mnbhed abject to the limitations net forth by 8.PMes shall be located on both feces of hues,end placed so their anter TPIWTCA In BCSt,copies of MIMI wig be fumlhed upon request. Mos coincide with toire center Ines, an MRek USA,InciCo Trus Software 7.8.7-SP2 1l Eto.FonDigto c con eine of plata a ign values mW ( }' .Derbasicean*0stisb dingo values sss ESR-hitt,ESR-1568(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF FICATRUSS SPAN 10'- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF OTR 16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-73) 424 6-3=( 0) 237 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2-3=(-547) 31 6-7=(-75) 421 3-7=(-997) 92 LOADING 3-4=(-130) 68 7-4-(-141) 58 TC LATERAL SUPPORT <= 12"0C. VON. LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-5=( -10) 0 BC LATERAL SUPPORT <= 12^OC. VON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -81/ 569V -74/ 19418 5.50" 0.91 DF ( 625) Cs-1, Ce=1, Cb-1.1, I=1 10'- 6.5" -56/ 442V 0/ OH 1.50" 0.71 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/240, TL=L/1B0 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 - -0.031" @ 5'- 5.7" Allowed = 0.664" MAX TC PANEL LL DEFL - 0.024" @ 2'- 5.1" Allowed = 0.354" MAX HORIZ. LL DEFL= 0,003" @ 10'- 1.0" 5-07-07 4-07-05 0-03-12 MAX HORIZ. TL DEFL= 0.005" @ 10'- 1.0" f ,r f 12 6.00 © M-1.5X4 Wind: 190 mph, h=18.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1,6, t End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-2.5x4 3 c o 0 vt o 0 1 6 7 M-2.5x4 M-1.5x9 M-2.5x4 y k b 5-05-11 5-00-13 � 1 00 y 10-06-08 5'St\"-N E F�`S�i /5. �N F,S, p� 89200PE " JOB NAME: DR NORTON PLAN 3724 B - D2 /-..r- Scale: 0.9181 1.BWder and erection contractor should be*dried Mall General Notes GENERAL NOTES, unless otherwise roete Truss: D2t.This building esign Is pple.bnlMpmgnparrMwnarNkbrm ndWitlwl pG OREGON ALV and Wemlrgs before construction eommencaa, buAdeg mmpment App8uh8dy of design parameters and proper 2.Dm compression e.b bracing must M Installed where shown a. Incorporation of component le the remonelblly stew bulldog designer. A 1252;\ O��4 3.Additional temporary bracing to Mum shrift dumg amsbuetion 2.DaNce assume.the top and bottom chorda to b.Morally braved at �O -7 DATE: 10/20/2016 mine eepomEWy afth.eeater.AddSn ripe permanent baaag et 7o.e.and et l tlu.a.reosha.ply rasa braced throughout their length by the overall structure N the mspamlblNy of the building designer. tont pest b Ing orng Merril b acing re air e Mem mC)maor tlryxaA(SC).eotIve contractor. M`L7�'�a SEQ.: K2490617 4.NoteedeMmdbeappeedtomycomponent unW,Mrabreangend 3.��bn°it,oe :nuresponsibilityreofthen menom.. CC1l y metemn amoampmte end et no Be.should my hods timber mm 5.Design eserines images ere to be aced In a non.eonoyye environment. TRANS I D: LINK design toed.be applied m any component end are car•dy conditionof use. 5.CempuThn hog no conned over end seamed en mepomimny mane 6.aummDesign..am..full besnng.i.A supports Mom.scam or wedge ti EXPIRES: 12/31/2017 fabrication.handing,shipment and hamlabon ofcomponeeds, necssnry. c 0 Thmdesign is anshedsaladto the Mnesdoesset fahby T.PONoettlestgn sles.1.4on both has lms.aprovidedOctober 2Ur2�16 TPVWTCA In SCSI,W e.Plage Mal be tet%In se Mth faces eflnm.and placed sons*eeram plea MINIM rail be furnished upon request. Anes comdtle Mgt pint renter lines. MlTek USA,IncJCompuTrus SoRware 7.6.7-SP2(iL}E 9.Dgh Indicate eve of pmts In Inches. 10.For beak connector plate design values see ESR-1311.ESR-7588(MITek) IIMEMMMIMMMMMMMMMMMIMMMMMMMM This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#103TR LOAD DURATION INCREASE= 1.15 1-2=7 0) 50 2-4=(0) 0 BC: 2x4 DF#140112 SPACED 24.0" O.C. 2-3=(-24) 3 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -127/ 428V -3/ 31H 5.50" 0.69 DF ( 625) 1'- 0.0" -230/ 80V 0/ OH 1.50" 0.13 DF ( 625) 12 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6.00 17" Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL= 0.000" @ 0'- 7.9" Allowed - 0.016" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.9" Allowed = 0.021" Wind: 140 mph, h=16.4ft, 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. 3 -/ O t 1 er o �- 1 •00 o --e' 2► 1119 1 M-2.5x4 y 1_00 y 1-00 y \C,r\v ea GINE&tcS'u/O c. 89200PE r 11111P /.. Ape JOB NAME: DR HORTON PLAN 3724 B - J1 Scale: 1.1238 -: . aeee WARNINGS: GENERAL NOTES, unless omane*.noted. 1.Bolder and erection conhadorshould beadvised ofGI Genera?Notes I.This design Is bawd erW upon N.parameters shown and*ter anmdtidual OREGON to Truss: J1 and Warnings before eonetrrrdbn commences. building component.Applicability of design p.r.mdaro and proper �/ 2 are eempnwb5 web bracing mud he arcialNd where Merin.. ,porion of component Is the r..poneibdNy oohs building designer. L<0 40.OREGON 4 2-° �4 3.AddkbMl bmperary bracing*Inure ahbllly dimrg.onsbudon 2.Design assumes the top ant bottom doMsto be Wendy baud at by hot.responsibly of the ender.AdAtlenel p.nnaneM bowing of YntinandN10 hiesr.speas plyunlessbracedibc)and/hout or Nrgth), ��R R1LL DATE: 10/20/2016 continuous sheathing such Ibpywood iced where)00et 0 drywall(BC). the overall structure N the nsp•mleliry of**bulging designer. 3.2.Invest bridging or OWN Mooing required where Mown., 4.No bad should be applied to only component LW.Ward brodng and 4.edBinBon of hunts the responsibility Lathe respective contractor. SEQ.: K2490618 fasten.rsarecempl.leendatnoNeeshouldanybadsgreet.rt an 5.Desgnswuts.,soeseasintobeusedinanoncorrosiveenvironment, and TRANS ID: LINK design bads be epp6W b any component. D,Bgneoseor'Thy eAM Beringition.of use. we wedge 5.CompuTrushas rocontrol Os.,and onooeesnor..pondadltyfor me 6.Dece emm.aMbeeringN.lsu Mahawn.6tdmer g EXPIRES: 12/31/2017 ry fabric:tan,twran5,shipment and installation of components. 7.Doge assumes awa*drainage*provided. October 20,2016 6.Thin design Is tumefied*Wed*the lbnlatbm set bot by B.Metes shat be boated on both*wept truss,and pieced so Mat center TRINOVA In SCSI,copies of"Allah MI be fumNhed upon request. Ines windde with pint center boos. 9.DBits indicate she of pets In Inches. MITek USA.InoiConpuTrus Software 7.6.7-SP2(IL)'E 10.For bask connector pets design values see ESR-1311,06-1996 MUG I This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF#19BTR TRUSS SPAN 18'- 9.5^ Wind: 190 mph, h=1B.Eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF#13BTA LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, SPACED 24.0" 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= 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. 9-04-12 9-04-12 T12 5.00 G''' IIM-4x4 12 3 -S7I 5.00 1111- P 2 soir I lIll11111111111111111111111ihih4 0 1 0 5 I 0 M-2.5x4 ),_—____J, 1-oo .�,D PR of 18-09-08 Co�, �NG1N-4• /0 4.1 Q ,�,_...89200PE 4"-___. r JOB NAME: DR HORTON PLAN 3729 B - El -.0i Scale: 0.4337 :� �� WARNINGS: GENERAL NOSES, unless*newel.•noted. /}. Truss• El 1.Bulkier ands erection contnstorshould be advised a/all General Notes 1.This designChased only upon the wnmaten*vim and is bran individual OREGON �,,` and Mining.before construction commences. budding component.AppAcablty of design paramaten and proper 134 compression cosh bradnp cued be*Waled when shown a, Incorporation of component le the nepenarbWy of the buldng designer, 3.Additional temporary bracing to Insuro arability during cenatrudlon 2.Design...wnew the top and bottom sherds b b.leten(y bpd at �' q �o'�°`P-�'� DATE: 10/20/2016 tele napensibllry efihs Sn ts,.Aedtbnsi permanent boring 01 7 ex.and atahsalh.c eueshasey unless biCed throughout their length by 'O 14 Ilw Ovens atruclule te aria raspom6ly of ine b ddm9 des gra.,. C0 g plywood sneadlinp(I s andbr rdywall(BC). *,,N,b,d„�,,,,be 3.3lmpa i bridging or Wend bntlrg nyWnd when shown e s fiR R 1 O* SEQ.: K2490619applied b eny component widener ad bracing and 4.Installation of trues Is the responsibility of the respective contract°, fasteners an complete end et no Gns sherds any bads grew*,Men 5.Design mums Rema are to be used Ina noncorrosive environment, TRANS I D: LINK des*bads be applied toany component roman for cry cotillionDrum. S.Compolnohes nocontrol over and mum.neroepomddnyfor Me 6.ofratifinneoessmaVrmeNil Waregatadmppodsshown.SlvmorwWgeR EXPIRES: 12/31/2017 tebdcalion,bending,shipment and Inarahhn of components. neceamry, 8.lluadesign b twilight*M)earo Thee limitations set forth by 7.Design assumes adequate**me Is provided. l� TP9 TCA8,BCSI,copiescopiesa/nfikh will*hdel hod upon*quest. "'per,°,°°powbested On both faces orwm.and placed so their center October 20,20 6 with joint nester Mos. B.Mods indicate size of Wel(USA,TnniCeenpuTlus Software 7.6.7-SP2(d L} 10. connector b inchal For beakconnector plate design values sat ESR-1311.ESR-7966(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/C(1=1.00 TC: 2X4 DF$1&BTR LOAD DURATION INCREASE = 1.15 1- 2-1 0) 43 2- 8=(-113) 1217 3- 8=)-374) 152 BC: 2x4 DF#16BTR SPACED 24.0" O.C. 2- 3=(-1391) 181 8- 6=(-113) 1217 8- 4=( 0) 524 WEBS: 2x4 DF STAND 3- 4=(-1037) 95 8- 5=1-374) 152 LOADING 4- 5=(-1037) 95 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1391) 181 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-S LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -121/ 903V -58/ 58H 5.50" 1.45 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 9.5" -121/ 903V 0/ OH 5.50" 1.45 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= -0.041" @ 9'- 4.8" Allowed = 0.894" MAX TL CREEP DEFL = -0.094" @ 9'- 4.6" Allowed = 1.192" MAX LL DEFL= -0.002" @ 19'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 19'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.017" @ 18'- 4.0" MAX HORIZ. TL DEFL- 0.028" @ 18'- 4.0" Wind: 140 mph, h=18.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-04-12 9-04-12 load duration factor=l.6, T f f Truss designed for wind loads 5-00-08 4-04-04 4-04-04 5-00-08 in the plane of the truss only. T T T 1' 4 12 12 5.00 HM-4x4 a 5.00 4.0" 4 ,y-,( 1.0" M-1.5x4 M-1.5x4 3 r .1.1.1.1."" 411111111111111111111111 h 1 8 0 7 = e o M-2.5x4 TT2.554 0 la RD y 9-04-12 y 9-04-12 y S<CI. P E Ess/4. O 1-00 18-09-08 1-00 Q 89200PE" r JOB NAME: DR HORTON PLAN 3724 B - E2 Scale: 0.3212 , �� • WARNINGS: GENERAL NOTES. ur4es etharvae noted: 9 + O/�t /,. 1.Bulkier end erection contractor should be advised of el General Notes 1.This deign N based enty Won the parameters sham and N for an Individual V <V Truss: E2 and Waning.before combustion commences. building component.AppIMdbdly of design parnntersend proper 1� 2244ampreeslon web bracing must be installed where shown.. Ina isteton of component Is the r..pendNllr of the Noddingdolgnar. /O 4Y 14 �� '{' 3.Additional temporary bracing to Muni stability dining ambustion 2 Design assumes me top mrd bottom entre.to be eso9teMerely bread al �Q. la 16. eblty of ander.Additleml rant bracing of Ton.and at10'cc,mpedivey unless braced throtghouttrek length by n resp^^ pema continuous MeahIng such as plywood odn.dsheathInglTC)and/or drymtl(BC). C R`L� DATE: 10/20/2016 the meal abudve n the repomlDMy ofthe building designer. 3.24 bnpad bridging or lateral bracing required when shown.. SEQ.: K2490620 4.No bad should bemanned to any component tory after al Magog end 4.InstallatiInsulin nip oarNose/n Benapnee to aaSaaorte c�i.aeelre�ntmmmn.m. fasteners are complete end et no time should any baa greater then dsagn appNd anycomponent. and me rer'dry condition"of use. TRANS ID: LINK beds to e.Design names full bearing etalsupports.hoen.Shim orwedge 5 EXPIRES: 12/31/2017 5.CompuTns Men control over end mamma no responsibility forth masesry. tebnatlon,handling,shipment and lnahltion of components. 7.Design assumes edequete drainage b provided. October 20,2016 e.This design Is fumNhed subject to the limitations net forth by S.Plates shall be touted on both boss of truss,end placed so their center TPWVTCA In BCSI,copies otYAM MA be furnished upon request. Ines coincide wgh joint anter linea. MiTek USA,IncfCo Trus Software 7.6.7SP2 1t 9.Digits sidles sire of piste aiigdee. mpu ( )£ }O,Fabeek connector piste design values see ESR-1311,ESR-1985 iMfTak) Symbols PLATE LOCATION AND ORIENTATION Numbering System A General Safety Notes 3i4' Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to sale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. riliik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. 1� TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-•111 r C,-2 C2-32. Truss bracing must be designed by an engineer.For O wide truss spacing,individual lateral braces themselves _ ., may require bracing,or alternative Tor I Allr _ bracing should be considered.■ U = 3. Never exceed the design loading shown and never iiiiirel stack materials on inadequately braced trusses. For 4 x 2 orientation,locate O 4. Provide copies of this truss design to the building BOTTOM CHORDS designer,erection supervisor,property owner and alt other Interested parties. plates 0- 'h6'from outside 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 locations ns aarre regulated Knots and wane at joint connector plates. THE LEFT. 7. regulated by ANSI/TPI 1. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT Design assumes trusses will be suitably protected from 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 expressly noted,this design is not appltable 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,ESR1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 amber for dead load deflectioof truss n.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: ji 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 ALSC approved/new values output. Use T or I bracing with effective date of June 1,2013 13.Top chords must be sheathed or purlins provided at if indicated. spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior IM reaction section indicates jointMIMES Col 2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN MIN 1.--;,..—_-. 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/TPI1: National Design Specification for Metal El Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone BCSI: Building Component Safety Information, is not sufficient. Guide to Good Practice for Handling, Mel ' a 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 __ __ — --____-__-. Standard Gable End Detail ST-GE 120-S P — MiTek USA,Inc. Page 1 of j r1 0 � Typical_x4 L-Brace Nailed To FV---) � 2x Verticals W/10d Nails,6"o.c. Vertical Stud \ L_._.__ D ur_.' Vertical Stud (4)- Common DIAGONAL „_� Wire 16 Nails sRACE 16d Common MiTek USA,Inc. ------- Wire Nails SECTION B-BSpaced 6"o.c. DIAGONAL BRACE /-- - -411 ~ 4'-0'O.C.MAX (2)-10d Common �� 2x6 Stud or Wire Nails Into 2x6 ��4 2x4 Not of better 1 • TRUSS GEOMETRY AND CONDITIONS A :! ` SHOWN ARE FOR ILLUSTRATION ONLY. \ �-Typical Horizontal Brace <U Nailed To 2x_Verticals " 12 SECTION A-A w/(4)-10d Common Nails 2x4'Stud -"A" \-'- , ' ----:.--] to Common Truss * � E INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST 44. -eRrr���1��� y��„sy��; „yiiS SE TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(214-10d NAILS AT EACH END. j/ yA **I ' ATTACH DIAGONAL BACE TO BLOCKING WITH _Ii �\ (5)-10d COMMON WIRE NAILS. B (� E,,. .--,. s (4)-8d NAILS MINIMUM,PLYWOOD // — " Armor e_IMP- — / 7- --. SHEATHING TO 2x4 STD SPF BLOCK / * -Diagonal Bracing ** -L-Bracing Refer \\\ Refer to Section A-A to Section B-BN 24"Max Roof Sheathing— NOTE: 1. _._...__. =♦ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'-3" 0 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-100 f ,4! 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / 1 W- / (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT � ��� BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. • IrUS•• s 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF '! DIAPHRAM AT 4'-0"O.C. ` 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL e--, BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. t /2x6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)tOd NAILS THROUGH 2x4. (REFER TO SECTION A-A) i.Jiag. Brace /ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED 7. THIS GABLE STUD DEFLECTION MEETS O OR EXCEEDS L/240. . IIS pOlnt TO BLOCKING WITH(5)-10d COMMONS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES, jf needed '�: 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. , \. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE HORIZONTAL BRACE 06-01-12 BY SPIB/ALSC. End Wall 4 — (SEE SECTION A-A) DIAGONAL2 DIAGONAL Minimum Stud Without 1x4 2x4BRACES AT BRACE Stud Size Spacing Brace L-Brace L-Brace 1/3 POINTS Species —.--- and Grade Maximum Stud Length 2x4 SP No.3/ 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/St 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/ 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X 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 end distance 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. - —