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Plans (95) AASTAG/G- .53d` . -7/7C--- S Li S e GL t ' 4-V, OCT 252010 CITY OFTIGARo U11,P kj' I V S )j G/E (11,(2) 1 2 O 14-09-08 DR HORTON 3 SPAN PLAN 3725 "A" 4-7-------7-1,--- ' GARAGE LEFT 1 2 3 4 5 5/12 1-0-0 0/H (049 1 2 3 4 5 6 7 8 9 25# SNOW LOAD ,� 1 2 3 4 5 g f — 1 co Ll_F L U o a • CI- I I I oCri CDAL � � N. 4 CHUCK HOLT 1/30/2013 Alt 0 SZb i iii (:::// GIRDER 2 2 - 0 (:) 3 3 h 4 c I. i ' , 4 - : 5:-.3 5 SPAN 0 21 6 6 o c ! cv / 0 7 R/S Co) G/E I v GI A 9 1 11-00-00 II' 10 e 5 4 2 SPAN I E I R/S 6^.-29i N f (� i G/E 5/12 y .18-11-08 y > TAN c I 9-01-00 0 SPAN ( 0/3 D K 7 FM c a fT , F) 0 3 V C --1 • 7 C N 'H O n 1 G/E pZ DR HORTON I / 14-09-08 O 2 1 PLAN 3725 "A" SPAN 3 GARAGE RIGHT f g 5 4 3 2 1 5/12 1-0-0 0/H 9 8 7 5 5 4 3 2 1 25# SNOW LOAD I I 5 4 3 2 1 0 1 C9g;) m r -t -7 • z a . rr w L J LD 7 a , . 9 " ITY 'SIL 401 _�.� .,.. CHUCK HOLT > i. -46. 1/30/2013 I i 0 J/H 1 GIRDER 1 Z ' 2 ` 3 /, 4 6( 3 4 6 J T 6 u5 V , PAN N / � 7 J 1 2' 3 y (G'/ G E �� R/S 6 f/ ` 4 5 9 _go / I 11-00-00 R/S111 F 1 I SPAN 5/12 G/E 17) y 18-11-08 y SP N ('(� i 9-01-00 y o SPAN a H 0 rt F n 0 a 0 c c c N M 7 mit MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON 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. (AO PROpE„ ‹5 tNAGINFR >o, 89200PE 410REGON tk /4Q i0 gy14 '16\ + MFR rai d"=ar 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: 2x9 DF 6$l&BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 43 2- 8=1-10) 1937 3- 8=1-465) 125 BC: 2x4 DF 171&BTR SPACED 24.0" O.C. 2- 3=7-2192) 65 8- 9=7 0) 1261 8- 4=1 0) 779 WEBS: 2.4 D£STAND 3- 4=7-1912) 57 9- 6=7-10) 1937 4- 9-7 0) 779 LOADING 4- 5=7-1912) 57 9- 5=7-465) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=7-2192) 65 BC LATERAL SUPPORT <= 12"0C. 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 Snow7Ps) BEARING MAX VERT MAX HORZ BAG REQUIRED BOG 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 DF 1 625) 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 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= -0.092" @ 17'- 10.2" Allowed = 1.310" MAX TL CREEP DEFL= -0.218" @ 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=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, 13-06-12 13-06-12 Truss designed for wind loads '' "f f in the plane of the truss only. 7-01-08 6-05-04 6-05-09 7-01-08 1' 1' T T 1' 12 12 5.00 M-4x6 a 5.00 4.0" 4 4.-.( 11 r 0" M-1.5x4 M-1.5x4 3 wr / wi A 1 ,.? MM h7),..„,. 7 h"1 O 8 9 p I o "M-4x4 M-3x4 M-3x6(5) M-3x9 M-4x4 M 0 y 9-03-09 y 8-07 y 9-03-09 y �4.0 PROpe,, 1 15-11 y 11-02-08 l ��5� �NGVNEF9 s/q� 1. l 1-00 27-01-08 1-0o �� 89200PE 9r JOB NAME: DR NORTON PLAN 3725-A-Al Scale: 0.2176 `'��:� . WARNINGS; CAMERAL NOTES, unless am.rwbe noted: I >t Cr Truss: Al 1.Guilder end emotion contrwlor.boddW°dvbdatciOensmiNetss 1.Thkde•ign9basedonyuponIhemonsnMownaMhNtS,edMduel yL OREGON �4✓/ end Waning.before construction eaaaneea budding compemn!.AppWMBy ofd*Ponpmmabm end paper Leo �y 74 01Ix A S4 aemprstlon web bredns must be hdae.d where shown.. 2.DesIncoign assmnetiron or ee se end Gob�°8emofiordsre°OaeeA lity r oraysboI bding ooed designer. (. 4y}� 3.AddlbrWbmpomrybrea"eq to insure Nobility during easbudbn 7o.e.and at to o.o.re•pedNey unless braced tmouphadiMkbnph byis the respononallky of the Qy DATE: 8/10/2016 1M weed structure*the Ark/Natal of mnthuos sheathing such s plywood ebn.thng(TO),nsw [��j `- vv responsibility e 9 A 2x Impact hdging of end bowing dmwae(BC). �R R 1 L�- rp regulred vh.re•hewn.. SEQ.: K2266853 4.No bad MeuM be seeded b,ny component untila!9 otter rat.o Gana 5.Dsteenpst. bennts b5.4InMs.pdbe amrecbr. b•bnem am complete end et no tine should any tads smear ms 5.Dastpn asoma.Wows et b be used in In.naconoeNa emimnmem, am.,bads beepplbd to any component. and are br•dry full boor Ouse TRANS ID: LINK 5.Compatesh.•noopmrolaw wedassessnompaedeyerm. 8,Design assumes NllbesrYpetNwrppedashoes.Shim orwedge N EXPIRES: 12131/2017 t do.tss,h oSSeg,shipment Pee Installation of components. neasary. '.PeolgnNtseey ll be°•e".dob c ab"Geaae",ad. August 11,2016 e.fobdTCASn SmhhM•ugnteeIn limitations on of co openr ilt.Pbbe Melte.ed center aewoitmsasM plowed colMheeds TPVWTCA h SCSI,copies of Add,wig be furnished upon mem*. Imes coincide with lobe ante Ines 9.Digits e In Musk USA,IneiCompulrue Software 7.6.6(1L)'E 10.For be.IeDamnicate°dorpbatednh�°6 P Nn values see EBR-1311,ESR•7988 OARe10 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF FITRUSS SPAN 27•- 1.5^ Wind: 120 mph, h=19ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x9 DF 0lCTR BTA LOAD 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 <= 12^0:,. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"0C. UON. LI,I 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. (t-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. 13-06-12 T 13-06-12 1 12 1' 5.00 IIM-9x9 12 3 d 5.00 NW cr lI M t 1 'f Oi _N� I` 4 I o Rr 5M 0 M-3x6(5) 0 M-2.5x4 M-2.5x9 J. y ���� PRQ/e1s-u 11-oz-oe I %NGNE �b y 1 1-00 27-01-08 Q� 1_7: 1.5, ,c- 89200PE JOB NAME: DR HORTON PLAN 3725-A-A2 W Scale: 0.3053 /• WAMda9G3: i'01 GENERAL NO7E3. unless o,to.parameters noted; eV Truss: A2 Evader and erection contractor•hadd b•ed hoe of•11 Gorse*Notes 1.Thio designh Mead only upon the panmebnswwn and Isndp for anal pNkusl /•� NW wamhtge eebn mmtmetbn commode. budding oernWmW.AppaeNlly etdeaign voltmeters and proper �G , OREGON N A, 2.2[4 compression wee emcee must be Installed ween shown+. Incnrpmatlet of component k the nsponabNhy efthe building designer. AY �O��` S.Additional temporary Gracing to town stability dmbg censbue0on 2.Ded9n assumes me top end bottom obsH.obs Wanly bowed at Pb -7 14 it DATE: 6/10/2016 tithe re.pw,.eaay Ode enactor.Additionalpermanent being of 2eni„u Mir„ttle.e.n•peWNsly unless Sliced(Tc(.nWdwk length by the omen structure bon na.pomeBry of the building desgn•r, gpg an suit tb plywood ehesthhg(TC)angor drywell(BC). 4.Soloed should be applied 3.3lmpedbeltdbn thum m testibracing the poe.B 5el ewhen.noon♦e RRI�,,,• SEQ.: K2266859 any mw0144 until loads greater 4.Doses tossesaretoeusedI anedcoenewrovde, fasteners b•n completele and Cl naempo ant. any baa.9realar man S.degn sesames tosses are b be used In a Mnoowopw environment. TRANS ID: LINK d..gnbad•beWPaedbanycemponet andar•toedycondlnon•oda•. s.canpurnsnnn000mniw.,.ndeawme•m,,,peaabllaybrpro Q Design aawm•aNllbesM1gHalsuppoMshown.Shim wwedge M EXPIRES: 12/31/2017 hbrketlen.heWNp.shipment andinm•Mtbn of components. DosHnmammy. p 3.Ids design btunbhed sbtadb the amastlon.o.t forth by 7.Dedgnb.I be loaded en both kprus.,an August 11,2016 TPNMCAIn BC9l,wpbs*Meech we beta eAN•e open newest. e. .0„a�1 Winkle .d on Nem Apg oltnros..Ml deo Moir center beef Jobe center boa. Wel(USA,IncfcsnguTfus Software 7.6.6(11-}E 9.Mils Indent.eke a plate A Aches. 10.For bask connector pile design values sea ES8-1917.ESR-1933(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" INC TC: 2x4 DF 618BTR LOAD DURATION INCREASE- 1.152012 MAX MEMBER FORCES43-12= 00)00 BC: 2x4 DF 016BTR SPACED 24.0" O.C. 1- 3=-( 0) 43 2-14=(0)) 2087 2-14=1) -5-500) 104 2- 4=(-1924) 45 14-10=(0) 1666 12- 3=1 0) 498 WEBS: 2x9 DF STAND 3- 9=(-1924) 0 19-30=(0) 2087 5-13=(-1550) 0 LOADING 4- 5=(-1617) 29 13- 6 ( 0) 194 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD= 32.0 PSF 5- 6=( -254) 43 13- 7=1-1550) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.D 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 considered Unbalanced live loads have been ADDL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" • for this design. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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 TI 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" -1-'1 1--f 13-06-12 13-06-12 Wind: 120 mph, h=19ft, 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 T T 1' f 1 1' 1' 1' load duration factor=l.6, 12 12 Truss designed for wind loads 5.00 © 11M-4x4 .° 716.00 in the plane of the truss only. 4.0" M-3x4 6 M-2.5x4 M-3x4 + 1 2.0" - •-2.5x4 • 13 M-2.5x4 M-1.5x4 or,o M-1.5x4 S 6-00 M A _r 1_lr T ' O 2 12 14 +_10 O 1 M-3x6 M-4x6 o M-1.5x4+ M-4x6 M-3x6 0 M-1.5x4+ y �, ♦50p ES-3200(E) y „,),.vi) PROFS 10-03-04 6-07 10-03-04 \5'��' NG{NEE stv,, 15-11 11-02-08 Q 89200PE 9V ). y ). 1-00 27-01M0e 1-00 JOB NAME: DR HORTON PLAN 3725-A- A3 Scale: 0.2053 11d OREGON K lt WARNINGS: GENERAL NOTES, unless othenalse noted: R�� 1Builder and dedioneenhMWaked old be vleed of el GenTheas)Nates 1. design b based only upon the parameters shown and N for en Indivmuel 7 ^ ' 4 . � Truss: A3 and Warnings before oonote lion commences balding component.APpOoabMy of design parameters end proper O Y 14 .(-� 2.2t4cempresNon web bracing mum be Installed when shown e. hworpora8on pamlbe er eomnt brnapara0>Ry efthe buildingdesigner. RP' 2.Design A Additional bmpanry basing to Insure*Odd during constructionassussatha top and Bolam chedsroheOnaaN braced at 444 R10\ is the"epee*Wy friths erector.Addtlend pamahedbndnr of ze.o.and et 10.au.wep,.pty scow braced throughout their'aryl''by /'� y DATE: 8/11/2016 the°veldsari«e le the responsibility din building desgner, continuousbridgiodor"aa,.aarywmoeaheamihere MI)r�«ayw.n(Bc). 3.1,humid brier.wlefaalpen.A bradng rewired00th.whenshownee SEQ.• K2266855 4.Ne lad etgdd be applied to am component will aper al brazing and 4.InWgNbn dims le the responsibility of the respective centaaor. hrenma.aWmplwande)000ceehamanyla.agrem«ten 6.Desirn .eoea.a.amb.SedIn.nan.eanaw.erwlmnment EXPIRES: 12/31/2017 TRANS ID: LINK design loads be appliedcew d to any mpent ena.aa dtlan•er use. a.CompuTrue has no control ever and grammes no responsibility for the a.Dxgnassumea Ng basing at al supports show.ahem or wedge August 11,2016 mammy. hbricaaon.handing.shipment and nshMnp fon of ee ecerb. 7.Design mums Weeps%Wainer is provided. A This d.egn bN iehed subject to the Nltatlans set Porth by S.Plates shag be loafed on both fame of lose,and Owed eo their center TPP W TCA In SCSI.copies of whish wig be fumhhed upon rowed. Nee coincide with joint cents Ines. MITA USA,IneiCompuTrus Software 7.6. 1 L E e Fe,b indicate size d ate design naso MIT 6( )' 1.Odd nbmmsizerfpateInkvalues seta EBR•1311,ESR•19aB(MRak) • This design prepared from computer input by GREG ARIEL TRUSS • LUMBER SPECIFICATIONS TC: 2x4 DF Ill6BTR TRUSS SPAN 27'- 3.5^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cit=1.00 BC: 2x4 OF 81615T12LOAD DURATION INCREASE- 1.15 1- 2=( 0) 43 2-11=(-13) 2077 3-11= -512) 103 WEBS: 204 DF STAND SPACED 29.0^ O.C. 2- 3=(-2342) 48 11-13=( 0) 1662 11- 4=( 0) 506 3- 4=(-1905) 0 13-10=(-23) 2122 5-12=(-1616) 0 LOADING 4- 5=(-1614) 33 12- 6=( 0) 223 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+12L 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=( -204) 94 12- 7=(-1616) 0 6- 7=( -209) 43 8-13=( 0) 519 OVERHANGS: 12.0" 0.0^ 8- 9=(-1928) 0 TOTAL LOAD 42.0 PSF 7- 8=(-1598) 32 13- 9=( -517) 115 Snow: ASCE 7-10, 25 PSF Roof Snow(P9) 9-10=(-2384) 56 Cs=1, Cecil, Ct=1.1, I=1 Unbalanced live loads have been ADDL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA considered for this design. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 24-1.5x4 or equal at BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 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 0/ OH 5.50" 1.95 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 - -0.418" 8 16'- 9.2^ Allowed= 1.310" MAX TL CREEP DEFL- -0.617" 8 16'- 10.3" Allowed= 1.747" MAX HORI Z. LL DEFL= 0.037" @ 26'- 8.0" MAX MORI Z. TL DEFL = 0.063" @ 26'- 8.0^ 13-06-12 4 13-06-12 Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-09 9-05-07 1-00-09 y2-01-08 9-OS-06 5-11-10 _ load duration factor=1.6, '( 1 fTruss designed for wind loads 5.002-01I 08 1-00-04 12 in the plane of the truss only. 12 'M-4x9 a 5.00 4.0" 6 M-3x4M-3x4 M-2.5x9 i�� M-2.5x4 2.0" 12 y M-2.5x4 M-1,5x4 m M-1.5x4 0 6-00 0 M rI of 2 11 13 1W+ ""r"t 0 M-3x6 M-4x6 M-1.5x9+M-4x6 M-3x6 10 0l M-1.5x4+ MSHS-3x10(5) J.• y 10-03-04 I 6-DD# y r 10-03-04 1 •S`• GpN�FetS'�s/ l 15-11 11-02-08 y c4- �N F� �2 1-00 27-01-08 y 89200PE• 9r"" • • JOB NAME: DR NORTON PLAN 3725-A-A4 O .���` Scale: 0.2266 • WARNINGS: GENERAL ROVES, unless*Vienne Wed: -y ) O' •N i �� Truss. A4 1.Balder ecoMredoranddtl be advised oras Genera Harv, 1.This designk based any upon the penmetereGrownaM la for anIMNMueI ` /� W Gnaw.mlro.Wrote oonstrue8on cemmenns. WWFp component Applicability Si design parameters one pincer /O All)' y4 '1�� �'., 2.214compreesien arab bracing mud W metaled when shown v. incorporation a/compeneM k the n eporlNgmy of bre budding designer. A 11 3.Adddknd temporary peeing k Imre WHIN Sling oormlmotbn 2.Design aoum.a me top end bottom crawls robe latently t..esex '614 ;:l R I L�" C e the responsibility of the erector.Addconel permanent bracing or z or.end et ICI en reepectrag udess bawd throughout IMb k DATE: 8/11/2016 length by the overall shuns*lathe reaponaibiMy ofiW building designer. continuous sheathing such es plywood shea8ungGC)sndbr drywu(SC). A 2r lrnpod bridging or lateral braving maned Were drawn ac• SEQ.: K2266856 4.No bad Mould be applied to any enmponeM until rater el bracing and 4.Imkllanpn titans is the responsibility of the respective contractor. %W ran are complete and at no tine should any keds greeter then S.Design maws busses are b W used Ina nen.coneste environment. loads be 4Plkdroanycemppnem. enaare rary wn,ep,Mlnon•ofuse. EXPIRES: 1213112017 TRANS ID: LINK design 5.Cempur"nhes nocnsrd over and assumes nempomkisy kr the B.Design ssmasMbaarmpet usupPeds Hewn.Shim or wedge It Ann/kw handling..nlPmeet im and Idose of components. 7.Design mason:Ann/kwAnn/kw .a p»awWdrelnepe Is provided. August 11,2016 B.Das design I turnbhad subject to the lmMkns Get forth by 8.Plebe elme be located on Wm has aftluss,and TPIANTC#In SCSI,copes Gratin MI W furnished upon request. lima coircke with joint anter Ines. plead ao their center MTek USA,Me✓CompuTrus Software 7.6.8(1 L}E 9.Dgie maitre sin olpkte In Indus. 10.For Weis eomedw plate design values see ERR•1311,E58.1985(Mink) 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 TC: 204 OF *108TR LOAD DURATION INCREASE= 1.15 1- 2=) 0) 43 2- 7=(-25) 1947 3- 7=(-457) 125 BC: 204 OF 614BTR SPACED 24.0" O,C. 2- 3= (-1931) 68 7- 6=( 0) 1287 7- 8=( 0) 838 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. UON. LL( 25.0).DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2262) 75 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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/ 11300 0/ OH 2.50" 1.81 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 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" @ - - 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" 0 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=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, 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' 1 7-01-08 6-05-09 6-05-09 7-01-08 1' T T 1' 12 12 5.00 M-4x6 a 5.00 4.0" \sshier. 4 ,(-,, IE 0- m-1.5x4 M-1.5x4 1 c6 c mi mi ka M 1 ,r,* LIJ "U ,v., o 7 6 - o to '14-4x4 M-3x4 M-3x6(5) M-3x4 M-3x6 Io y 9-03-09 y 8-07 y 9-03-04 ��E© PR Copt- ), p- y 1s-11 y 11-02-08 y ���� ��G`NEfitj �''0 1-00 27-01-08 y 4 •) 89200PE 9� JOB NAME: DR HORTON PLAN 3725-A-A5 Scale: 0.2266 /le-� • WARNINGS: GENERAL N07E6, unless revoke net W: ' -11.1111 we we AZ 1.Bolder and emotion coneaetur should be WWW of a1 General Nebe 1.This deegn b based on Truss: A5 end WarMrgs before construction commences. building only upon l�o parameters p.we sham and per individual y OREGON % 2.2t40ompmselon web bracing mint be knd ed store shown.. Incorporation of o°m�Mm Applicability responsibility parameters euulre designer. LSO�",q�., 14 2�+�` 1.'` a.AOMbrRltomponry bracing to Min staelllly dudrg mnsbudbn II•Design names Me top and bottom ehordsb be Wordy braced et ��f(�yT hdre rospenstblly of the aradnr.M etbnN permanent bracing of oneeuo at lm ore.respectively unto.,braced throughout tMkbngm by 1 ` YI DATE: 8/10/2016 the overlMaxtor.ismere.poneltlIty*Mho buldngdmignet coMmwuashgingorNathing Wbtach as ngWehredwereshoeorOywaN(BC). �FRRf;L�- J.fr hnpd or Mo or lim m lacing y,1red Mon shown 4. t SEQ. K2266857 4.Neload eneslndebe enpthe applied Om should enol loerxhndrtaW 4.bmwtbnmw.eses are to ehanomooes of the eenvir,. bstemnan oompbto end Nmlbm strodtl arty baa greeter than S.Design aeelmeebndNeen lee.used In n nomcerroWatmironmeM, Onion bads b.eppMd to any component end am br'dry full bearing use. TRANS ID: LINK 5.Design aswmea full bearng st el supports eh°m.Slam or vndg.tl 5.oempd7ruInnen.ee^bwmer•W•.e^».^°r.,pe^.to.lybrm. Oummery. EXPIRES: 12/31/2017 bbddtlan,heedNg,shipment and M1INIon of components. I.Designassumese.e.ded othis isms le led. August 11,2016 0-00000.1001.a,mishW wA4ec1 to the Mmisaem net bum by a.Pbbs shat be tooted on bolo bees of trues,antlplaced.,their center TPIIWfcA in SCSI,copes of which wig be furnished upon request. Ines coincide nut loIM center Nies. 9.Digits MITek USA,h,eiCompuTrus Software 7.6.6(1 L)-E to.For wow connector petmite sin of s b anew Me desgn wins.we ES144311,ES14-1988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'— 1.5" TC: 2x4 DF#1&BTR Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LOAD DURATION INCREASE = 1.15 (A11 Heights), Enclosed, Cat.2, Ex 3, MWFRS(Di r), BC: 7.x4 DF#1&BTR SPACED 24.0^ O.C. P• load duration factor=1.6, TC LATERAL SUPPORT <= 12^OC. UON. Truss designed for wind loads ZOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. 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. H-102 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, 2=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. 13-06-12 13-06-12 12 1' 5.00 17 IIM-4x4 12 3 .' ".15.00 2 /I inCID M-3x6(S) fo M-2.5x4 M-2.5x4 ). . 1 PR. j l 15-11 11-02-08 �'S G1N ''. ,./i> si 1-00 27-01-08 '( �a 0'L �' 89200PE 44/ 9r JOB NAME: DR HORTON PLAN 3725—A—A6 Scale: 0.3079 .4---- .41P.• iliPtral __ WARNIN I.BsidO3: GENERALlbde NOlge lnb unt.sp oc Os OIN pefnovo-. y� I OREGON ��/�" Truss: A6 1.Meier and erection contractor should been... of aft Genera Notes 1.Thisdsxp,is heed only upon me perammera shown and a rot an Mdhmwl Zf kbi and laminas before eomeueaon commences. building component.Applicability el dawn Pmemaem and MP. 2.2x4 compression web bracing must be retailed where.hewn.. mcorporallon of component la the reeperrbbly stela bulWng designer. A Aditbnal!swamry bracing to Insure Webby during transduction 2 Use,Depedaeuebe toprase and boded/chords b be n,4,a bred ee �Q Al}- 14 2 20��-{- isme roapeelNly&the ereetor.Additional permanent bran of 7oF.andM tO ora roepaaNaly unless braced Runlarrypny DATE: 8/10/2016 m.oeenel555awelsms sur continuous adeeng such a pdeg rsgheamsg(re)and/or drywwl(ec). rte wonsbey come budding as torIe 3.2,Impact bridging or It,.rel bradng required rPeae.pe nwwn.. �R R {.,�. SEQ.: K2266858 4.Nobad ahowa be paledto any component will ager al bracing surd S DesRnbnefbuaa me responebillybefee ins repeome manacle,. Panay are complete and at no inns ahouid any beds greeter man S bealpn buses an to used In s nonconseive environment. TRANS ID: LINK design loath be paled to any component. and de`dry mnauon orae. ep 5.Camp,nullsrromMralamendPawnemnepmplbRpforma 6.Design anumaMbaanngHeRauPPodaalwwn.Shim orwMgeg EXPIRES: 12131/2017 febrlcegdn.bendling,ehVmeM and imbibition of components. 7,Dear ryasemss adequate dninege a provbad. B.ThidesignafumahedsupeeltsRwimMbneeey B.lforth Prates Pal beranted onboth faces ofMao,end placed sethen center August 11,2016 7PIMTCAInSCSI.copies*NAP PI be banehed open requesl sus candle Ph(ant center Ines. MITek USA,InalCompu7ius Software 7.6.6(114-E a Dian*Macate she of plate In inches 10.For bask mfmedar plate deign yelps see ESR-1511,ESI54988(UA7eb) 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: 2x4 DF ql&BTR LOAD DURATION INCREASE= 1.15 1- 3=( 8) 43 2- 9=(0) 1958 3- 4-)-330) 92 BC: 2x4 DF(Il&BTR SPACED 24.0^ 0.C. WEBS: 2x4 DF STAND 2- 3=(-1638) 40 8- 9=(0) 958 8- 4-) 0) 518 3- 9=(-1434) 36 9- 6=(0) 1439 4- 9=( 0) 518 LOADING 4- 5=(-1439) 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"0C. 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=i, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (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 DE ( 625) REQUIREMENTS OF IBC 2012 AND IAC 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= -0.052" @ 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" 9 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, I 10-06-08 10-06-08 ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'C' load duration factor=1.6, 5-07-06 4-11-02 4-11-02 5-07-06 Truss designed for wind loads T ' ,r f in the plane of the truss only. 12 5.00 p IIM-4x4 12 Q 5.00 4.0" 4 M-1.5x4ler M-1.5x4 3 ,,,,. / 4. o - 0 1 } _ 6 y 0 o M-3x4 M-2.5x4 M-3x6(5) M-2.5x4 M-3x4 ) o ) 1 b y 7-03-01 6-06-13 7-03-01 ) ) ) ��.?&p PROpe, 11-11 9-02 k k r5 NG{NEF /O 1-00 21-01 y1-ooy �� 9 29 8• /92200PE r JOB NAME: DR MORTON PLAN 3725-A- B1 Scale: 0.2806 - I.BuilWARNINder GENERALNOTES. udenoeteneteecoted. 'y OREGON lU� Truss Bl 1.Builder and.mdbn oenMdor shah be advised Mall General Notes 1.Ibis designp based onN upon tine panmsten shown and Is for an lMvidnl ktx and Warnings be*.tom/motion commerwas. bulling component.AppscobMy of design pennMsn and properInooP. t� 2.2114 compsubn web bracing mW be Instead when shown.. 2.Deag�n.sMiumntlebv MMtl te.ee No�betlatelaa��DA dsis con. �/ :! '4c)(� -V- 2.Additional tenporery bracing to barn stately during ssnwtrueaen W 14 V M ets r spseeS ey of Ire Grader.Additional permanent bredng of 75.5.antl al lG o.c.sob Corespectively unless bracedIg)TC)host melt tengtlt by [' DATE: 8/10/2016 the overall structure halernes,Adrap elite Msdllg dssgMr, comnuoussheambigsoh ss plywoodaheaming(rc)ander drywdl(BC). `RRI1- S.2x1 poet bridging or lateral bndrgreguired whore shown.. SEQ.• K2266859 4.No lona should be applied to ern component arts alter CI bndrg end 4.Installation erbeo Is the motional/My of the reepeeave amMdm. Wieners on=opiate and at no 6me shodd any bads greater men 5.Design names busses en to be used Ina noncorrosive emhenmsm, gnbadaMeppadtosaytwmpomd. .ed anbr•dry.dgen^erose. TRANS ID: LINK dest 5.Com(mTmehos noeonbo1overand summits nonepondbMytor the a.Design assumes Mbearing daesuppemshown,sHmnrwedge x EXPIRES: 12/31/2017 h6rintl.1,hooters,Mipmad and Installation dcompeMds. necessary. G.Thlsdwgnle furnished wheat tothe m,aaon,eetbM 7.Design wlbeleot55o bollta s+DMusled. August 11,2016 by a.Plates MV MbaRW on boll awes affruss,and paid ear Mob ceder TPIMTCA In BCSI,copies or whbh will be MMMed upon nsuem. hoes eobMde wish hint canter bras. MRek USA,IneJCo uTnss Software 7b.8(1L g.Dips Whale sin or plots In Inas. )'E IS.For bash connsde1 phte design valga see ESR-131 1,ESR-1088 8417•6) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS IC: 2x9 OF#16BTR TRUSS SPAN 21'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 OF 816BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 93 2- 8=(0) 1439 3- 8= -33 WEBS: 2x4 DE STAND SPACED 24.0^ O.C. 2- 3=(-1638) 40 8- 9=10) 958 8- 4=i0) 518 LOADING 3- 9=(-1434) 36 9- 6=(0) 1439 4- 9=1 0) 518 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-1939) 36 9- 5=(-336) 92 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1638) 40 OVERHANGS: 12.0" 12.0" TOTAL LOAD 42.0 PSF 6- 7=( 0) 43 Snow: ASCE 7-10, 25 PSI Roof Snow(Ps) BEARING MAX VERT MAX HONE BRG BRG AREA Cs-1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQQINRED)SPECIES) Merica or equal at non-structural 0'- 0.0" -38/ 1000V -51/ S1H 5.50'• 1.60 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 1.0"" -38/ 999V 0 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. / OH 5.50" 1.60 DF ( 625) 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=-0.052" @ 7'- 3.1" Allowed = 1.008" MAX TL CREEP DEFL--0.124" @ 7'- 3.1" Allowed = 1.344" MAX LI 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, MWERS(Dir), 5-07-06 9-11-02 9-11-02 T load duration factor=1.6, 5-07-06 Truss designed for wind loads '( f 12 f f f in the plane of the truss only. 5.00 p IIM-4x9 12 d 5.00 M-2.5x4 or equal at non-structural diagonal inlets. . 4.0" .i ,1444,11400,' M-1.5x9 M-1.5x4 3 r illilitiliti IPA c I 0 1 8 9 Cr M-3x4 M-2.5x9 M-3x6(5) M-2.5x9 M-3 1 x9 I 1 7-03-01 y 6-06-13 y y k 7-03-01n.G 11-11 k 9-02 �' i```'4O PR�FF�S yl-coy l y ��5` NC't IVEFgc `r�0 21-01 1-00 R 89200PE JOB NAME: DR NORTON PLAN 3725-A- 62 -.-/ Scale: 0.2806 � •• '%ie WARNMGS: GENERAL NOTES, Mem einem.and f, �/� Truss: B2 1.Mamba erection contractor should be advl.M OM Genera Roles 1.Thled.dprkb„ed only upon the pammsen sn.n and k fm an individual 7, "L,OREGON A.,44/ �and Warnings before combingen wmnfences, hiding component.AppBpbiy of design pamnnan and proper /` 2.2/4 compression web bndng mus be In.aUad Owe she.n+. Ineerpenlbn ofcomponent kids mponahAAy of the boIae dWpner. 3.AddAkMl tsmpol.ry Maw n Insure sabABy during construction E.Design manes Me rap and bottom chords to be bter.Ay braced at ,0 '9 y' 14 20�P"t" DATE: 8/10/2016 kine nspon.BIy of the enxder.Marinns pemmneMbndng or T ec ami Cr trtn.ex.m.pedively ass br.pd)TC).et.eek length by ,'/ the wend ebudun a the r.epore6py of Me blmd,g Malpnar. comlwurdgammrsuctu„plywoodN„mep0-ClaraportlrywM(BC). ���R'�� SEQ.; K2266860 4.No bad sherd bs appNMaeycempeMku Na ar aA brad 3'a bddghq or lable the n..poe g`°pupal*hem mown.. nseneraen°omplenand a no tris should any keds greeter than 5.De4. sign nn.eaumesdon bsbbusses are to be used lna onof the �mnosw envctire ironment, TRANS ID: LINK design Meth be component. .ne.nler dycondition.orum, S,pempuTmsh„newr®ole erera...an„onapell�WybriM 8.Design assumes hAbesnpstaA„ppoM.AownShbnorwedge A EXPIRES: 12l31l2017 M MAon,hanakg,Oddment and lsd.Boe of components. mammy. 8.MR aaaraWIMdsWJecttotMAmiatonsssrore,by 7.Design tedeahlamalarge Is um,e. August 11,2016 TPNNfCAI SCSI.wpbs ef.fikh.gl be finished upon B.PIsles Mal be bound on born hwsafiru„,ars pkwtlw mer canter 'eP'es• Anes coincide Mb loin center BMA .Tek USA,Inc./CorrpuTnn Software 7.8.6(7 L}E 0,Dials 191110,10 We of plea In Ione. 10.For beak connector plate design values see ESR-1311,ESR-1988(Mink) 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/Cq=1.00 TC: 2x9 DF 816BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=1-11638) 1109 1- 6=(-989) 10696 6- 2=( -218) 2676 BC: 2x8 IF SS 2- 3=1 -8234) 806 6- 7=1-976) 10548 2- 7=1-3962) 359 WEBS: 289 DF STAND: LOADING 3- 4=( -8234) 806 7- 8=1-976) 10598 7- 3=1 -572) 6036 204 DF 816BTR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9- 5=1-11638) 1109 8- 5=1-984) 10696 7- 9=(-3962) 359 Cs=1, Ce=1, Ct=1.1, I=1 9- 8=1 -218) 2676 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 25.0)+OL( 7.0)= 32.0 PSF 0'- 0.0" TO 21'- 1.0" V BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 1.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 319.1)+DL( 213.6)= 527.6 PLF 0'- 0.0" TO 21'- 1.0" V 0'- 0.0^ -609/ 6948V -46/ 9614�� 5.50" 10.32 DF ( 625) ( 2 ) complete trusses required. 21'- 1.0" -609/ 6998V 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. \/// 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 DEFL= -0.159" @ 30'- 6.5" Allowed = 1.008" MAX TL CREEP DEFL= -0.376" @ 10'- 6.5" Allowed = 1.344" MAX HORIZ. LL DEFL= 0.037" @ 20'- 7.5" MAX HORIZ. TL DEFL= 0.062" @ 20'- 7.5" Wind: 120 mph, h=18.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 10-06-08 10-06-08 1' . 1' 6-01-10 4-09-19 4-09-19 6-01-10 1' T T 1' 12 12 5.00 =M-6x6 • 2 5.0o 6.0" 3 ,1-A Mb M-3x8 3.5" M-3x8 2 ,..0"'' A M-7x14 M-7x14 -�'�' vr M I 1 6 7 e - 5 O o M-3x10 M-3x10 M-8x10 M-3x10 M-3x10 0 MHS-7x10(S) 1 1 1 1 J. 5-11-19 9-06-10 4-06-1C 5-11-19 11-11 1 9-02 �\�'`�G�`GPN� .s/0, 21-01 ,tr ` -v �` 89200PE -9t- 4///////"AV-0---- ---- JOB JOB NAME: DP.NORTON PLAN 3725-A- 03 Scale: 0.3041 �:I /V"- WARNM& GENERAL NOTES. units otherwise noted: >• Q` Truss: B3 1.Builderserection w dedvleedefaeGeneral T Notes t. Nedesign Ns betloniyupon N.FRnMw parameters na enlwWdual y, ,OREGON and Warnings before construction commences. building component Applicability or design pars ntan and proper /� 22s4 compression web bracing muni be installed when shown+. Insomeraese retssnposn(le to respsnsibNlyofine buldigdedoner. <O ql/- 14 2d1 1 ] llb Addnerp l taemy bracing to Insure bltty during eonNm � dbn 2.Niko assumes the cop and bottom chords b be Manly brad at T DATE: 8/10/2016 the respertelbely enthe eendor.Ad°mnel permanent bndrg of seetN050.and Nlga,cg such h as ply woodsnless bowedsheathing(TC) )eedfor inebnngmby fetwonebsNY of the building des continuous Hitemmr Mendbangreuiredog(ttlsw,,s..walllBCl. % `C]NT'{ Ipner. 3.9r impact bridging or Mend Mating required when eapwn•• R fl l+ SEQ.. K2266861 4.No lowshould beapplied bany comparomImreaaralbredngand 4.bwngNbnOhms nmen to used of the respective ontra oh fasteners ere complete end al no One should arty bade greater men 5.end.,assumes baso en u be used In a neneoresirs environment. TRANS ID: LINK dedgn leads be applied M emeempenenL De.nn Miry RAI bowleg erne. S.CampuTmshas nocombo!over en ammo*nonponebOlyfortM G.welgnessuneabllbsdlgetelsppoMahovm.ShimerwedgeN EXPIRES: 12/31/2017 tebdaep^leedgeg.ehlpnRN and instillationNoampoanN. rNaasw7ss�e 7.Metes eaaga bohfadsstt,s.provided. August 11,2016 8.This deCp nfumbMtlenwM loltwtMaNbne setforthby e.Plebs.sur located enbomnaadrainage s rus,aw placed so their center TPIMETCA In BCSI.copies of which will be furnished upon request MRs coincide with Mind cattier Ines. MITek USA.IncJCompuTnro Software 7.6.6(TL}E 10.Digits Amar peke of lot* n�a sign agree se ESS-1311,ESR-lime(MITak) 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#1&BTR LOAD DURATION INCREASE= 1.15 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 1- 2=( 0) 43 2- 8=(-13 1230 3- 8=(-379) 103 WEBS: 2x4 DF STAND 2- 3=(-1905) 58 8- 6=(_13)) 1230 8- 9=1 0) 530 3- 4=(-1047) 0 8- 5=(-380) 103 LOADING 4- 5=(-1097) 0 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1405) 58 BC LATERAL SUPPORT <= 12"0C. 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 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" 1.46 DF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 11.5" -36/ 910V 0/ OH 5.50" 1.46 OF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFT= -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 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 HOR1Z. LL DEFL= 0.018" @ 18'- 6.0" MAX HORIZ. TL DEFL = 0.028" @ 18'- 6.0" Wind: 120 mph, h=18.Ift, 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, T f { Truss designed for wind loads 5-01 4-04-12 4-04-12in the plane of the truss only. T ' T 1' s-ol 12 5.00 " IIM-4x4 12 4 5.00 9 4.0" M-1.5x4 2.0" M-1.5x9 3 111111111111111111111111111111111.11111111 ..1111111111111111 r.ere c en 1 �� 6 7o S M-3x8 0 M- .5x4 M-2.5x4 0 1 l y y ``` F6-9-05-12 9-05-12 .+(, SsNG N4- /....,y yb S • R p21-00 16-11-D8 1-00 L oQ 89200PE f JOB NAME: DR HORTON PLAN 3725-A-Cl Scale: 0.3154 ,.. �� • fr 14ARald.r: &1.Misdeal. uMeupon hep a ate: 'Y4. ' 0 w ON 44 Truss: Cl 1.endearand a corbector of test General Notp 1.TaeMgnpbates only upony o p.&gnp Mown aneborer Individual end Wamlrge before consbuclkn commMaes balding component.Appin le the of design psremetes and proper 2.h4 compression web booing must be hwebd when shown•. Incorporation of component k tlis retpensiblNly of Ihs building esNNmr, t' 1 3.Addatoal tsmp>sry bracing N halve ability during construction 2 Design aasumas the top and bottom aortal M Wordy braced at /O r ''/� �.O�A jIx � Is the reapoak9y of Nw erector.AdelBoml permanent bland o! 2'o.c.and.t l0 o.e.reepeaNaN unless bated throughout than length by ,, 1 `- �+` DATE: 8/10/2016 the overall gnaw.NB. StImpot sheathing such as bracing sheathing(TC) dryw.I(BC). ' RRI1� nepom00np of IM hoasirg designee 3.a Impact bridging tee,. bracing required wfiefe shown•v SEQ.: K2266862 4.No bad should tee wad to any component mg law aluauand 4.Ineniknon of hub the responsibNM of the reatmilve contractor. fasteners are compb%and at no time could any lads greater than 5.Design ensu es asses are to be sed In a non-corrosive environment. TRANS ID: LINK design loads beatMkdbany component. end are lr y testa ding 5.CampuTtwMsnocontroloverendaaamsnoreepo.IDMyforthe 6.Oe.ignaa braid.dnBateNwppoMMown.Shen awedge EXPIRES: 12/31/2017 fabrbtlan,handling..h9meM and lnataletlsn of components. neaeary. 7.PlataOe sa.w te nbathfaces,f),Uwe end August 11,2016 6.Thktle.Mn kfumkoshpment 880 illetibmallidby a.Dal.assume loaded onhorhgePe prua,.M ptead so their center TPNMCA In BOB).melee or which will M funnelled upon request. Ila coincide vah bird anter Nets. MRek USA,IneJCo uTrua Sollars 7.8.61 L E 9.Oats indica ate.of plata I mase. '� ( )- IS.For ask comaeer piste datelen v.4as se.ESR-1311,ESR-18a6(1/117.k) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN i8'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE= 1.15 1- 2=) 0) 43 2- 8- (_ BC: 2x4 DF 41OBTR SPACED 24.0" O.C. 2- 3-(-1410) 59 8- 6=1-13) 1235 3- 4=( 380) 104 WEBS: 2x4 DF STAND (-13) 1230 8- 4= 0 526 3- 4=(-1048) 0 8-5=(-380) 103 LOADING 4- 5=(-1047) 0 TC LATERAL SUPPORT <= 12^0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1405) 58 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, 2=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 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 OF ( 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/24D, TL=L/181 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.101" MAX TL CREEP DEFL=-0.003" 4 -1'- 0.0" Allowed = 0.133" MAX LL DEFL=-0.042" 4 9'- 5.7" Allowed = 0.902" MAX TL CREEP DEFL --0.096" 4 9'- 5.7" Allowed = 1.203" MAX LL DEFL =-0.002" @ 19'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" 4 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-18.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Djr), load duration factor=1.6, 9-05-12 9-05-12 fTruss designed for wind loads f in the plane of the truss only. 4-11-15 4-05-13 9-04-12 5-01 f f f f f M-2.5x4 or equal at non-structural diagonal inlets. 12 IIM-4x4 12 5.00 D q 5.00 4.0" 4 M-1.5x4 M-1.5x9 3 5 v IrMil� M 1 O + I 8 6 O O M-2.5x4 M-3x8 M-2,5x4 0 y 9-05-12 y 9-05-12 y �\cJ�F'�NGNE #4? /0 1 l 1-00 18-11-08 n 1-00 Q� •T 2 89200PE JOB NAME: DR NORTON PLAN 3725-A-C2 Scale: 0.3065 /!o� WARNINGS: GENERAL NOTES, unless noted es arc fBudd*and arecBen sorBde.eIesNb.advised 515110w**Nets 1.ThiM design bawd any upon the parameters show and I for an individual Truss: C2 and. Warnings beamoenelmetlmns. en eemnbolding component ApleatRy d pe design lmet*and proper 'Y OREGON 2.2o4 compression web brecinp must be membri nvimn.hewn+. Inearpoml*n*component*1M teapnndtlly of bulling designer. /.0 �'4`- 14 2°R�1 T� 3.Addkbnel temporary bracing*Wee stability during eenebucl*n 2.Design eseumes the rot and bottom Banda t De latently braced at I �e�j' *the neponsblly of the erecter.AdlieSnst pMnaMd be.s.ig of 7 ex.ea*10 e...rmyeelCcy Wes weed throughout than length by y�� �^ DATE: 8/10/2016 the overdehudwe is Be continuous rkiginoheator Wedbradnsuch as modlIred lime Wow•dO•w•Nac), e✓/�p�'1 L rs..yseyeeledi aingdsblean 4.ZtMpastbr*gisleit*respeWpty,lIh.wheresheen++ ��ll L. SES•' K2266863 '•Naked enchould balpeentamte,,.esu uny.)lain utadrDaM 5.Design t umof euas*ins ne fo be usdish.elcoesemnrwiton ).Where era csnplat aM stns*les ahoub airy bade graster man s.and. a r tieabusassafa tbusadmanon�omdw amkenmem, TRANS ID: LINK dasgsbaaheapp Ntany em pend. B. mirygn.et.w'mapa a ataitnppoM.h5se Shim orweden EXPIRES: 12/31/2017 5.CowaTns has m°on6Moverand awmes no repon bsIty for me asesy. a6rb5on,handling,Wpmad and mataletisn 5fcomponent. T,p:elgn assume.edequ.t**new*provided. August 11,2016 e.This design ishenlehed sbjadte fns lmtW*n°satfpdh by 8.Plates shall be bested on bemtese of truss.and plecad so their calx TPNNTCA in SCSI,copies**NW ate be furnished upon request. Imes*beide wlm**tcanlar lima M1Tek USA,InclCompuTfus Software 78.6(7 L}E 5.ONlta mdba**nap**m Wins 10.For[We eomsdor piste design robes RA 195.1311.ESR•19e8 ROTA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.0" IBC 2012 MAX MEMBER FORCES 491R/GDF/Cg-1.00 TC: 2x4 DF H16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 43 2- 8=(-37) 1160 3- 8-( -367) 103 BC: 2x4 DF 815BTR SPACED 24.0" O.C. ) ( 39) 997 8- 4=) 0) 447 WEBS: 2x4 DF STAND 2- 3=1-].329 63 8- 7=- 3- 4=( -967) 10 8- 5=( -238) 99 LOADING 9- 5=( -959) 9 6- 7=(-1099) 27 TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+0L( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1116) 61 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) -96) 30 TOTAL LOAD- 92.0 PSF LETINS: 0-00-00 2-11-00 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HONE BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 8860 -35/ 9211 5.50" 1.92 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 11.0" -7/ 7400 0/ OH 2.00" 1.18 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" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.036" @ 9'- 5.7" Allowed= 0.865" MAX TL CREEP DEFL- -0.085" @ 9'- 5.7" Allowed = 1.153" MAX HORIZ. LL DEFL= 0.015" @ 17'- 9.0" MAX HORIZ. TL DEFL= 0.024" @ 17'- 9.0" 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, Truss designed for wind loads 9-05-12 8-05-04 in the plane of the truss only. 1' 1' 5-01 4-04-12 4-04-12 1-04-02 2-08-06 .< 1 T T T f 12 12 5.00 M-9x9 'Q 5.00 4.0" At M-1.5x4 2.0" M-1.5x4 3 5 r M-2.5x4 0 E� 1 n 1 d 7j7 co C) M-2.5x4 M-3x8 M-3x8 1 y y 9-05-12 y 9-05-04 1 ���E G PR NE FFc4s� 1-00 17-11 y ��\ �N F9 Q2 Q 89200PE 9I" JOB NAME: DR NORTON PLAN 3725-A-C3 Scale: 0.3193 . � A► WARNWOI: G.NERALThis NOTES, unless otherwise net W: OREGON �t(r Truss: C3 1.Builder and onion contractor should be noised of M General Notes 1.This design h Weed only upon the parameters shown and k ler an individual end Warnings before corblydbn commences. buMingcornporstponent Is ol designe.pon&ayofthe endproperdes / All 14 2� Ix��� 2.7e4 compressionverb boxing must be hetehd Mere stem.. Incorporation eteemporst le con raspondblly of the bulling designer. 14 9.Ad Cbnd tenipomy brsdnp le inure stebtb durhg construction 2.Design names the top end bottom sherds b be Menti brand at k the mpeneMly otme ender.Additional permanent bracing el 2 o,c.and at 18 ex.regrodkeiy unless braced ihnughod melt length by DATE: 8/10/2016 me overall epudwei npresponebJlyofiMbald des continuouspctridesthhgMoraIbpyngre idWs g(rmho.rdry..lkeq. pp by designer. 4.?wlmped bridging or thereipndrpity OM whersehevm.+ RI"ll'�� SEQ.: K2266869 4.NoloMsere complete and at no component mu sax greater n 4.IndeDeems limes hums re to used a environ Mbnsrs en oornPlstm est el no time should any Inds praetertlan 5.and Cr.assumes hums en b be used In a nonconestw srwirsnmast, TRANS ID: LINK destgnbsder netted to any component. andkr Wry condition'star. 5.CempuTnn le no control over and mums no nsporblay for the 6.Dedpnassumesfun Wadrgdr supports shown.SNm or wedge If EXPIRES: 12/31/2017 hbdcotlon,Mmbp,nn4rnerd end lnWMMnolcompenenb. na Design assumes e. r. essMimesadedon ohnen feessetruesed. ,an August 11,2016 8.This des4n k emliaMd aub)ad to,sU b.der dforth by 8.cooks shall W loaded on both hcos et trues,and plead r their comer TPIANfCA In 11081,copies of which AI W Wished upon request. Ines coincide vAm joint canter Ira. MTek USA,InolCo uTrue Software 7.8.8 1 L 8.Dins Indicate dee or pits h helm. ( )•E 10.For oink connecter plate design values re EBC.1911,ESR.1988(Mink) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 19•- 9.5" INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF NIEBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 4I1BRTR SPACED 24.0" O.C. 1-2=1 0) 43 2-6=(0) 682 6-3-(0) 393 WEBS: 2x9 DF STAND 2-3=(-839) 0 6-9=(0) 692 3-9=(-839) 0 LOADING 9-5=( 0) 93 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSI" BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAI, LOAD= 92.0 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 POE 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 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=LI290, TL=L/180 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 LI DEFL--0.002" @ 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" @ 3'- 11.1" Allowed= 0.474" MAX HORIZ. LL DEFL= 0.007" 8 14'- 4.0" MAX HORIZ. TL DEFL= 0.012" @ 14'- 4.0" Wind: 120 mph, h=17.70t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7-04-12 7-04-12 T 12 12 5.00 111,4-4x4 4 5.00 4.0" V' ilk 2.0" nr i p 1 s a I 2 6I 9 5 M-2,5x4 M-1.5x4 M-2.5x4 0 b y y i�op PROFFc4 7-04-12 7-04-12 1. 1 1-00 14-09-08 y 1-00 y r�GJi ANG{NEER 6/O Q 89200PE9r- �+ JOB NAME: DR NORTON PLAN 3725-A- 01 Scale: 0.3866 -1.1011 WARNINGS( GENERAL NOTES, unkesotherwise nentl: WM -Y'i. OREGON �� ,.Bulrshould M dbeadvisedofGeneralNotes 1.Thea design la Insert only upon the parameters dawn and Is for anndvidaal Truss: DI and Warning*before coMustbn commences. bolding eemponen1 Applle.b4ny of de•Ign parameters end proper '` 2.234cemDeesnn web bracing must be Installedwbere shown.. incorporation of SBnRseem Nth*respor db 0055s bnMling designer. �O qy 14 20 1Q J.Aeanbiroltemporary lnslpnnsureanb/n/audnpeenstruabn 2.Deagnassumesthetopendbolnm°herdstobewenthbacedat °` '� -�, nm•ragorMllry etme ereoler.Aadonel permenem bracing of coMinuntletlPh.arsich se plyunbeslrsoedtbnuphoul MCYnngmly DATE: 8/10/2016 the over.nwwdmela1ho 23 imbeuaMganinrwebesacngnrtmbedwlvent)ewe.andor arywetl(Be). MFRR L�- rea any comp nett.building del Redmond3.In imbed of trues or theme bracing ly of the velem Mown•ke SEQ. K2266865 4.No nw.howan..ppgand any tme should anynIA loadsalter greater 4.Millen ofnn.lam•are to be Used InMon-consecemndor. rasiaMrs era annulate led at no time any bade gnetarcoan 5.Design a es Pun..are n b.used bra s non-connive anvinnmenl, TRANS ID: LINK design road be applied to any component, and.,.fo•cin •snedmon groes. 5.Compulue has no imbed over end eswes.es responsibility teethee.Design assumes MI beam9nt an wppede shovel.Shire or vnelg•8 EXPIRES: 12/31/2017 n•mses7. Sb8 brmi,bandhq,.nromenl anaimnMlon of components. ` .l B.This design ishamd.d subject to lholmMthna set bah by 7.PatesGsign lbsh.dedsee both boonge of bum August 11,2016 8.Pens GM be located on 5.,Ieo ftnres,•Mpbcedcofhetrwnler /PI/WM n SCSI,oodles wntlal MR be tumlsiwd upon request. Ines conade with tobd center linos. MRek USA,krc./C 9.Dgin indicate sin et piste n Inches.Software 7.8.8(1 L}E 10.For beak connector plate design vsius..ee ESR-1311,ESR-1988(MITA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.5^ Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF 9138TA LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Ex B, MWFRS Dirl, BC: 2x9 DF)$I&BTR SPACED 24.0" O.C. load duration tactor=1.6, Exp .B, LATERAL SUPPORT <= 12^0C. UON. 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 POP Gable end truss on continuous bearing wall UON. 9-1x2 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, 1=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. 7-09-12 7-04-12 T 12 T 5.00 5 IIM-4x4 12 '7:15.00 3 =. 2 v 4 rn li rn o o O M-2.5x4 M-2.5x4 L 1-00 19-09-08 '�`��•� VV �r`� rG.%-. Eh9 QO2 89200PE -9r. JOB NAME: DR HORTON PLAN 3725—A—D2 Scale: 0.5127 { .,76.111111 CC WARNINGS: GENERAL. N.d.slNOTES. mime otherwise noted. le, I OREGON �1te Truss: D2 BUlde and erection contractor enaAd be advised olr General sobs 1,This design is bas.Rep upenM pe eme en Mown and kro anindividual (I (� NN and Warnings Wore combustion vommences. GAIN compon•N.ApPONNEY Noma.pelonsOm end pngr 2.2u4 compression web bracing motbeinsledeMre.Mvme. mmrpentlen of component lathe respaglbtlty aims bulking designer. 4AAddltbnettenOoran bluing b Insures MAR during coralmaan 2Oealpn..aaean mefop ma bottom e6oarowiNaatry bracer/et /O ''4 2O i!)(� kthe reepoe&bNty NG*erector.Mafioso!pemnneMbacig of conti7ouns sheathing respectively unbaa knead)TC)snevor throughout IMO length by ' sii•vucnuebthe reponsbityolibobdMingdasiner. 3.2aMpad/MlgingorrlatanlMe required Awe mon• SEQ.: K2266866 • otyw.g(Bc). +v/�pR'`� DATE: 8/10/2016 theover 0.No bad MeuM be applied b•ny oem�nea tl alter al bream 4.PAWNS. N me napanfibgyo the nspec reesMnNa. rl hManan m complete and•t no time should any base greater than 5.endDeignera emotes trusses•n b M used M a rwntenoeM environment, TRANS ID: LINK dwgn loads be•ppged to any component. end oe make of use 5.CompuTeuehas nonestNover and amrmesnoresponM ,bribe 9.oeelpnnsumaeMbeamgaexsuppemshewn.SnlmorMdgen EXPIRES: 12/31/2017 bbdcaaon.handling.shipmentand hssiaMbn of components. nad°°ary' 6.This deeignkkanishedtugged toergmibitioractbm,by 7 PIONshDesign eewn.5o looteduate itttmgs spreos.a August 11,2016 a.PION h,ddn bated on bom feces Woos.and pbeed so Thee motor TPENTCA In BCSI.oNies of WIN vat be finished upon request. Ines coincide orb bog poplar Woes Muck USA.InelCompuTlus SoMrme 7.6.6(10-E g.054s Mamie No Opiate b*Nes. 10.For bask connector aide design values see ESR•1311.ESR•1988(MITN) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" TC: 2x9 OF#16BTR Wind: 120 mph, h=17.aft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x9 OF#lg BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), SPACED 29.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"01. 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. s4-1x2 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, 1=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 4 T 12 12 5.00 17 " 5.00 1 I M-9x9 3 wielmill 2 9 f en ru1 %////77/////7///T//////////7//l///////////////////////////////////////////////// 0 0 M-2.5x9 M-2.5x4 b l 1-00 11-00 1 L Utp Q 89200PE 9< --- JOB NAME: DR HORTON PLAN 3725-A-El Scale: 0.6078 #�e _. WARNINGS: GENERAL NOTES, Gina otherwise noted: 'y OREGON CvQ Trues: El 1.SuMer and erection eelrector should be advised oil M General Notes I.This design is based only upon the psramtes Morin end is ter an imMdusl and Werlroe before eerrhuthe common. building eompmuN.Appecabley of design parameters and proper 2.Dt4eempnsebn web brsdrg Gad be beetled where sham v. inceeponstees corrooneM biM responsibility GM baeebg eesyner. LSO '9y 14 �0�� ��� 3.Aaebmltamporary brsckgto Mon ebbdny dudro combo lion 2.Design seam..the Pop sed bottom chords b be MaeIp bracedel �� btla responsibility I SM erector.on..teel permemm bregnp of 7e.e.and 11g e.e,naelNsy aides booed throughout their begin by DATE: 8/10/2016 me seeds ewctae lath n continuous Meeebg acct,es plywood shaembg(TC)anther eyeeg(gc). � R R I L� •ge:WN Y of the begdkg&WMr. s.Dr Impel bridging or Morel Moine required where sham++ SEQ.. K2266867 ANe load shouldbe eppn.d to erg component until agersi saang and 9 ImbMbn arlms%the responsibility oriM respective contractor. b.bnas ere oampkH and at notelet ebmdd any bads greater than S.Design Gems,trusses are to be used ins nonartsMre environment, wgn MG be appMd to VW comment 6. for'dry conGOoe'er Ga. TRANS ID: LINK e 5.CompaTmeM.mwlrloveradamen.mnspensbigyforth. Q o..gnmst�assumesfullbeadroawwpperbaMwe.Sbmaw.dgee EXPIRES: 12/31/2017 es.handling,eht nen.and habitation of components. ry• febdoa A Thio design le famished eubleet toile Athens.set forth by 7.GabesDeep e1 bebadedo.both Ga lofhuv.ed. August 1 ,2016 Q Gabe endd.tested on bon bceseflmu.aM pbced aotldrcenta TpUWTCA In SCSI,GAM or Mich will be Mniehed span requite. get.sincide with)lnl center lines. MRek USA,InoJGo 7fus Software 7.6.8 7 S.Nils indicate size of plate in inches. > 0� 10.Far bask connector plata deign values Ge ESR-1311,ESR4sl8(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF#101315TRUSS SPAN 9'- 1.0^ IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x9 DF 81&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 43 2-6-(0) 375 6-3=(0) 199 WEBS: 2x9 OF STAND SPACED 29.0" O.C. 2-3=(-971) 0 6-9=(0) 375 LOADING 3-9=(_971) 0 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)♦DL( 7.0) ON TOP CHORD- 32.0 PSF 4-5=( 0) 43 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0^ 12.0" 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" -29/ 996V -21/ 21H 5.50" 0.79 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 9'- 1.0" -29/ 995V 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/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL=-0.002" @ -1'- 0.0^ Allowed = 0.100" MAX TL CREEP DEF!._-0.003" @ -1'- 0.0" Allowed= 0.133^ MAX LL DEFL--0.005" @ 9'- 6.5^ Allowed- 0.408" MAX TL CREEP DEFL=-0.015" @ 9'- 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 HORI2. TL DEFL= 0.009" @ 8'- 7.5^ 4-06-08 4-06-08 1 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 d 5.00 load duration factor=1.6, Truss designed for wind loads IM-9X9 in the plane of the truss only. 3 4.0" i 41 Amil 2.0" ti ma -i.-,-i o k l ���yyy r O �l' 6 q �� M-2.5x4 M-1.5x9co M-2.5x4 Y , y 4-06-08 9-06-OR y 1-00 y 9-01 y 1-00 >L {�cO PRcOF .., �/ `C..' ER >O `� :9200PE 9c' • JOB NAME: DR HORTON PLAN 3725-A- Fl / • Scale: 0.5280 Ile. 1YANNM08[ GENERAL NOTES, mine otherwise meted /7r Truss: Fl 1.Builder and endknteMeder.beuld be advised of eB General Not. 1.ThledM5n k Weed onylrpontM parameters.hewn ark is for n hMvkuef -7, I OREGON w .`�'4• and Wanmpe before eon...kn pmmemps, building componNlLAppncablity ofdesip,paramNaR and proper /` V` 2.214 comprsesbn web bracing nest be irdWd where shown., wSerpersibn efmmpeneM k the responsibility olEe bluing deepner. %�y{' 3.Additional temporary timing b Imre ffib68y during tontine:W n 2.Design aeeunse or top and buxom chortle m be laterally Need M 'O '7 14 ��� �-� h the rsepensbIgy of the erector.Addnbnat permanent bracing el 7 0.4.red at 10 e.e.respectively Yokes Napellroupneul,their dry length by DATE: 8/10/2016 the ovens structure k the responsibility ohne bUMYrg designer. SMleueus dgegng such es pyxood triad Metre ender drywnn(BC). MFR R I L� 3.2r hoped bddgslg or totem/bredng regmred Metre shown.a SEQ.: K2266868 4.Ne bad shook'beapplied many component mil eller agMiming end 4.Installation of trent Isthe responsibility°Mherespective contractor. bdeners ere complete end st no Bme should erg beds reeler Men 5.Design mimes trusses ane to be used Ina mneenoslwe anuronment, TRANS ID: LINK deegn loutsbe smiled b any component .k.rs tordry conditiondune. B.Convenes hes ppMolover gkassumes prnponengey%ortM e.adpn.swum..fWbeMngelenauppM.hewn.sidmuwsegen EXPIRES: 12/31/2017 fabrication,heeding.shipment end instal.n of compseenk. mammy. 6.TN*design isUnbind sde}etromeImbetionssettme,by I.MeteDesinn.eaaebmes edp.both ruate ecies.gekpmes,a August 11,2016 TPSWTCA In SCSI,copen of Midi Ma be fpmbnaa upon request. &pOeao sMaeeawmlkM anter else.climes,and placed.tlMrpnter Welt USA,IncJCompuTtua Software 7.6.6(11)-E 9.DVSs brdknte sire of pre.n inches. 10.For bask warmest plate design webns sea Essei31 t,ESR•10ee(MITeR! This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF M16BIR LOAD DURATION INCREASE= 1.15 1-2=) 0) 43 2-6=(0) 375 6-3= BC: 2x4 DF 1)14BTR SPACED 24.0" O.C. 2-3=(-471) 0 6-4=10) 375 (0) 199 WEBS: 2x4 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 PSE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PS£ 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 POP Roof Snow(Ps) 0'- 0.0" -29/ 496V -21/ 21H 5.50" 0.79 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 9'- 1.0^ -29/ 495V 0/ OH 5.50" 0.79 DF ( 625) M-1.5x9 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 LL DEFL=-0.005" @ 4'- 6.5" Allowed = 0.408" MAX TL CREEP DEFL- -0.015" @ 4'- 6.5" Allowed = 0.544^ 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 800I2. TL DEFL= 0.004" @ 8'- 7.5" 4-06-08 4-06-08 Wind: 120 mph, h=17.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 I7 ©5.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x4 3 4.0" 011 I Illibiiiia, I I �t c• ei o 1 8 5 o 0 0 M-2.5x4 M-1.5x4 M-2.5x4 y 1 3' 4-06-08 4-06-08 y 1-00 y 9-01 y 1-00 y 4c, '4 9,E0 PROS ,0 �NGiNEF > c" ::9200P 9r 11P =' _ I ,+� JOB NAME: DR NORTON PLAN 3725-A- F2 Scale: 0.5280 ga � Wim: G€WERAL60166, udeaomewb. M: 9 OREGON 441 ,..cc 1.Balder and 011440.1 convector should be advised dell General Nobs 1.Thee design b hosedn C 6a. only tq,ero peremeten Mora end h for an lr dNpua( Truss: E2 •MWemlresbefore coreauctincommenas. bolding componentAppkeabmmermen !"I �� tc 4% 2.244 ampreWen web taming mud be mbged where drown+. incorporation ti on of component responsibility buA0n ly 0w g 4.444, O ' 14 2O S.Additional%moonily bracing to mare stabil%during construction 2.De.en assumes the top and bottom ehoMe b be%tenRy beeped st / Is the raapembtlgy of the erector.Additional permanent bracing of 7 o,c,ell at 10 o,a respectivelyunless bread throughout their length by IA- DATE:DATE: 8/10/2016 the overall structure l me responsibly of the b4Adng desener. continuoussheathingor suchesplywood milked were sown•drywag(BC). �R R'I S.Dr Irrysd or buss or the bhang n9utnd,.epa ahewn++ SEQ. K2266869 4.NobMmM completd be e endn at nyo I wshoul wty beds leterthend 4.Mbge. oms hums re to seedillty le a nspedoe en dm. f4•bmrsan amp%% atm tlm•should shy W dsgr•ebr g S.and sauna hums.f%ba used In t noryceRasive environment, TRANS ID: LINK dost a°'heippl.dInStynO"p°ne"i Dedenassue for assumes d of use. EXPIRES: 12131/2017 5.Compares Ms m eontral over and aseao.0 m responsibility for the 6.Design aseunes M heerke at s1 supporta shown.Smm or vndge k Obr estlon,henAnp,shipmententl M%Mtlon dcomponeM•, maessry. %.Design sstudibeMatedo%onlapelepa%sa August 11,2016 e.7NS Msipn hfumMMsub)ed loft ibeelbne edforth spa by e.Plates shell be Mated on both Ocie aftruss,and phaAsslMk anter 7PVWTCA In 11131,copies of which MI be%MMd upon request. Ines coincide wah%It center Ms. Ft DWI* !Melt USA,InciCompuFnus Software 7.6.6(11)-E 10.For basic connector% to MM.p design sob,.,n00 ESR-1 St t,E5R-1988(1ARek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 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 ME Dimensions are in ft-in-sixteenths. Ili gliik 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. MIIMINGENIIMIIIIIMmimo�/f 6' mio 2. Truss bmbded by Taal Foe r wide truss spacing, racingust individualesigne lateral bracesneineer.themslves 4 may require bracing,or alternative Tor I 11111111Mira : bracing should be considered. �� O 3. Never exceedthedesign loading shown andneverstack materials on inadequately braced trusses. a- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ -8 C6.7 Or designer,erection supervisor,property owner and plates 0 'ns'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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 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 10.Camber iso non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is 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 indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that P SYP represents values as published 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.Top chords must be sheathed or purlins provided at output. Use T or 1 bracing 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. i *II Alk Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 Mifek�All Rights Reserved approval of an engineer. 1.111.1•F reaction section indicates joint IN II in il number where bearings occur. 17.Install and load vertically unless indicated otherwise. ___ Min size shown is for crushing only. i•MO greenUse of may pose unacceptable do 18 environmental health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 110 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. is not sufficient. BCSI: Building Component Safety Information, m i�e!\e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 .., mit 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 K2283846 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. PRp<,(51/4 Fed, s „o NGINE E � � �cc 89200P , OREGON lV� /O �I' 14,Zoe P} ' RRILA - 4‘?"--(12561 —Th 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 I.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 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 OF 81&BTR LOAD DURATION INCREASE= 1.15 1- 2=1 0) 43 2- 8-(-15) 1304 3- 40 (_ ) 109 BC: 2x9 DF 416BTR SPACED 29.0"O.C. 2- 3=(-1489) 62 8- 6=( 15) 1304 8- 4=( 0) 574 WEBS: 2x9 DF STAND - LOADING 3- 4=(-1111) 0 8-5=(-407) 109 4- 5=(-1111) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1989) 62 BC LATERAL SUPPORT <= 12"OC. DON. 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 BAG REQUIRED BAG AREA Cs=1, Ce-i, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 959V -47/ 470 5.50" 1.53 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -37/ 959V 0/ OH 5.50" 1.53 OF ( 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- -0.047" @ 10'- 0.0" Allowed = 0.954" 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 DEFL= 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 10-00 load duration factor=1.6, fTruss designed for wind loads in the plane of the truss only. 5-05-08 4-06-08 4-06-07 5-05-09 1 1 1 1 1 12 5.00 I(M-4x4 12 a 5.00 44.0" a 2.0' M-1.5x4 M-1.5x4 3 v. .1.11,J111.-„ w.ea.aligllillIllIllikle,'"' =r• M I g 7 o M-3x4 M-3x8 M-3x9 0 k y y ..� p PROF 10-00 10-00 b l b l ` �NGVNEF�9 /O 1-00 20-00 1-00 =9200P -9f JOB NAME: DR MORTON PLAN 3725-A- GOA1 Scale: 0.3001 #1 Ia.:1W- 41111P ' WARNINGS: GENERAL 901E19 whim.9.rwBe noted: 111 2.° � Truss: GOAL 1.B°derand emdienenM'amrMould beae^eedolMIGe'eralWme' 1.Thistle.pnIs based only upon tMpnmNersMom and istor enmdwiduel ' OREGON and W.50.before aenatrudlon comm.nce5. Wading component.Apple.NMy of de.pn panawlars and proper Gee I.2e4compnWen web brining mot be installed where abown.. "irraryenlon of component lathe responsibility 5009.buadrgdesig designer. 4„OREGON Q'��` 3.Additional temporary bracing b Mme abblly&Mg canbuclon Yo.aand el tgo 2 Design a.eumeelM by and bottom chords to be Internet braced at O / ''(} (,. �A� BR.rsepoMbgry 0119.ender.Addgomipemunent bntlnp of t.resp.dwely unless braced throughoMmN length by `_ DATE: 8/16/2016 the oaanl tree fame epenebery WMheW 2x impact ala.hhr Metal Mlyngreeh d Mere l555 Mywen(ac>. FR RI,-`" bad buildingdesigner. 4.Lrlmetionatoi.Metal Meting wtare.re cone SEQ. K2283845 4.R 'nem mesmould.i.).ntot noy component.6.0 any beds satergena 5.Design mums Pusses ere to n.s04lay 09.npdwe ewMeda. • (Menem meomplNe end et no Me should any bees gea=r than S..0.,.fr52ty* MMaen to be used me MnvmeWeernlnnmant, TRANS ID: LINK e..timwabeapplidte.nyoanpenem. aamforvryaanagon of use. 5.CemgrT'ua Ms no control over and assumes no nepembtlp for lire 8.Oeslpn essumesM OssMg.ai MMPaba MSwM1 Shim Srvndgel »teary EXPIRES: 12/31/2017 hbigXO5.handling..Mpnwnt and im8latlen of components. T.Design sewn..16.6.0.4 on Menage is provided. August 17,2016 8.Thle design is furnished=Motto l9.tlmaanna set form by A Plebes shell belocatedonnom aces of truss.and Memel so their center TPMNTCA In BCSI,copies of wbleh Al be banished upon remie.. Inn coMdde Mb Mint center Ines. Wee USA,kICJCO 9.Digits Indicate.n MOM n ndnee. mpuTnts Software 7.6.7-SP2(1L}E 10.For bask connector Mote design vel..see ESR-1311.ESR-f088(Mrtaq This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0^ TC: 2x4 DF 014eTR LOAD DURATION INCREASE- Wind: 120 mph, ht, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x9 DF N16BTR - 1.15 (All Heights)ts),, Enclosed, Cat.2, Exp.e, MFRS(Di r), SPACED 29.0" O.C. load duration factor=l.6, TC LATERAL SUPPORT <= 12^OC. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"OC. VON. 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. 4-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 POP 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. 10-00 10-00 12 5.00 IIM-9x9 12 3 d 5.00 RN I- .„, 2 9 o �Im I 0 M-2.5x4 1-00 ,�t� OF .V' 20-00 C Q :92200P vc-- JOB NAME: DR NORTON PLAN 3725-A- GOA2 • ` � Scale: 0.9001 vies: GENERAL NOTES, Mess otherwise noted: le tr Truss: GOA2 1.Raider and erection contractor Mould be advised of ell General Note. I.TNedoaan N Wind any upon the woofers Moven and I for an individual -74. I OREGON * ,to ora Wan*p.beim eonebutlbn comeense., WIMP...Pont ApplkeNNy of design paremetem end proper ,f' VN 2.Ln commotion wain Enctng must be totalled roan Mawr.. mostone mums tenentteme ro.chords to ether baWinp Motor. <O Atm A 2OA��� s.Addtbnel temPerary Mating b boa.etebBMy d,MBnmtructlsn 2Deegn ed.ttO the top and batbm ctnaan balstaraly braced at -77 ^t leiba rotponabUUN of the.radar.Additional permanent Maahg ai 2'on.and MO OA..,Sb..sty Mese indeed throughout man krglhM DATE: 6/16/2016 me wenllaWMae Is the responsibility oftln InaMYp designer. continuous sheathing ere se*nod sheathing(TC)and/or drywall(BC). d,No bad should S.Lspalbotrusdging le the reepond tl *ysf0.rewires rtenlWr oma«, R'L`^ SEQ.; K2283846 eppwdm am component MI M.wg.rad .andar assumes es.sbion of use. 5.arras neper Ne caNecto. hebnerem complete and et no Nee should any beds greater man 5.Design assumes trusses an to be used In a nomm�ealve environment, TRANS ID: LINK destgnbsd.baoared tomgCOIpaneM. and erefor•aryWnaaolt•ads. 5.CampuTmehesnocontraaver«lege.rm.enoresponsibalytorme d.DasipnaatYnesMbsertgaalspperlsMan.SMmorwedge g EXPIRES: 19/3112017 nbrkanan,Mains.shipment and InMJetbn or oempanents. nesewry. B.TNedesign bArMMOsubject tothe pnstbsset forth B.PaDetes a"beNo.1ma �n"RMosainage ugust 17,2016 TPPWTCAin SCSI,copies of Mich ragba snlMedo by B.Plates MI looted onnee Edo fees.alms,ora placed ea Sr.'.sellar pen request. ions hldlrst Mb pint center Ines. MITek USA,InplCottqulrun Software 7.5.7-SP2(7L)-E o DOW Mole etre of plate in mine. 10.For bask aonsdor pleb design admen ESR-t 311,ESRAWS(MITA) Symbols Numbering System a General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/ 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 I (Drawings not to scale) Damage or Personal Injury WEI Dimensions are in ft-in-sixteenths. Igiiii, 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 orX-bracing,is always required. See BCSI. )46" 2. Truss bracing must be designed by an engineer.For 3111111-1011Ewide truss spacing,individual lateral braces themselves Illk may require bracing,or alternative Tori rip O O bracing should be considered. s=j O 3. Never exceed the design loading shown and never OU stack materials on inadequately braced trusses. ' 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 of nace t and embed fully.Knots lates on each faceoandss wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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/TR!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 applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-stnrctixal consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is 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 indicated ore minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that SYP represents values as published specified. i Indicated by symbol shown and/or by AWC in the 2005/2012 NDS P fled. by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing 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. 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 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. MINIMR 18.Use of green or heated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review an portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone ,Aiiiii DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, i1e1 e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE120-SP MiTek USA,Inc. Page 1 of 2 r;, J C_-! (R I -- ;\ / ) Typical_x4 L-Brace Nailed To I I 2x Verticals W/10d Nails,6"o.c. ; Vertical Stud- s 1 1r-_. 111 �. - ::-17:-= mon \ e Vertical Stud Wire Nails m DIAGONAL ,/RA ,,,y- MiTek USA,Inc. >,' w Common SECTION B-B .• Spaced 6"o.c. I. DIAGONAL BRACE i r_--� , a- 4'-O O.C.MAX .._.__._---- I(2)-10d Common _ 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails Into 2x6 '" 1'%"a2x4 No.2 of better -'i SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace 1 1 Nailed To 2x_Verticals �- ., ??_ SECTION A-A 2xa swd w/(4)-10d Common Nails r_ A I Varies to Common Truss __._— i :'?' 74,...,-',:';''.';_ ; M M„er. r SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST - "" " DRAWINGS FOR DESIGN CRfTERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING 1...A �� TO TRUSSES WITH(2)-10d NAILS AT EACH END. i jI I ** --.. ATTACH DIAGONAL BRACE TO BLOCKING.WITH I " , (5)-10d COMMON WIRE NAILS. �' i - 3x4 —. +-- i B .{' (4)-8d NAILS MINIMUM,PLYWOOD .z.,/_...L.> i _-. 1./- 7".7:-'.__ i /. _ SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer , Refer to Section A-A to Section B-B '2a Maxi Roof Sheathing--1 N / NOTE: r i T� 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 3; ,1 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND ; y/ i WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-3 (2) 10,d ;f < ' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. MBX.i ,, / '1.;x.,(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 j - , ,, I l �x' ' OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6'O.C. „f :r;,r' / 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF r <.. ,,-Trus s @ 24 O.C.: DIAPHRAM AT 4'-0"O.C. , . - J 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I.q, f \ 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / ,_•, �. `' • BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. (REFER TO SECTION VERTICAL TUDS WITH(4)10d NAILS THROUGH 2x4. Dia Brace// f 2x6 DIAGONAL BRACE SPACED 48"O.C. ( A-A) g. S ,/ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed '~► ;! ; TO BLOCKING WITH(5)-10d COMMONS. 9. 00 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 '--- (SEE SECTION A-A) II ; 2 DIAGONAL 1 Minimum ( Stud !Without 1x4 2x4 DIAGONAL I BRACES AT I • Stud Size Spacing Brace L-Brace L-Brace BRACE i 1/3 POINTS , 1 Species -' - and Grade Maximum Stud Length 12x4 SP No.3/3 12"O.C., 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 i 2x4 SP No.31 Stud 18"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,_i 3-3-11 y 3-4-14 4-9-13 6-7-7 9-11-12 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 3in minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT a 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.