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Plans RFiflvE? SEP 26 2016 CtTY OF Ti ,co, . , , . . , ig, , D.R. HORT• J pp V J Z PLAN 2685A 6 CO 03 I , 02N F *OR O I OS <0 o CL GARAGE LEFT O �D R , g0 IE - p Z 11_ $Zt 0 7/12 Z) 3RD F • •R S S'ORS z 1 • LAT 'Sii o aa. 7/12 PITCH 1-0 O.H. q co 8/12 PITCH UPPER FRONT NOO.H. EILI' imm'm -- o ce 25# SNOW 111 `- a COMP 'I n a y, 8/1 J 84(C7 i m Qz OQR UI• OS cv 0ARIEL TRUSS CO INC. O 1,9,41:3 N.TV B P-411111, O 6 O (360) 574-7333 F A Z M Alligne�.. _.*kb: ' —d g DRAWN BY: . _I_;L1 KEVIN LENDE AIIIIMUla 7/12 �rtA1��MIK'g — —} IlMjilii kW J I, � + 10-00-00 2-' 'P ER 1► :•-oo 'R SPAN O•F JACK'. UPPER SPAN 10-00-00 LS)I LOWER SPAN 2-0 LOWER JACKS ,4 . IIIii i— — � 6.;1/..) D.R. HORTONIMF PLAN 2685/VC, O.1 w Q (FP, CO m GARAGE RIGHT COm a O C.3 2ND F •• - ONOS CO 6 _. z z z � � O O Zgiiil LUS' iii ei t; 2. 7/12 PITCH 1-0 O.H. Z 3RD FL; ISSORS 8/12 PITCH UPPER FRONT NOO.H. o CL 1-6i POT COMP4 cc SNOW w a. II a A__ .....11.0111110111111, 1057l Lu J Z 18/12 I74; ¢ �� 3 a2N •• OS O ARIEL TRUSS CO INC. o. A (360) 574-7333 00OMZ •••••••1... ;•••••,....A.....•1�� r Z 0 0 .�L�__�*.=� DRAWN BY: 0 2nZe?_Iil i� KEVIN LENDS MIIIIIMIIIMMII tiaiiiiiiMI 4110 10-00-00 z-o I - UPPER SPAN ROOF JA4 KS' 10_00_00 SPAN 10-00-00 LOWER SPAN 2-0 OWER JACKS CALL o, , - �C S ( LuSat-( lot MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 2685-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: K1784856 thru KI784868 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <tiQ,0) PR op NGINE /0 2 4' 89782PE 9c 9 OREGON �4°Q March 7,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 4.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1702) 102 1-6=(-67) 1907 2-6=(-307) 143 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1349) 19 6-7=( 0) 1028 6-3=) 0) 562 WEBS: 2x9 DF STAND 3-4=(-1638) 0 7-5=(-88) 1814 3-7=( 0) 762 LOADING 4-5=(-2086) 120 7-4=(-396) 169 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 POE 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" -15/ 770V -87/ 8701 5.50" 1.23 DF ( 625) Cs-1, Ce=1, Ct=1.1, I=1 18'- 4.0" -14/ 770V 0/ OH 5.50" 1.23 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 MAX LL DEFL= -0.088" @ 9'- 11.0" Allowed = 0.871" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.193" 6 9'- 11.0" Allowed= 1.161" MAX HORIZ. LL DEFL = 0.081" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.129" @ 17'- 10.5" Wind: 120 mph, hl9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-06-09 9-09-07 load duration factor=1.6, / _- _- _ -_ �,( __ 4. Truss designed for wind loads in the plane of the truss only. 4-08-05 3-10-04 4-07-09 5-01-14 12 12 8.08 MHS-5x6 `j 7.00 3 Id 1,1-1.5x4_ M-1.5x9 spa 6 7 MHS-5x12 MHS-5x6 M-3x4 M-2.5x6 N O O11 I O O 1 .o1 4.00 4.00 C... 12 12 ; - - g OS- 1 06 y - 8 05 y '� t�,EO PROF4�,d' y - - - �. z_S? ' NEER fp2p 18-04 `�' 8.782PE 1- JOB NAME: DR NORTON PLAN 2685-A - Al Scale: 0.3168 /�/ 4•/� WARNINGS: GENERAL NOTES. unku otherwle noted, v �`) _tea. I.Raider and eredian contractor shodd be advised of all General Notes I.This design is based only upon the parameters shown and b for an IndMdual "V�"OREGON `., Truss: Al end Warnings teem construction commences. bddhg component ApplbabSty of design parsmaters end proper S. 'y Z, ' = 2.2,4 compression web bracing mud be Modelled where shown r. Incorporation of component bid responsibility of the bunting designer. vf1 "AI y l G 3.Additional temporary bracing to anise stability during censbucSon 2.Design assumes o o.top and bottom chords to be eo*5t,0laterally tweed at j 7 �1 "�.J ,,\!(/ b the responsibility Otto emanon.64485nal permanent bracing of 7 e.d.and at 15 on.00600 ey unlet braced throughout Soh length by V DATE: 3/6/2016 Me overall 09045'is the responsibility of the bonding designer- centimetrehnpactenum'"g°uohaepyng nod eleewheresC)awn•tlrywen(Re). �� A UL �� rsspo lWY 3.I2cln hsptla bridging orfatedbrx&g regdradwnera00.0016• SEQ.• K1784856 4.No road should be applied to any component ung Wer en Miming and 4.Instellatbn or hose Is me responsibility of the respective conbaenr. fasteners are complete and at no time should any bads greeter men 5.Design ewmeetruues aro to be used in a nenmrroOM environment Mottle De applied to any component. and are lordly cendnen'of use. TRANS ID: LINK 6.Design assumes Mtbeefing atall supports shown.5Nmorwedge n EXPIRES: 12/31/2016 S.Camno has conbd over and assumes no reapeubAtin ny for tine EXPIRES: fabrication.handling,.Nyman end installation ef components. 7.Design assumes adequate*Rowe bprovided. 6.mkdealgnlefumkhadaub)sdtethe Ihnndbuset bMby A.Plates NO bebwtedonboS faces*nNq.and placed soteircenter March 7,2U16 TPSWICA in 8081,copla of.14 will bo Punished upon rawest. lines coincide will,Wirt center lines. Digits �fped in Inches. , MiTek USA,InoJCOmpuTrus Software 7.6.7-SP2 1L)-E oos basic connector platedesign values see ESR-1311,ESR-7866(MIMIC This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 OF#16BTA TRUSS SPAN 18•- 4.0" BC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 42-6GDF307) .00 143 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1-2=(-1702) 102 1-6=(-67) 1407 2-6=(-307) 193 2-3-(-1399) 19 6-7=( 0) 1028 6-3=( 0) 562 LOADING 3-9-(-1638) 0 7-5=(-88) 1814 3-7=( 0) 762 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 9-5=(-2086) 120 BC LATERAL SUPPORT <= 12"OC. UON. 7-9=(-396) 169 DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING M-1.5x9 or equal at non-structural MAR VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -15/ 770V -87/ 8H 5.50^ 1.23 OF ( 625) Cs-1, Ce=1, Ct=1.1, I=1 18'- 4.0" -19/ 770V 0/ OH 5.50" 1.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TLL/180 MAX LL DEFL= -0.088" @ 9'- 11.0" Allowed = 0.871" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.193" @ 9'- 11.0" Allowed = 1.161" MAX HORIZ. LL DEFL= 0.081" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.129" @ 17'- 10.5^ Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .f. -' --- __ __ 9-09-07 load duration factor 1.6, 4-06 - Truss designed for wind loads 3-10-12 4-09-06 5-01-14 in the plane of the truss only. -- _. - 12 8.00 MHS-5x6 12 3 V 7.00 P 41111 M-1.5x9 ! j M-1.5x4 �_ �i, a!k illiP-MHS-65x12 7 111441111111' MHS-5x6 M-3x4 1• M-2.5x6 No a' j� N o 1 o ' _ of 0 - 4.00 12 4.00 12 l y y 4 1 PROF��ES 18 OS 1-06 8-05 � GINEF ,� NR 0 2. 18-04 - EGI Q 89782PE 1"_.JOB NAME: DR MORTON PLAN 2685-A-A2 `_. _ Scale: 0.3168 WARNINGS: __ GENERAL NOTES, unless°Mawiba noted: _-- - Truss• A2 1.Buildw end erection mnbedor IbsaN be advised of all Osnersi,bbs /w MI and Warnings beton oorebudbn mmmenme. I.This design booed ony Nfltys PromeMSHawn and bloran llgNlyel VeJ �_J 2.bit compression wwe WNW;component Applicability or design Pernneien and P.P. , 7 OREGON p Q" Oregon moat be Rdafsd wham shown.. incorporation desmpprem bthe re psndddy lane building designer. 3.Additional tsrnporary brawling to haute etsNRy eamgmrehWlen 2.Da.lpia.am.a the top and bottom chords to be bt.n„breadn 1,5g &4RY 1 �j� DATE: 3/6/2016 is the nsponpbtly°18"°reel°r.Additional permanent bmomS a/ TAO.m°et IS o.c raap°dhsy.dee erased throw:hout their length by � �,V me,.weal structure*the continuous sheathingsuch drywal(Bc). Q 4.No be eppliedt°any component until aftersp 4.I,2glad of trussridging or Mani onabcbg yyfthe*here t,ssse•. DATE: /6/201 57 responsibility Otos bd dkp desgmr, plywood lded mg(TC)sn, �� Tom` fasteners aro mm �dip and 4.Iretspmbn assumes trusses ts tla raepme see of the regadNa contractor. TRANS ID: LINK complete meshouuensloadeyrontormm S.DnpnaewnesleW. in anonronosiseenammmant, desipr msec be applied to any component. and are b•dry mnrmleM g use. 6.CompuTnn Fos re mantel over and assumes re neporeMly M me e.Design aasunes hal bearing nap supports shown.Shin ors/edge If fabrication.handling.shipment and installation of components. EXPIRES: 12/31/2016 S.This design Is Ilse .e aApctio as limitationsal bran by T.°aN°f°°"'"e`e led on d°"nge a provided, March 7,2016 TPiWVCA In 8031,winner**eh WV be furnished 8.Metes chap be h sli°e both men/hues,end pieced m their centerupon n9ueat. Imes coincide with Joint center lines. j week USA,McJColitpuTnre Software 7.H.7SP2(il}E 9.Digits Mince*else of gate m inches 1D.FQ beak mrareelor pots design values see ESR-I311,ESR-19N8(MITsIq This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg-1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-65) 585 6-3=( 0) 359 BC: 2x4 DF#16BTR SPACED 24.0^ O.C. 2-3=(-788) 0 6-7=(-66) 582 3-7=(-701) 80 WEBS: 2x4 DF STAND 3-4=(-141) 36 7-4=(-195) 63 LOADING 4-5-( -11) 0 TC LATERAL SUPPORT 1= 12"OC. GON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0^ 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" 0/ 768V -75/ 213H 5.50^ 1.23 DI ( 625) Cs=1, Ce=1, Ct=1.1, I=1 15'- 4.0" -72/ 642V 0/ OH 2.00^ 1.03 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TL CREEP DEFL= -0.071" @ 7'- 10.2" Allowed= 0.981" MAX TC PANEL LL DEFL = 0.059" @ 3'- 3.7" Allowed = 0.556^ MAX HORIZ. LL DEFL = 0.006" @ 14'- 11.0" 7-11-15 7-00-13 0-03-04 MAX HORIZ. IL DEFL= 0.011" @ 14'- 11.0" f- --l' '1'1 12 7-00 p M-1.5x4 6 Wind: 120 mph, hts), t, .2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), I load duration factor-1.6, Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. M-2.5x4 3 r J j0 I ,O Io I ; + I I � N 4. o •M-2.5x4 M-1.5x4 M-2.5x4 stip P R OFF s k 7-10-03 l 7-05-13 .__.-_� ��Co' tkGINE - • /02 r y - 1-00 15-04 cr 89782PE 9'(' JOB NAME: DR HORTON PLAN 2685-A - 01 Scale: 0.2907 -1 /' --r WARNINGS:_.._ ---- --- WARNDe: GENERAL NOTES,--- s unleoberwteerated V/ ` �Gy I.BWMaend erection ss,Beekrshould be advised of all General Notes 1.Thisdealgn k based only upon the parameters shown and a for an Indkidsel -14/4/OR EGON Q Truss: B1 and Warn gs before wnebuclkn cammenoea building component.AppflaWnty of design parameters end proper 2'j� 2.204 mmprMebn web bracing must be intend where Nwwn+. tosenp ralano component lath.responsibility of Me bulMng designer. 9 4A'y 16 . V 3.Additional tempoory bracing to kern stability during cmetnmtlon 2.Design assumes the fop end hedom obschofor b be wssBlateras braced en _` NM*re.pomblNy of dr erecta.AddlbnN rent bracing st Yo,c.and at i0 o.e,each eeay anises breadtMaughehd thea/angth). V tensa continuous sheathing such es plywood sheamkgRD)and/or drywU(BC). /r 21 1.1` �\ DATE: 3/6/2016 the noel structure tithe responsibility oftna baling deWna. 3.2s Impact biting or lateral bracing requlrad when shown•• �'1 tJ 1.. 4.Naload should be applied to any component until after all bnchg and 4.Installation of Imes k be responsibility ort the nitons cmbactor. SEQ.: K1784858 5.Desgnassumeetmawaannbe used Inenan-oorroxreewlmnmad, fastananm complete and at Me should greater then and are for`dry condition-ohms. TRANS ID: LINK design loads beappladteanyoompunenl. e.Design.ammresf lbearingatanerpportsshewn.shemorwedgeII 5. mpuTrmhesnoconesm� over neponsiblMterBe w rya EXPIRES: 12131/2016 fabrication.Minding,shipment and lmteletkn of components. 7.Design assumes adequate drainage is provided. March 7,2016 8.This design is Unehed subject to the limitation Oct forth by 8.Pktea.hal be located on both/aces Mews,and pieced so Meir center TPIANICA In SCSI,copies of which MI be tarnished upon request. Ines coincide with foist center Ones. a.Digits Indicate stee at plate in Inches. MRek USA,InciCorrpuTrus Software 7.6.7-SP2(1L)-E tD.For bask connector plate design values see ESR-t31t,ESR-tars(M1Tek) • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 6=(-56) 606 3- 6=(-499) 174 10-11=( 0) 99 BC: 2x9 DF(31&BTR SPACED 24.0" O.C. 2- 3=(-813) 0 6- 9=) -2) 112 6- 7=( -86) 806 11-13=) -44) 1 WEBS: 2x9 DF STAND 3- 4=(-803) 16 9-10=) 0) 158 7- 8=( -78) 0 4-13=(-562) 93 LOADING 4- 5=) -15) 0 10-12-( 0) 60 9- 8=( 0) 35 12-13=(-634) 67 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 7- 4=( -62) 868 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 8-11=(-142) 0 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0^ 0/ 785V -75/ 213H 5.50" 1.26 OF ( 625) Unbalanced live loads have been 15'- 9.0^ -40/ 687V 0/ OH 2.00" 1.10 DF ( 625) considered for this design. ADDL: BC CONC LL+DL= 62.5 LBS @ 12'- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002^ @ -1'- 0.0^ Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0^ Allowed = 0.133^ MAX LL DEFL = -0.026^ @ 7'- 9.3^ Allowed = 0.735^ MAX TL CREEP DEFL = -0.081^ @ 10'- 11.4" Allowed = 0.981" MAX HORIZ. LL DEFL = 0.004" @ 15'- 0.8" MAX HORIZ. TL DEFL = 0.007" @ 15'- 0.8" 7-10-03 7-02-09 0-03-04 T T ( Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-4x6 5 load duration factor=l.6, -9 Only left end vertical is exposed to wind, 0 Truss designed for wind loads in the plane of the truss only. M-1.5x4 3 0 rnO O\ M-285x4 11 �A _ - - - 114-2.5x4 (V I1 M-2.5x4 M-4x6 M-2.5x6 M-2.5x6 0 M-2.5x4 M-2.5x6 M-2.5x4 j . e- ). k = i�2.50N <�CkEp P R pF�ss 7-11-15 0-11-022-00-05 '1-09-14 2-01-120-i.' -01-12 0`05 .. 9 NGINe - /0 1-00 15-04 `s :9782PE i JOB NAME: DR HORTON PLAN 2685-A - B1FAU Scale: 0.2560 ,ir" . 11111 WARNINGS: GENERAL NOTES, Unless°Menem noted forOREGON 1Builder and erection contractor ahold be advised otal General Note 1.Tea design is based ons upon the peremeten shown and Is for an individual 17 n, . Truss: El FAU end Warnings before connuctlen commences. building eompaner*.Applicability Ndsegn peramet.m and proper ' 4, ,a , ��' 2.era compression wale M•ekg moat be installed Mery shown♦. brcomorabn of component b the(sepnnalblly of me bullring designer. R Y ` .t 3.Addition!temporary baemp to mann stability during ooeatmdbn 2.Design assume the by end Ootiom chords to be laterally braced al 'l �. h Iho raapawlbily o/tlx erecter.Addabnl psrmannt aracbg of Y es.eho Nin o.a napealnely uMesebaud thranrglrord Meg lege M k' V DATE: 3/6/2016 ihoowaralWuquralemereeponeBNtyorme `°mm"ntb.IdN,gmgeua'•'pp'"°°d°n�mmg(rc)a„a�°rd'y"el(Bcl. P7/� �\ building designer. 3.2r impact bridging or lateral braWg required where shown•• PAUL� SEQ.: K 17 8 4 8 5 9 4.No bee should be applied b any component uneasier all bredng and 4.Dnraos lallon ole •isms r,sponsbay or the leaped**contractor. tandems complete and at n row to.time should any bade greater than S.Design assumes busses are to M used In a non-corrosive environment, TRANS ID: LINK design loads be applied lo d any comsoneend are ler ayssndNon or nes. 6 5.CompuTNe hes n control over and assumes no msponlbly%orme .Design assumes full bearing Nan supports shown.SNm or wedge l EXPIRES: 12/31/2016 fabrication,handling,shipment end intelallon of components. Design y 6.the design I furnished wen*to the limitations set fedST.Design assumee adequateonbell Nam b provided. March 7,2016 byne.lencahslseEnjoinonborefause,andpteoensetlreacsaer TPINVTCA In SCSI,Sept..of which w11 be bmlehsd upon ratpraat. Iron rohrctes w99 joint centerlines. a Digits ssae� a m MiTek USA.)nc✓CsmpuTrus Software 7.6.7-SP21L).E fPs basic os.deSete deign sl sa see ESR•t 311,ESR-7968(Welt) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 4.0^ Wind: 120 mph, hts),6En, osed, .at.2, Exp. ASCE RS(D, BC: 2x4 DF#l&BTR LOAD DURATION INCREASE. = 1.15 (All duration, Enclosed, Cat.2, Exp.B, MWFRS(Di r), BC: 2x9 DF #16BTR SPACED 24.0" O.C. load duration factor=1.6, TC Truss designed for wind loads LATERAL SUPPORT <= 12"01. VON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF _ TOTAL LOAD= 42.0 PSF able end truss on continuous bearing wall UON. 1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) efer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 omplete specifications. 3. 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. I i 12 7.00 1;7' r o r ci I II � ii I I � � I i —I _09 1 o 1 i JZ/LLLLiiLLLL,LzLZ.. LLii/711 //i/i / //�� /��co I 0 4 M-2.5x9 EO PR°F y 1-00 1s-09 y �\co�C GfNE& �i0 W. 89782PE r JOB NAME: DR NORTON PLAN 2685-A- B2 Scale: 0.4014 ‘' 40". \<*:::::r.....V. . •Mg. WARNINGS: GENERAL NOTES, unless otherwise rated: 'w 1.Wilder end eredbn contractor should be advised of al General Notes 1.This design is bend only upon to mummers ars shown and is for an individual 1' OREGON Q" Truss: B2 and Waminps before conebucUon co'nmenene. butdrlg component.Applicability of design parameters and grape' 2.244 comprembn web bang must be Instead where shown♦. incorporation of component is the rosponeldey of the building design'. ,�} 3.Adalonel temporary bracing to beam steblydlmganwnaon 2.Design names Me top and bottom chords to be laterally braced et J ��\i �, C� a the responsibility of Bre erector.Additional permanent bracing of s 0.4 and at sheathing DA respectively a plywood a bread throughout thele isnplh by I .,��C�' DATE: 3/6/2016 the GIRO sbudueisths moa WAy ofthe W Sgdeep er continuousi1Melting suches pywoodaheading(eC)ancVor dry.11(BC). 0 4.No load should Ma 3.2A Impact Melting or lateral bracing'smiled where shows. pA U` `` SEQ.: K1784860fasteners are complnd./�no any after all 5.Design n of Is the ahaloaady'In•nananw.ebn.svien environment, TRANS ID: LINK design bade be applied to any component. and aro for'Wry conditionof use. 6.Design assumes h A bYm g at al supports Shim E ..age EXPIRES: 12/31/2016 5.CompuTrus has a control over and assumes no responsibility for the neaen, fabneaeon,rending,shipment and installation of components. 7.Design assumes adequate delnege Is provided. a.Thisdeelgn Is furnished euged to Me limitations set forth by a.plates shell be located .a ted on bath faces to ,ena pieced sothabanter March 7,2016 TPINKCA in SCSI,copies of Midi won be furnished upon request. Anes coincide with MN ardor Anes. Mick S.DIOAN Indlate eke of pieta in bchss. USA, Software 7.6.7SP2(1L)E 10.For baste connecter plate design valoes see ESR-1311,ESR-1996(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-397) 0 5-6=(-172) 82 5-1=(-410) 0 7-3=(-148) 54 BC: 204 DF#l&BTR SPACED 24.0" O.C. 2-3=(-113) 31 6-7=( -65) 268 1-6=) 0) 269 WEBS: 2x9 DF STAND 3-4=( -12) 0 6-2-( 0) 203 LOADING 2-7-(-388) 95 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0•- 0.0" 0/ 953V -93/ 189)1 2.00" 0.72 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 11'- 0.7" -93/ 977V 0/ OH 2.00^ 0.76 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/160 MAX TC PANEL LL DEFL - 0.009" @ 2•- 5.6" Allowed = 0.390" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL= 0.017" @ 2'- 5.5" Allowed = 0.586" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= -0.002" @ 10'- 7.7" MAX HORIZ. TL DEFL= 0.002" @ 10'- 7.7" 5-07-06 5-02-02 0-03-04 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, --�-- T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 8.00 p M-1.5X4 4 Only left end vertical is exposed to wind, 3 - Truss designed for wind loads in the plane of the truss only. t M-2.5x4 Ir ir- o i im 'o ca M-2.5x9 0 ,a g f_ 5 RI- - 6 1M-1.5x9 M-2.5x4 M-2.5x4 , 1 i _ E`p PRpF 1 5-03-14 ---� 5-08-14 (! GINE-, -,.. 11-00-12 .�/ V` L'). {899782PE r • JOB NAME: DR HORTON PLAN 2685-A - B3 Scale: 0.2933 ✓/` F____ -�____ WARNINGS: GENERAL NOTES, unless omewlee noted. v 4) *Wider and erection contractor should e be ad, of al Genet*Notes 1. odes/,,N based only upon the pannb for shown and r m Individua "7+idua "7+OREGON *, Truss: B3 and1. Wami g.before construction cammarae. bidding component AppllssbMy or design permeates and proper O �., 2.2r4 compression web bnsdng must be Melded whets shown.. Incorporation of component Is the nespcmlmNy of the building designer. 2 Q 3.Additional temporary bredlg b re stability Ming constmdion 2.Osegn..ersn.am.%P and bottom dards m a Wanly traded n '4 A J7 y 15 !�, h M neponsbMy of erector.Additional permanent Meting o/ Z Ac.and N 1V a..reme divety unless braced thoughout their length by V DATE: 3/6/2016 the overall Ouc.e h the of build designer. cordnu01tehges/rideal such bracing aired Mar shown dyeall(Bc). lr /O/�UL �' raeponaMltyo Ing 3.Zs didpinp«IeMelbwdng regulied wheroaia3M.. SEQ.: K1784861 4.No bad should be.ppled to any component until after all bracing and 4.Installation or truss roma responsblity or the respective contractor. Gelman are temple%and at negro.should any bads greeter men 5.Dedgn assumes busses are to be used In a nontaneW*environment, TRANS ID: LINK dedprMad.beapplee%enymmponem e. amror•aycondnoa•oruse. 5.Com andi.s na cads aver and aeermes ne reeponsronly forts ^+ "ss^N baa'i"g sag wpperro dawn.Shim ase wedge If EXPIRES: 12/31/2016 fabrication,9.d009,shipment and Inshssaan of components, Designmammy. drainage S.This design b%nNhed subplot h M llntl1Wne set forth by 6.Md.NMI pe pdt�«nD sit March 7,2016 pleoatlse Mf weer TPIANfU In 8081,aapM a/whleh Mil be furnished upon mount. 040.Indicate wall loft aeMancInes. es. MiTek USA,InciCompuTnns Software 7.6.7 1L 9.nigh hetkan she plMe a ign vol SP2( � 10.F.boob connector gbh design values see ESR-1311,ESR-1958 Welt) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.7" TC: 2x4 DF#1&BTR Wind: 120 mph, hts), Enclosed,t, .2,BCDL=6.0, ASCE 7-10, LOAD DURATION INCREASE 1.15 (All Heights), Cat.2, Exp.B, 2x4 DF #1SBTR SPACED 24.0^ O.C. MWFRS(Dir), load duration factor=1.6, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"0C. 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 2 -+� TOTAL LOAD= 42.0 PSF able end truss on continuous bearing wall DON. -1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 POE Roof Snow(Ps) efer to CompuTrus gable end detail for I CS=1, Ce=1, Ct=1.1, I=1 omplete specifications. J LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '-- --' '-- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 8.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR . DESIGN ASSUMES SHEATHING TO ONE FACE. N I M 0 I cn II i , A- oi rni j f I j - -- L 3L/.../: 11//////i///.////i/////I77TTT/7771/1//////1I//////11LL/////iJT1///// A 4 1100li _ ��.1GIN4FR /0 .-c- :9782PE r JOB NAME: DR NORTON PLAN 2685-A - 89 Scale: 0.4829 4,,, WARNINGS: .�". �_-.... GENERAL NOTES. urdees omMd: erwnote / y Truss: B4 t.BWMxand enxtloneentredorshould beaMNedofanGeneral Notes 1.madesgnIsbased«ay,oanthe parametemenrmand ikranindl w 7 OREGON �'� and Wamhps before coMWUfon cammentes. building component Applicability aide/dun parameters end)roper 2.:fratempreesbnws66r.dngmus<almtalleewnar..nown.. Incomoremnfcomlerent*therespawbixyoftebrmmngdesigner. n 3.Additional temporary bracing to Mane atebNHy dining construction =. mimes the top•�bottom thorns to be latently braced at "9"T Coq RY 15 2 QQ' is the responsibility of the erecta.Additional permanent bracing of o ea.and at 1G o.e.rneon,as unless bread throughout Mali length by _I 1 DATE: 3/6/2016 the weregatNctaeteMecontinuousshMhldgsuchasplywoodsh,ed,,4 sheathing(TC)and/ordryeren(BC). pall U` Q V to any responsibility of the building Magner. 3.2e Impact bridging or lateral bracing required where shown.+ `, SEQ.: K1784862 4.No toed should be applied to any component until load all bracing and 4.Installation deur k me responsibilitybeee of the respective connector. fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used M a noncormslr environment, TRANS ID: LINK design loads be applied to any component. and are fodry condition-Muse. 5.CompuTrus nes no control over and assumes no nporrsfoAgy for the 8.Deag'n*mon.*fugDump u..aupporfsanewm.Shim or wedge if al laMM lcaton,handling,shipment and Installation ofcompener , neuaeary" EXPIRES: 12/31/2016 a.Thin design bhem.hedarq.atome limitations set fort 8.Design arane,c d omM.ge„prs.se and 7,20 �i by B.Plates Mel ulocat on ed on beds teusoflrsss,aM plaudso Mee comer TPRWTCA M SCSI,copies of which will be furnished upon request lines coincide arab pee tenter lines. MRek USA,Inc,ICompuTrus Software 7.6.7SP2 iL-E a.Digits Indicate sire of Plate M Inches. to.For bask connector plate design values sin E512-1317.ESR-lava(Mitek) ., This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 11-00-12 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF#l&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 56 2- 8=(-392) 9974 8- 3=) -62) 1574 BC: 2x6 DF SS 2- 3=(-5932) 486 8- 9=(-390) 9948 3- 9"(-1930) 219 WEBS: 2x9 OF STAND LOADING 3- 9-(-9028) 386 9-10-(-390) 4998 9- 9-) -292) 3930 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-9028) 386 10- 6=(-342) 9974 9- 5=(-1930) 219 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 5- 6=(-5932) 986 5-10=( -62) 1579 BC LATERAL SUPPORT <- 12"OC. DON. 6- 7-( 0) 56 TC UNIF LL( 25.0)+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 28'- 0.0^ V OVERHANGS: 12.0" 12.0" BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 28'- 0.0"V BC UNIF IL( 113.3)+DL( 77.0)- 190.3 PLF 0'- 0.0" TO 28•- 0.0"V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA ADDL: TC UNIF LL+DL= 32.0 PLF 10'- 0.0" TO 18•- 0.0" L LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0•- 0.0" -350/ 9082V -137/ 137H 5.50" 6.53 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0" -350/ 9082V 0/ OH 5.50" 6.53 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ! Attach 2 ply with 3"x.131 DIA GUN nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL= -0.001^ @ -1'- 0.0" Allowed = 0.133" 9" Oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= -0.090" @ 14'- 0.0" Allowed = 1.359" MAX TL CREEP DEFL - -0.226" @ 14'- 0.0" Allowed = 1.806" MAX LL DEFL = -0.001" @ 29'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 29'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.029" @ 27'- 6.5" MAX HORIZ. TL DEFL- 0.051" @ 27'- 6.5" 14-00 14-00 l' Wind: 120 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-06-07 6-05-09 6-05-09 7-06-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A- - -- --- --- 1' - "-- '- 4! "'- ---- -"" load duration factor=l.6, 12 12 Truss designed for wind loads 7.00 M-4x6 in the plane of the truss only. 7.00 q 4.0" M-2.5x4 or equal at non-structural diagonal inlets. i 3.L i M-2.5x6 M-2.5x6 3I 5 I :A00/ N ` ' IN o 8 9 10 O IIM-3x8 M-1.5x4 M-5x8 M-1.5x4 M-3x8 0l MHS-5x6(S) k. -- k - k - - 1 y EO PROF 7-04-11 6-07-05 6-07-05 7-04-11 ��`` �ss y - - y _ k �5 �NGlNEF9 , 15-11 12-01 ,� /t, -oo 29.00 _ -._._ i-0o Q :9782PE c- JOB NAME: DR HORTON PLAN 2685-A - Cl Scale: 0.1966 ✓ WARNINGS: GENERAL NOISE. urban emerwlae noted. V I.Budeeranderection contractor should be advised ofall C.en.101Notes 1.This swamis basedonlyuponit,parometenahamsdMbrani 41440.1 AA y •-EGON '". Truss: Cl and Warnings before construction to m mean building component.ApplbabRty eldeeign parameters and proper (P 'I/ (15' ,9_ 2.2r4 compression web bracing mutt be meltlNd ware shown.. incorporation of component le the responsibility ohne building designer. ,4, l,/A G . 3.Additional teeper.ry bracing to metre stability during construction 2.Design assumes Ms ice and bottom atoll.b b.I.teredy braced at 7 ��77 RY 1 J F,. Is the rseponemey of the ends,.MStbtnl permanent bnehg St Y oz.and M 1D o.o.respectively aline braced throughout tae length by t J DATE: 3/6/2016 the ovantstocmraisna of 2tIcontmwrnsaingorMathing chnplywgoduitedwereshvel•• (ec). pq".1 P` responsibility o!otepe building 3.Installation of hum I,th.r pee,tSbracing rogUrod wansawn.. SEQ.' K1784863 4.No load should be applied to any mnpanml urll after ad batting and 4.Insallation ofhum Idle reporresbasy or the ree.eMlee contactor, fasteners aro complete anti at no One shout,any bads greater then 5.Design neumntmrsees enrobe used In nen-0orroMve amimmesnl, TRANS ID: LINK designloses beapplied toarycomponer, ana.nar dry conditionof use. 9.Design aasanesNabserinpMadwmpodtaN supports shown. EXPIRES: 12/31/2016 a-CampuTruaM mcontrol over ase manes m roeponslDBlty for the ammo rwriction,handig.shpmentend ndslotionMcomponents. 7.Designmums adequate drainage N provided. March 7,2016 a.This dmIgn is famished sut et to Ito anaaam set bat by a.Paas than be bested on b cess Wham,end awed gen center TPI W TCA in SCSI,copies Mahal MP be furnished upon request. to..coincide wN yoir1 ceder ares. )Tek USA IncfContpuTrua Software 7.6.75 1L 9.Dgb mo asetesloecate of plate m lat. �( 1.Fentbaskcssterplatetlnginc values see ESR-1311,ES8•1968(area) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17.Eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC: 2x9 OF#it:HTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#100TR SPACED 29.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.6, TC LATERAL SUPPORT <= 12"OC. DON. Truss designed for wind loads LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF _ TOTAL LOAD= 92.0 PSF able end truss on continuous bearing wall UON. -1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) efer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 omplete 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. 5-00 5-00 12 12 7.00 I!M-4x4 C 7.00 3 II I it of I I o 0 0 M-2.5x4 M-2.5x4 Y y y y 1-00 10-00 1-00 �cQ'0 PRO 1FssO C,�g �NC"INE ,s, / 2 ¢- :9782PE 1- JOB NAME: DR NORTON PLAN 2685-A - D1 Scale: 0.5697 „, s ot �/ WARNINGS: GENERAL NOTES, unties otlxnvlse reeled: `w Truss: Dl 1.Butiderand erection contractorshoONbeadvaedof.AGeneral Notes 1.This design ibased only upon the parameknshown anisf an individu1 al y OREGON s. AWN and NArnIngs before eenahuctbn commences. building component Applicability of design parameters and paper Q 1 2a9 compression web bradng mull be inetelbd where shown.. Design assumes of component Is the responsibility chords or the bsAing designer. �'1 T 4 ��` 3.Additional temporary bracing to Insure.tablety durhg construction Design ed.t ter top and bosom e..b n be leteraAy braced at '�n F�. is the raepeeaneey of the erode,.Additional penn.o bracing of 2'o.e.and at 10 a.e.rng sod,es Ny unless braced throughout Bob.e)B by j 11-'' � \ DATE: 3/6/2016 Ithe overalsbuduslsmsrespons6ANyofthe boadrgdesign.. 3 ml�mpaclbl�ditogarNaxbracing acingpeuiredworeoown••waA(Hc). ,` PAUL apaged osib ty of the whew shown.. SEQ. K1784864 4.NobadehoeMbehmonteany cot.should DMilep star gil reater than 4.000tyn assumes of Wee Is Mes,eto be used of raapadlue eemi,en fasteners are compete and at no time should any bade greater man 5.Design ass mes Wsses are to be used In a mnbonoshe environment, TRANS ID: LINK design loads beappMdto any component. .mead o myoendtion ofa.a. 5.CompuTwMerowrpdowrand aaeume.noro.ponaldlAyrorms e.DesignaeamesNAbnMlgatallapporlsehown,SMmerwedg.f EXPIRES: 12/31/2016 fabrication,handling,.Moment end installation of components. e.Thi design Afurnished elefectbl the limitations icer ens sby 7.Design assumes adequate drainage is provided. N.Plates shall b.located onboth B,... eroaa,and paa.ad.ameam„ center March 7,2016 TPINVICA in BCSI,coplee&which colli be?writhed upon request. Imes cobdde with faint anter Noss. !Area USA,Irw.ICo Trus Software 7.6.7-5 ML a.Digits bobate ape of pate an Inches. mpD � )'E 10.Fm bask connecter pale design values see 8554311,ESR-1968(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 306 5-3=(0) 223 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-446) 0 5-4=(0) 306 WEBS: 2x9 DF STAND 3-9=(-949) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -35/ 548V -44/ 49H 5.50" 0.88 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 10'- 0.0" -4/ 419V 0/ OH 5.50" 0.67 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.029" @ 5'- 0.0" Allowed = 0.606" MAX TC PANEL LL DEFL= 0.027" @ 2'- 4.6" Allowed = 0.336" MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5" MAX HORIZ. TL DEFL= 0.004" @ 9'- 6.5" 5-00 5-00 Wind: 120 mph, h=17.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 7.00 load duration factor=1.6, IIM-4x4 Truss designed for wind loads in the plane of the truss only. 34.0" 2.0' 5� N L77 O O M-2.5x9 M-1.5x9 M-2.5x4 I 1 I - y J. 5-00 5-00 k 1-00 y - l0 00 - - ). ��EQ PROF�s :9782PE 9<' JOB NAME: DR HORTON PLAN 2685-A - D2 Scale: 0.5110 WARNINGS: GENERAL NOTES, unless otherwise noted: r7 co 1.BuOder end erection contractor should be eddeed old General Notes 1.Thle design is blued only upon the parameters shown end h for en IndNMued ..„.4, ., OREGON �'y.., T I:us s: D2 endWerrose before coMbuCtlon arnmenas. bolding component Applicability design psranMers end sopor 4.2r4compreeebn web tracing must bepWslidwhem shown.. Iroarpeatbor of condoned is the responsibility of the buldro daelpar. wf1 VA G �Q 3.Additional tempeary Rados to Insure stability during obinnolton 2.Design assumes Me by and Rearm chords to be latently bated H 7 �7 RY •,, _ 1.t.mparsta0y ens ender.Additional demand bracing of 2'Go and al eo t.c respectively unless bend throughout Meir length by y DATE: 3/6/2016 the warn structure Is the raaponebNly oft*building designer. continuous or rodsbern pywood required rewhere)antra drywwl(BC>. AUL R� 3. r deem of tingruss or5,rebegsry orthe,.epn shown.. SEQ.: K1784865 4.No ion ahold a appliedtoany ISIS.5ed urea alter greater then 4.Design ion of truss h Me Gepone nee efihe respecnse aaeda. %stoners em complete end at no One should sny Ions greater then 5.Design assumes trusses ea to be used a e non-corrosive environment, TRANS ID: LINK design ladsbe.ppeedto any component aMeafo dry comlan urge. S.GanpuTruohesnocontrolova•ets,.anesn°GapensI yforM. N.Dem "Io"" assumes full supports norm EXPIRES: 12/31/2016 febricatbn,handling,shipment end mNelelton of components. ry 6.7Madeslpn is bmMwd a0pct to Me limitations set burr7.Pastgnuwmesaded on drainage b provided. March 7,2016 by S.Fleas rind be oaten on both has of buss,end placed ass their canter 7PINyfCA In SCSI,copies ofwbsh WI be furnished upon request. 0151 India with Joint center lnee. 9.Digpot b io conererplet. InRohn.values MTek USA,Inc.lOompuTfus Software 7.6.7-SP2(1 L}E 10.For beak connector pica design vakras see E06•1311,ESR•1988(MUss) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0^ IC: 2x4 DF#1ABTR IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 BC: 2x4 DF#1ABTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 304 6-3=(0) 223 WEBS: 2x4 OF STAND SPACED 29.0" O.C. 2-3=(- 3) 0 6-4=(0) 304 LOADING 3-4=(-44443) 0 TC LATERAL SUPPORT G= 12^OC. UON. 9-5=( 0) 57 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 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" -31/ 534V -51/ 51H 5.50" 0.85 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 10'- 0.0" -31/ 534V 0/ OH 5.50" 0.85 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 SOPSF 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL= -0.029" @ 5'- 0.0" Allowed = 0.606" MAX LL DEFL = -0.002" @ 11'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.027" @ 2'- 4.6" Allowed = 0.336" MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5^ 5-00 5-00 12 Wind: 120 mph, h=17.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.00 I IM-4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 7.00 load duration factor=1.6, 3 4.0" Truss designed for wind loads in the plane of the truss only. illIllisi441%44,siii4 2.0 N C II) I N I 1 -2.5x4 M-1.5x4 M-2.5x4 0 M 1 > l 5-00 5-00 y 1 0o k 10-00 - i, 1-00 )' Q.EO PROF �5�.,cyGINE `PCO �, 2 �` `/89782PE 9�' JOB NAME: DR HOATON PLAN 2685-A - D3 Scale: 0.4822 -• i - - - r WARNINGS: GENERAL NOTES, unless otherwise noted: -.--.-� `, Truss: D3 1.BWlder arid erection WHredor should be advised of an General Nokia 1.Thisdes9n H bawd only upon me parameters shown end is for an Individual and Warnings before eeminrpbn commences. building component.Applicability N design parameters and f '•9 OREGON (�,. 2.Dt4 compression web tuning mud be installed where shown.. Incorporation orcompeanl la the mponelMSy of me building proper i O 3.Additional temporary bracing to bane stability during construction 2.Design assumes the top ani bottom chords b be Warmly bneetl designer. �a �! �! 2'e,0.and N t D ors respectively throughout)anWor d,y length by ! J ��' �� /� hi the responsibility of the erecter.Additional permanent Med ofwfitipug eDla PYtr dssNMroa 9sC L- R DATE: 3/6/2016 the overall structure is the re.pona bitty of the building designer. s 2%impact tots etsab ater as N required where shown• drYwa ) I c l PA ,•• i padbddgmgorland,rMed rc P U SEQ.• K1784866 4.Na Had should be applied to any countil and component til ager all bong a4.Installation n trussthe b be used responsibility of the respective contractor.fasteners are complete and N no time should any louts greater thin 5.Den assumes trusses are In a noncarmwe environment TRANS ID: LINK design lads be applied to any component. and eefor'dry amtitldn'of we. 8.C,mmpuTnlahaaarANover and.wimesamlgrwbNgybrBr ® aNSnmuMafullbarkgN.leupporleanyWs SHeorwedgaa EXPIRES: 12/31!2016 fabrication,handling.aent and krcfahtbn of components. aeewry. 6.This Peegn la furnished subject to the gmletkas set forth T.Designmen beHoses edunterhtNe.bpmvsen p d. March 7,2016 by 9,pitta Bala bceted an botl Ins.. Wss,aa ecce so their center TPIAWFCA In BOeI,copies of which wit be furnished upon request. Imes comdde with joint auger Ines, MRek USA,IneJCo uTrue Software 7.6.7SP2 1 LE- B.Digits Indicate sin dilate m inches. ( ) -10.For basic connecter plate design values see ESR-1311,ESR-1988(MRab( This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 304 6-3=(0) 223 BC: 2x4 OF#1&BTR SPACED 24.0" O.C. 2-3=(-443) 0 6-4=(0) 304 WEBS: 2x4 DF STAND 3-4=(-443) 0 LOADING 4-5=( 0) 57 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -31/ 534V -51/ 51H 5.50" 0.85 DF ( 625) Cs=1, Ce=1, Ct-1.1, I=1 10'- 0.0" -31/ 534V 0/ OH 5.50" 0.85 DF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL= -0.029" @ 5'- 0.0" Allowed = 0.606" MAX LL DEFL = -0.002" @ 11'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 11'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.027" @ 2'- 4.6" Allowed = 0.336" MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" 5-00 5-00 '( Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.0D I:M-4x4 Q 7.00 load duration factor=l.6, 9 0" Truss designed for wind loads 3 in the plane of the truss only. 2 i i I I 1 o cp 1M-2.5x4 M-1.5x4 M-2.5x4 I 5-00 5-00 - - P k 1-00 b 10-00 1-00 `��G� G` �cS'�/D 144 -7 :9782PE r" DR HORTON PLAN 2685-A- D4. Scale: 0.4822 I JOB NAME: - y /74) Aillf WARNINGS: GENERALNO1E3, whmsoAemise estet v 1.Sunder and erection contester should be advised alai Gann Notes 1.Thbdesign i Meed only upon Me p.remeten shown and tater an lndbNuel 9 •-EGON e� Truss: D4 and KlrMnga before sarobsatbn commences. Melding component.Applicability of design panniers and proper �► ', (�O P. 2.2r4 smpresebn web nun;must be Metalled inhere*1wn.. Incorporation of component le the responsibility erne building d@alpler. 17,15),.... CJ,Q V P J.Additional temporary bracing to inure debility drMg conebugbn 2.Design and 0110 mstopane bottom chords to be hinny braced at • "rRY A5 <</ b the tMponaNRy of me Breda,.AddtlonN permeneM bracing of Y ex.ane*10 op.respectively unless brand throughout MeV ballon by !/{ h DATE: 3/6/2016 the overall structure Iona wNlnsblly of the building daelaer. compacta dMadMr such M pywgal'nuked where ew nowt. drywayBC). rA R` S.Ir meas btWpelp or lanai baring te1uM when ec.sa, . l.. SEQ.• K1784867 4.No bad should be opined m any component untilcnn altar en bracing and 4.Intention of husk the responsibility of the respective penmen. fasteners an complete and at no time should any loads greeter then S.Design an n.busts are to be used In a non-corrosive environment, TRANS ID: LINK design[bads M applied to any oompenent and are for Shy condition'ofuse . S.Compuitua hes no control over and assumes no rocoomlMly ler m. 9. assumes NI Mating N all supped*shown.Shim or wedge n EXPIRES: 12/31/2016 bbdgnon,handling,shipment and KMbY3on of components. 7.Design names adequate Menage is provided. 6.Thidslpnb(mlbedsubkrcttotMgmeMboNeel forth by S.PlWsilalbetaatedonMmaaesoftrues end pieced aanab«Mer March 7,2016 7F1M8CA In BC31,copies of wNM all be Nmbhed upon 16191*. IMM coincide with kit center Gas. 9Mftek USA,InCJC Ttus Software 7.6.7-SP2 1 L-E n Dpi indicate eke of lane M Mies. g„Wu ( ) 1.For Digits connector plate 01blo values Me ESR-1377,ESR-1908(Mf7ek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF 01613TTRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x9 DF 4k168TR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=( 0) 57 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-55) 6 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0•- 0.0" -39/ 298V -10/ 38H 5.50" 0.98 DF ( 625) l'- 11.0" -26/ 30V 0/ OH 2.00" 0.05 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -23/ 44V 0/ OH 2.00^ 0.07 DF ( 625) 12 Cs=1, Ce=1, Ct=1.1, I=1 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS:.LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.002" @ 1'- 0.8^ Allowed = 0.103" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.8" Allowed = 0.154" MAX HORIZ. LL DEFL= -0.000" @ 1'- 11.0" MAX HORIZ. TL DEFL= -0.000" @ 1'- 11.0" 3 -f Wind: 120 mph, h=16.eft, 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 11 in the plane of the truss only. 1 �p (I 1O 1 - I N N O v O I O ' 0. 4 1 M-2.5x4 1 ywIw l - - y (PROVIDE FULLIBb.An1aING;Jts:2,3,4 1 2-00 ��QD PRO, . ��c' ,Nc"f N�Lcq `SAO `.<" :9782PE "9r. JOB NAME: DR HORTON PLAN 2685-A - J1 ' �� Scale: 0.9705 / WARNINGS: GENERAL NOTES,...unties otherwise noted: _ ._.... _ 11r," BEI Truss: J1 g""°and°°c"°^gaeKm sioukb°°� olanGensrelNae. t.ThbdeagnC aaesonly upon the peranate shown and kfo anlntivdual OREGON N. and'Mrnangs Were eoMruceon oommaxes. bosdhg component.Applicability of design parameters and proper A 2.2k4 compression web brining nnab M InCCCd where shown.. incorporation of component b the responsibility of Me pudding designer. S.Additional temporary baring to insure Rabidly dunlg nonsbudbn 2.Design assumes me lop sst bettors aaraabd t I sogl,s bagel at y'�� G'Q R Y i 5 2 P� DATE: 3/6/2016 la the responsibility of the erector.Addmonal pan,onent bracing ofcontinuous° �e. a plps'de�6reted throughout their dny kngm by /� {. nil wend structure h the responsibility ofth.building designer. „9 pysgr.gdd sheathing(TC)wha shown drywaA(Bc). `t /1�� n`V SEQ.: K1784868 4.No 8� bespend to�yoomvenen 581after an6ad 3.a lmpact6MgYgor4halbadnBngWbstB gs shown.s I`� C` bracing and 4.Installation ebbe N the responsibility of the respective contractor. 5.Design assumes trusses are to be used in a non-corrosive environment. fasteners ere compete and n M time shouts any(pads greater than TRANS ID: LINK designpawxappeedn any component. and arefor•dyconmvm,•ofu e 5.OompuTnie has control over and assumes no responsibility for S.Design aesumas full bee supports ahem.Shim or wedge k fabrication,hra^aing.shipm°mandindengpnofco<npssord EXPIRES: 12/31/2016 II Ibis design is funned sub)eot to its limitations an arm by 7.Design assumes adequate drainage h provided. TPIMTCAIn BOS.osfian stwhichvA baanNhae upon ngesn. S lines coincide with)olid center knssPlates shall be located on both �.9of tuns,and pieced so their oentar March 7,2016 Wee VSA,Ine.ICompuTrus Software 7.8.7-SP2(1L)-E 10.F rbabee Indicate size pines wane". plan design values wee ESR-1311,ESR-1958 Wed) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION h 1 1/4" 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 r��= Dimensions are in ft-in-sixteenths. 1111014„ 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. jn C1-2 C2-3 0 /16 2. Truss bracing must be designed by an engineer.For ilhIlpjnllik44i wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MI-WM_ bracing should be considered. 1....Ap U O 3. Never exceed the design loading shown and never O Al U I 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-''i ' 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 I software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content 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 E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 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 ,,,,* Indicated by symbol shown and/or SYP represents values as published by AWC in the 2005/2012 NDS p s eic l fleresd cis,equal to or better than that by text in the bracing section of the SP represents ALSC approved/new Use T or I bracingp ppf June values 13. pa chords must be sheathed or purlins provided at if indicated. with effective date of June 1,2013 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■�■ reaction section indicates joint ©2012 MTek®All Rights Reserved approval of an engineer. i ant. number where bearings occur. ~ 17.Install and load vertically unless indicated otherwise. __ Min size shown is for crushing only. � MIM greenUse of may pose unacceptable 18 environmental,health or performance risks.Consult with industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 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, lvi ile k' 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 I ST-GE120-SP MiTek USA,Inc. Page 1 of 2 Vi) ITypical x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud—.. L- —""1 L.--- 4 16d Common ^� , ---""-- 1 0_, Vertical Stud O- DIAGONAL ��11 - 6 f Wire Nails , , , saACE �� 2 MiTek USA,Inc. �� 16d Common SECTION B-B O'V Wire Nabs DIAGONAL BRACE _10,,. � Spaced 6"O.C. .— 4'-0"O.C.MAX - - (2)-10d Common las "'�-_2 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails Into 2x6 M 2x4 Not of better _` SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace " '1--.,":"-,-..,,, Nailed To 2x_Verticals �2 SECTION A-A 2x4 Stud w/(4)-10d Common Nails A '-.� —J Varies to Common Truss — -a{5,�, „ •* �-- SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING \� DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. / A **;� ATTACH DIAGONAL BRACE TO BLOCKING WITH / r 4' \` (5)-10d COMMON WIRE NAILS. " B 3x4= �. (4)-8d NAILS MINIMUM,PLYWOOD %— /J "./�/ //��/�/ , ,`l SHEATHING TO 2x4 STD SPF BLOCK / * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B i 24"Max Roof Sheathing— NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. MEM _ r 4,7410 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND , WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-3 (2)-1( I Aid• 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. . \ (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. AO 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB /1-4 OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF >Trus-es @ 24" O.C. DIAPHRAM AT 4'-iIr O.C. J' 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL /•. / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO(REFER TO SECTION VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. DiaBrace /2‘DIAGONAL BRACE SPACED 48"O.C. -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 point - COMMON W i EATTACHED TOVERTINAILS AND TTCAL WITHACH D 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed I TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall HORIZONTAL BRACE �` t (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x42x4 DIAGONAL BRACES AT ' Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 * 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 Bin o.c.,with 3in 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.