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Plans (382)
, vyk, ,-t-'2 (c, -- o 6 S Z. ,,- ., 1 . 1 54/q5 A4Ve.,Looa L Hnv 15 7016 I 1 I 1 ! II I 6 („), „ „ ,, „ „ ! „ „pp g D.R. HORTON4 w w PLAN 2685 A z -J 7 4 --I CO < CO o 0- GARAGE LEFT 04( -iND F 00 : ;. 0 NI- 0 !op 0 9 0 Z z 0 4,P, I fil•••T 1 0 imiM M 111 li Li iffiiinir ,. , ....., ,...., , , ,..., m ..,_,......., A4/IIIII 11111111 47 16 .i . ....1 z < o_ cc,3 ) 7/12 PITCH 1-0 O.H. 8/12 PITCH UPPER FRONT NOO.H. ... IiiiIN ! ImIIIII Lc6 25# SNOW ..—.. I COMP ,..1.,-,.....—iriiii.,........-..I.,...., ,Nomminiumummi 1 riga lig rill: I LIJ gil CO ill j, 1 II R , •iii 4. 6 ri, < CV CL ARIEL TRUSS CO INC. — co 4 P60) 574-7333 A !.. B IP Ail 111&1°'11 '11.1111 ° 9 0 lipalig tis e, 0 i. intlip'1,107011161M1111.- v.' Z 0 DRAWN BY: Al IF ii , 10.1LiiiMilltik. - 1 CA KEVIN LENDE 11E11 grAVIEMairlirAlliP4111111.11 ' ii ‘00' .11111111WPWONANI•D .0 1 1 if GABL 7/12 — -ept + J1) 04 '-i .PER 1. :1-00 10-00-00 "O•F JACK'. UPPER SPAN SPAN 10-00-00 %.0.) LOWER SPAN 2-0 LOWER JACKS 62 o- feie- , fiAkg... ek. L.1.)SZ -f \,_.,..._ I/ CO D.R. HORTON `E7' dro W PLAN 2685 A/C, z m i IL 0 CI. m GARAGE RIGHT oU) 0 2ND F •• ' • O. CO C0 , O v. z o z z ,� ti) 7/12 PITCH 1-0 O.H. z 3RD FL •" IRS 8/12 PITCH UPPER FRONT NOO.H. 0 a 1-g „ 25# SNOW 8 iiII • '. COMP q ma a Oil PI : 41 :tm -1 z X8/12 • I•• - ilh C7 �� ARIEL TRUSS CO INC. M 2 Cs1 CL z , 'i: (360) 574-7333 ANN O m . �I:� l:��l ��� KEVIN DRAWN ENDE 41.111MIUMIIMIO -- 7/12 T v V�'iII�.�.. UV 7/12[ C9 , ABLE � GABLE D 1 7/12 Cill 1 1 .MID 10-00-00 2-0 - UPPER SPAN ROOF JA i KS'- 10-00-00 SPAN 10-00-00 LOWER SPAN O 2-0 OWER JACKS o kI6 CALL S tijr, MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON 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: K 1784856 thru K 1784868 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. PROF `rQ 44 L' 89782PE �� 9ti OREGON O;h Q' 4i9 2'9RY 15 2!GQ` h' p, UL P��J 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 4WR/GDF/Cq=1.00 TC: 2x9 DF#l&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1702) 102 1-6=(-67) 1407 2-6=(-307) 193 BC: 2x4 DF#168TR SPACED 24.0" O.C. 2-3=(-1399) 14 6-7-( 0) 1028 6-3=( 0) 562 WEBS: 2x9 DF STAND 3-4=(-1638) 0 7-5=(-88) 1819 3-7=( 0) 762 LOADING 9-5=(-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 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" -15/ 770V -87/ 87H 5.50" 1.23 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 18'- 9.0" -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" @ 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=l9ft, 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=l.6, Truss designed for wind loads in the plane of the truss only. 4-08-05 3-10-04 4-07-09 5-01-14 1' 4 '! 4 - 12 12 8.00 MHS-5x6 ''7.00 3 iti M-1.5x9 M-1.5x9 2 6 7 MHS-5X12 MHS-5x6 M-3x4 M-2.5x6 a. N o T 1 1' 1 o 1 I I 0 1 ' ..4.00 4.00 t/,..- 12 12 J' y y FFS8-05 1-06 8-05 .c t t �NGNE ! y y b,. y qi, 18-09 '‹ 8.782PE C • JOB NAME: DR HORTON PLAN 2685-A-Al Scale: 0.3168 .� . 4. •�. 11 WARNINGS: GENERAL NOTES. unless otherwise noted: ! Com m� �4, t.BNNerand eradon contractor Would be advleed of all G.MrN Roles 1.Tile design is boned only upon the pmametero shown and le for en advida1 { 7i}_OREGON p Truss: Al and Werraws betae mnatruction commences. bulhhg component ApPiab80y of design parameters and proper {� f1 2.2m4 compression webbadng must a Milled whero shown.. Incerpero0en st component Is the rospenalbrlRydm.Wlldng dasgner. 9,Q �A�^s f_ +� Q 3.Additional tempnrory bracing o Mme s1a6Nty Wang consbudon 2.Usage assumes and bottom chords to be 150,519 braced at 7 !�Y J ��j� lathe responsibility NON erector.Adddbnd anaMbrotlnp d 7 sate and at IS ow.respectively unless braced throughout their length by v respon Penn toles uous sheathing such es plywood tl+atllmg(TC)andior drywat(BC). 'A U L R� DATE: 3/6/2016 the overall Madura is to responsibility ofthe building designer. 1 2<Impact bridging or AWN bmdng required when shown.. SEQ.: K1784856 4.Notoed should beapplied toany mmpenaduntil eller NI bracing end 4.Installation NM=iOhemtoraibokyofthe raspec!.ceramic, hdaners ere compote and at no se.sheuh any leads greater ten 5.Design assumes busses aro o W used In a naneortsaNe environment, design bads be applied merry component and are°nary condRo5'of use. TRANS ID: LINK6Desemessumesfull wo'mgatalsupports shown.Nen or wedge" EXPIRES: 17)3112016 5.Compu7rua hes an control onr and Names no responsibility forCo EXPIRES: fabrication.handing,sbpewnt end ln5logon of components. 7.Design assumes adequate drainage is povaed. March 7,2016 6.cob design Is haniehad sullied to the lhMdbna set forth by B.Phos shall be located on both feces of truss,and plead m heir center TPW✓fCA in BCSI,melee of which will be flenChed upon request. lines anOdde with)obit anter Reds. 9.Digo Indicate etre of plate In Inches. MI7eh USA,InciCorrguTfue Software 7.8.7.SP2(1L)-E t0.For Waleconnector plate design values we ESR-1311,ESR-1968(MITA) 411111, This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF ICBTR TRUSS SPAN 18'- 4.0^ IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq:1.00 BC: 2x4 DF $liBTR LOAD DURATION INCREASE = 1.15 1-2=(-1702) 102 1-6=(-67) 1407 2-6=(-307) 143 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2-3=(-1399) 14 6-7=( 0) 1028 6-3=( 0) 562 LOADING 3-4=(-1638) 0 7-5=(-88) 1814 3-7=( 0) 762 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9-5=(-2086) 120 7-9=(-396) 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). Snow: ASCE 7-10, 25 PSF Roof Snow(pas) 0'- 0.0" -15/ 770V -87/ 87H 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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.088" @ 9'- 11.0" Allowed = 0.871" 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=l9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1. 9-09-07 load duration factor=1.6, Truss designed for wind loads 4-06 3-10-12 4-09-06 5-01-14 in the plane of the truss only. 12 T T 4 � 8.00 MHS-5x6 12 3 -"z]7.00 I► rill M-1.5x9 41111111111111 M-1.5x9 6 7 gill MHS-5x12 MHS-5x6 M-3x4 d M-2.5x6 o C N i'''', 5 a O 0 " I 0 4.00 12 4.00 12 .J,- .).'e os 1 06 y k ck PRQ4 ). 8-05 s 18-04 y ����� �C.NGINER cSj�2 89782PE ter" JOB NAME: DR HORTON PLAN 2685-A - A2 - • ".7 ,�' Scale: 0.3168 y„^�� WARNMGSr GENERAL NOSES, unless otherwise note': r Truss• A2 1.Builder.nderecioncontractor elaulbeadvised ofWIGen.MNotes ,.This design Is based only upon mrparanNbnshote,and Inbre**Ado.' 1 �y c.774/4/OREGON ...!"- Truss: Warnings before constmetlon Commences. *lading component Appge.Npty of design parameters and proper 5; ( 2.2n4 cemryassbn Nab brodnp must be Installed where sham., rparoWn ofcempocem N tan responsibility of bufldre deNJsigner. signer. Rbnsl temporary bracing to Insure etsb�y dump construction2.Design assumes the top and bottom chords*be laterally bread et 3.Ade b ltts roepawbga o/1M erector.Additional permanent bradnp a/ 7 o.c.and N ID'n o.reupedinely unless braced throughout**len 99 '9.RY 15 ir JI�,Q { DATE: 3/6/2016 theovmAalrudu5IsmerospansbA of C0mInY0Y"h°'In"Bems'ae lb°daoeeh Danns PAUL 9t responsibility 9 designer. 3.2e Impel In redin9 where) erywel(BC). SEQ.: K1784857 4.No bad should be*idled to any comports,.until alter ell bredn5end 4.lrw.w.onabtrus Istene,bracing required ntr�ctor. *stews ere complete end at no On,.should any leads greets than, 5.Design seewnes huesss ere to be used In.noneenos a environment. TRANS ID: LINK design l=eas be applied to any component. end am for•ary cor,diporr•ofur. 5.CompuTruaload be no centref over end sn.nt ro'e.porMldleY br me 8.Design assumes full bump at all supports cMvn.Shun or wedge 8 fabrication,handling,shipment ane lrtsMebon of components. necessary. EXPIRES: 12/31/2016 I.7nle assign*furnished subject**.tciceo call forth by 7.Design aeaunss aepuats drainage*provided. TFIIWICA In SCSI,wpbs ofwmd,care be NmishW upon newest. 9.pbYsen.lbebeehnt ce6erInes.pitman,.lie pieced so their come March 7,2016 asses*Inc*.with SIco jointp anter obs. MiTek USA,InclOompuTlus Software 7.6.7SP2(iL)•E 9.Digits indicate du of pane In Ind*. 10.For beak canned=,plate design values see ESR-1311.ESR-1958(Wok) 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: 2x4 DF#15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-65) 585 6-3=( 0) 359 BC: 2x4 DF#14BTR 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 <= 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 BAG 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 DF ( 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 lOPS£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. TL DEFL= 0.011" @ 14'- 11.0" / 4' 'I'1 12 M-1.5x45 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 4 6 -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), X 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. 1 M-2.5x4 i 3 t' 0 +• Imo' lO �, sin DJ l O c:, _ o I M-2.5x4 M-1.5x4 M-2.5x4 F \� pGIPNRE �. /0y y l 7-10-03 7-05-13 ss )' J. - l Strom i9 1-00 15-04 ct 89782PE r- JOB NAME: DR HORTON PLAN 2685-A - Bl Scale_0.2907 -._.77" - J+ WARNINGS: GENERAL NOTES, unless othwwke noted: v �_J I.Builder and erection arrector should be tarred of al General Notes ,.TN.deegn is rased only upon the parameters shown and ia for an Indwldao 1%Z, ,L�OREGON 2o •4, '.- Truss: B1 and Waning.before conabudbn commences. bolding component.Applicability of design pmerneers and prop., 151. 2.2m4 Wmpreseon web bracing must he!misled where shown*. incorporation of component N the napomibily of the building designer. /1^ G 3.Additional temporary bracing to Inure stability during a sbuctIon 2.Dealgn assumes tie and bottom chords to las 1.10,097 braced at '7/"t 'J b the responsibility of erector.AdOlbnsl pannaerbracmp of 2 o.c.and at 17 cc.respectively unless braced throughout Irak length by >�' • \� �' centeeot sh.ebkg sudslbedtgoa shwtheg(TC)and/or drywal(8C). PAUL 1_II � DATE: 3/6/2016 the avert sinmdure lathe raeponablly of the building designer. 3.2m Impact bridging a lateral bracing melted where shown+. �'1 lJ{.. 4.No Ind soul be implied to any component until atter all brednpend 4.InstalWbn of Wm*Ma responsbiliy of the respective contractor.SEQ.: K17 8 4 8 5 8 fasteners am complete and at no time should any beds greater than 5.Design assumes busses are to be used ins en.ss,na ve environment, design loads bo...led to and component ars far'dry condition.of use. TRANS ID: LINK 5.ComWlnehas nomnb°Iover and assums eo,eWon*Glytor Be 5 Design°°eU^°°re"�°mg"""�°"'"°w B""^°`�°"°°" EXPIRES: 12/31/2016 necessary. fabdco8cn,handlig.shipment and installation ofamp°n.nt. 7.Design assumes adequate drainage r provided. March 7,2016 8.The design is furnished subject to A.lkntatbre set bra by 8.Plates shall be bated on both faces of twat.end placed so eek corer TPIM?CA in SCSI,copies ofwhad,sal"be furnished upon ripest. fines coincide with pint corer"nae. Wok USA,InciCompuTrus Software 7.6.7-SPI 1 L-E 1o.Digits �b.ek�connector pee m odes. ( ) pleb din Ro valuessee ESR-1311,ESR-1988(MITek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 57 2- 6=(-56) 606 3- 6=(-499) 174 10-11=) 0) 99 BC: 2x4 DF#1EBTR SPACED 29.0^ O.C, WEBS: 2x4 DF STAND 2- 3=(-813) D 6- 9=( -2) 112 6- 7=) -86) 806 11-13=( -94) 1 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, 0051. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 7- 9=( -62) 868 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 8-11=(-192) 0 OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 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 DF ( 625) Unbalanced live loads have been 15'- 4.0^ -90/ 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 12 A .(1' Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor.4.6, 4�. Only left end vertical is exposed to wind,Truss designed for wind loads in the plane of the truss only. 1 M-1.5x4 . 3 /M-2 t` 0 ) 1 M O 01 /A N [i �0 c--3,R-2.5x4 o - m /1 'U U 6 9 10 12 I IM-2.5x4 M-4x6 M-2.5x6 M-2.5x6 M-2.5x4 M-2.5x6 • M-2.5x4 k l y +g2.50# i y .1i., PRpFFSc1' r 7-11-15 0-11-022-00-05 1-09-14 2-01-120-05 �NG�N EFR lOA_ 1-00y 15-04 r �� -v :9782PE r- JOB NAME: DR NORTON PLAN 2685-A - B1FAU Scale: 0.2560 idr WARNEeBA, GENERAL NOTES, unless otharw6e noted: 1r, . AIME Truss: B1FAU I.Wilder end ere�on contractor Would be edvlead oral Genera Notes 1.THs design N based Dory upon the parameters shown end Isla an individual try and Waning°before nonabuctlar,commences. bolding component.Applicability of design pewees end proper -9,L1 OREGON2� 2.2r4 compression web bracing must be Metalled where shown.. lir hcomontln of component Isms roponaibilty of me building designer. 3.Additional temporary bracing to Insure stability during raaMmction 2.Design assumes the top and bottom choice to be IefeaM braced at 9A `� 7o.e.aw at is a.aro ptlV wins bawd throughout length b/ !� �� �� J� is the responsibility of Me erector.Addtib�pemrenaMMiming of aPs pedel,a. CpMuttlwk len V DATE: 3/6/2016 iM Duni shucks*is the responsibility ohne bgtaing designer. continuous sheathing such ss mYq(T)ender d ywsl(BC). ` 3.2e Inspect bridging a Iteral bracing required were shown++ SEQ.: K1784859 4.No lawanauldbeimplied l.nycomponemomtielerantastlngand 4.Inst.ladenoftrussatlremponsblityofthe reasectbeconbaclr. A U L fasteners are complete and m no time should any loads gaster than 5.Design assunea trusses are to be used in a nonwnosive environment, TRANS ID: LINK design lads be applled to soy camponend. and aro for'dry condition"otuse. 5.Compuyna Ws no aabq over and assumes no responaibi.y wtiw S. names rel Waring efal supports mown.Shim of wedge if EXPIRES: 12/31/2016 fabdation,handling,element and Installation of componentnaca n.ss 0.ibis design Is lumbered subjegathe Imitations sedan by 97.Design assumes otid on oh edequata f1ce ge Is truss,a March 7,2016 B.Plates b,d W located on both n.. oikuss,and placed so their center TPIMTCA in BCSI,copies of which will be rumhhed upon request. Ines coincide with)citrin canter Ines. MRek LISA,IrmJCotrrplf7rus Software7.8.7SP2(il)-E 9.Digits indicate sou of pate In Inches. 10.For basic connector pate design values tees ESR-1311,ESR-1888 Welt) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15•- 9.0" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, EWERS(Dir), BC: 2x9 DF#1&BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12.00. 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. tl-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. 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. 12 7.00 I � 6-- 0 0 61I I Crt 0 i I � i 2 I li . I II p JT ...... ......%. .... -V I 1 4 Cr M-2.5x4 , � .O P R OF. „i—________4—___ k ). s NGEts /01-00 15-04 � tiq � ��-s�- 89782PE r JOB NAME: DR HORTON PLAN 2685-A- B2 Scale: 0.4014 WARNINGS: GENERAL NOTES. unless otherwbe noted: (✓ 4) 1.Sunder and erection contractor should be sdvleed of MI General Notes 1.This deed is bated only upon the parameters Mown and a for en individual 'Q OREGON y' Truss: B2 j and Werdngs before construction commences. building component.AppW.n p of design parameters and proper '� �/ G 9';'' - Q' 2.24 compression web bracing mnM be Metaled when erown+. Irerrponeon ofcomponantlatM lespona®IBlyMme haling Mstpnar. 9,Q_�+t 7 V <► 2.Design assumes Me top and bottom drmrrlsro helalaraey braced at 7 '1Ry ',7 <j- 3.Additional temporary bracing to Insure stability doting cornbudlon 7 o.c.and atilt o.c.respectively unless braced throughout item length by V lame naperrbry of to erector.Additional permanent bracing of continuous sheathing midi as plywood shamkg(TC)aMPor bywel(eC). P.A I tet k` DATE: 3/6/2016 1stoverelMadura Isere reaponebmtyorthe Nadas designer. 3.20 impact bna�gorlatent bndngregdredwhere shown s. "1 U SEQ.: K17 8 4 8 60 4.No bed should be appeal to my component oak after all bredng and 4.Installation dews lathe responsibility ef the raapedive contreder Wieners are compete end at no time should any loads gamer Mon 5.Deegn assumes busses are to be used in e noncorrosive environment, TRANS I D: LINK design baas he applied to am component. 6.Design aren.umes full baa attain Nnppons shown.SMm of wedge a 5.CompuTwhes no contfol over and assumes norespoablkyfor the necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment end indeee bn of components. 7.Design assumes edagat drainage is provided. M arch 7,2016 5.This design is furnished ealedtn the Welton ser bt.by 6.Plates shoe be located on both faces of Miss.and paced Se thee anter TP9WTCA In SCSI•copes of Which will be furnished upon request fines colndde with joint center bees. 9.Dglt indicate aha of pet in Mrs. MRek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10.For base connector pate design values see ESR-1511.ESR-1908(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.7^ IBC 2012 MAX MEMBER FORCES 9WR/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=(-198) 54 BC: 2x4 OF#16BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND2-3=(-113) 31 6-7=( -65) 268 1-6=( 0) 269 3-4=( -12) 0 6-2-( 0) 203 LOADING 2-7=(-388) 95 TC LATERAL SUPPORT <= 12"0C. 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 453V -93/ 18914 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=i, 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.009" @ 2'- 5.6" Allowed = 0.390" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL= 0.017" @ 2'- 5.5" Allowed = 0.586" 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 ,� �A Wind: 120 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 1 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8.00 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. M-2.5x4 r i to I 1 + ii I, alM-2.5x4 .i- :re N 1 O '-1 en Y 5" 6 7 �M-1.5x4 M-2.5x4 M-2.5x41 ,I,--- y y gD pRpF5-03 19 5-08-1911-leo-lz 89778]2 PP+�E 9{, JOB NAME: DR NORTON PLAN 2685-A- B3 Scale: 0.2933 • '-� .L•',-/ 7 ` 7 WARNINGS: GENERAL NOTES, unless oOleM se noted: 140 1.Busier and erection contractor should be advised INN General Nobs 1.This de _J Truss: B3 .componnt PPI Won So p ARA ERGinnwnaed bb en and WeMessionwebbowradbncomm.sees. bulbngcomponent.ApplkxNNyofanipnpsremsiwaandAMR, •9,L OREGON Q, 2.h9 compression web bowing must W Mailed where Mom•. Inearparalran of component 0th.raeponelbthy of the balling designer. �9,9 & RY 15 J�Q` 3.AddBbnet temporary bracing to insure alabllly during conakuctIon 2.Design assumes the top end bosom tulles to W laterally braced at I b Araep plywood shersthIng(TC) n anabllity Oleo erector.Addlio1W Remanent bracing IN continuous 7 o.a sed at IS o.a led,nest'unless braced mroughodo dg length by 0DATE: 3/6/2016 the ovensamrdure Utile raaponaldRy of 8e building designer. 3.2aImps bridging or labral bracingrequired where shown own.ywall(Bc). /1A SEQ.: K17 8 4 8 61 4.No bad should be applied b any component until after all brad, and 4.Inetaladon of truss Is the responsibility of the respective contractor. P, %Oenen an complete and at no time should any bads greater than 5.Design assumes mases onto be used Ina non-a :MNe.Mirumment TRANS ID: LINK design bads be appeal to any component and en rola'Sty condition'oruse. 5.CampuTruanesnoconholover end assumesnengonSiblllybrme 8.w«gneswanesNlbesdnpataflwppomeshown.Shlmorw.dpeg EXPIRES: 12/31/2016 fabrication,handlig.shipment end hrtelletbn of components, neom°ry' 6.This design le furnished subject to the nn*Oflorls satforth by 7.Deagn assumes adequate Mintage hi provided. 0.Pleb.Na/WlaceneonbombcesINlruaa,and gacedaonroicenter March 7,2016 MAMMA In BCSI,copies of which will be furnished upon request, lines coincide wig)oit center linea. Wel(USA,Inc.lCorrtpGTrue Software 7.8.7-BP2(1L)-E 0,Digits Indio.*.tra of pate m inches. to.For Wale ce,utor plate design values see ESR-1311,ESR-1903(Mrrek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.7" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 DF#l&BTR SPACED 29.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. 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 2 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 Snnw(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. 12 8.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP .I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRE. Y. I, DESIGN ASSUMES SHEATHING TO ONE FACE. j i;, s I I to 0 I cn1 1 l i I i 1 I 1 o I I f ///Z 3 4 OD PR 0 Fe n 11-00-12 C� 1" e :9782PE r .. s JOB NAME: DR HORTON PLAN 2685-A - B4 Scale: 0.4829 ,/ MINN WARNINGS: GENERAL NOTES, unlaas otherwise noted: V / 4 1.Builder and erection contractor should be advbed of ea General Nota 1.TMs design%based only upon the parameters shown end.for an individual "V OREGON ' Truss: B4 and Nhminps before com6udbn commons. building component.Apptiobllty of de perimeters end proper 'l/ C) Q' 2.214 compression web bracing mule be installed Mere shown+. Inogrorstlon o/component NM respomfilNy of the building designer. 9 �A G, Q 3.Addkbnl temporary bracing to insure stability during construction 2.Design assumes the re end bo=om chords to he laterally Mead et '1 R.Y '�:J _ 2'o.c.and at lD o,a.respectively unless braced throughout their length by \�v Is the responsibility of the erector.Addtibnel permanent bracing of continuous sheathing ash es plywood sheemmg(TC1•radon drywaNBC). 1-1-"A U i ` DATE: 3/6/2016 the overall amtdure Is the reepomNey alt a builtlep designer. 3.2.Impact bridging or tetanal baring required where shown++ i.. SEQ.: K1784862 4.No Ned.hsatd be eppfled toWns ss,n000.rd,mBeSs,eII teasing end 4.Installation mtruss*the responsibility of the respective contractor. fasteners are complete and et no time=MUM any Made granter than 5.Design assumes busses are to be used in a noncanoelre environment, design roads M applied to any component. and are br'dry coMNwr'of use.TRANS ID: LINK B.Design names full bearing at al supports shown.SIM or wedge if 5.CnmpaTruehesnocontroloverandammo,nnraepammNyforme 1go„ery. EXPIRES: 12/31/2016 fabrication.handling,shipment endinstalatanofcompanents. 7.Design assumes adequate drainage Is provided. March 7,2016 8.This design is Washed MWjed to the limitations set form by 8.Plates shall be located on both fame of trues,end pieced so their center TPIM?CA in SCSI,copies of which nil be furnished upon request lines coincide wE,)obd oder Bos. 9.Digitskdlo.te eke of plate In Inches. Wel(USA,IncJCompullus Software 7.8.7SP2(IL)-E 10.For besk connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 11-00-12 TC: 2x4 DF RISBTR LOAD DURATION INCREASE p IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x6 DF SS 1.15 (Non-Rep) 1- 2=( 0) 56 2- 8=(-392) 4974 8- 3=( -62) 1574 2- 3=(-5932) 486 8- 9=(-340) 4948 3- 9=(-1930) 214 WEBS: 2x4 DF STAND LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3- 4=(-9028) 386 9-10=(-340) 4948 9- 9-( -292) 3430 TC LATERAL SUPPORT <= 12"0C. UON. 4- 5=(-4028) 386 10- 6=(-342) 4974 9- 5=(-1930) 214 BC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce-1, Ct=1.1, I=1 5- 6=(-5932) 486 5-10=( -62) 1574 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 28'- 0.0"V 6- 7=( 0) 56 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 LL( 113.3)+DL( 77.0)= 190.3 PLF 0'- 0.0" TO 28'- 0.0"V ADDL: TC UNIF LL+DL= 32.0 PLF 10'- 0.0" TO 18'- 0.0" L BEARING MAX VERT MAX HORZ SIG REQUIRED SPG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - x4 or equal at non-structural 0`- 0.0" -350/ 4082V -137/ 137H 5.50" 6.53 DF ( 625) Mvertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0" -350/ 4082V 0/ OH 5.50" 6.53 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. +I' ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I I I Attach 2 ply with 3"x.131 DIA GUN nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9^ oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL- -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.090" @ 14'- 0.0" Allowed = 1.354" 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 -r Wind: 120 mph, h-20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-06-07 6-05-09 6-05-09 L 7-06-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 7.00 M-4X6 12 Truss designed for wind loads 11' 7.00 in the plane of the truss only. 4.0" 4 M-2.5x4 or equal at non-structural diagonal inlets. 1\ j 3.1 I 1 M-2.5x6 1 ' M-2.5x6 35 N a 1. ./1111111111111111111r. I. 0 4. 01 o M-3x8 ° e9..: 10 7 c 0 I M-1.5x4 M-5x8 M-3x8 M-1.5x9 MHS-5x6(5) 0 y y 7-04-11 6-07-05 k 6-07-05 y 7-04-11 y �`¢ED PRopps y `( C J, y 15-11 r 12-01 y cNGINE /Q % 1-00 1-00 �� V T /L 28-00 :9782PE �1- JOB NAME: DR HORTON PLAN 2685-A- Cl • Scale: 0.1966 WARNINGS: GENERAL NOTES, unless othenrnenoted Truss: C 1 1.Sadder and motion contractor ahnndd be advised of all General Notes 1.This design is based only upon the parameNn shown and is for an lndflduel EGON o'er end Warnings before construction*women.. bulldog oomp°nenl.ApplipeNRy of design ammeters and proper 2.2l4 compassion web bracing moat be installed where shown+. locomotion of comment b the responsibility of the bulking designer. 3.Adelbneltempoorybr.eMpbbaresteely during construwlpn 2.DesignseWlpeainsnpandboloennn.tobelenaraflyba�edat e9� GARY 15 Z �P� n the response.gyofttoerector.Addtbrlel permanent bracing of 7nth and at 1St a.0.such as NYhn de bated throughout ft*lengthnal)S by /� �� DATE: 3/6/2016 ma scone structure nthe rewenale8ly of the bunting designer. Os bnp.se sleothmg euwhu ed,,g dphesthbg(7C)arp/or dywel(Bo>. i1 4UL A 3.2s aspect bridging h lance bracing sugared where shown SEQ.: K1784863 4.No bad snob be applied to any component cormalara°eningand 4.lesnnatbnelms ateenesans6111yofthereapecniocontractor. Intone,.ere complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a nonco"oeNe environment. TRANS ID: LINK design had.be eSpied to any snngonsnt. and are for.dry condition.oruse. 5.CompuTrua has no contra over and assumes no responee,ty for esmem 8.Dolan assumes ml being at al suppods pawn.Shim or wedge K fabrication.handling,shipment and Melaka.of components. " EXPIRES: 12/31/2016 8.The Mtn is bml had aspect to the InnPrtbes art forth by 7 Design assumes adequate drainage h provided. 7PIM'TCAdi SCSI.Dope.a/hpticth wRammnlsltee upon request. ° assl npds siJoint iocon center Mims, ero placed so their order 7,2016 Mi7ek USA,InelOompu7rus Software 7.8.7-SP2(1 L)-E 9.Dots h,bate sire of pate In inches. 10.For bub connector able design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17,6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 OF#1&BTR SPACED 29.0" O.C. load duration factor-1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 92.0 PSF Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00 ,1' 1 1. 12 12 7.00 [7' IIM-9x9 ',7.00 3 II I it CN i I I ( T- , 3. � �,,,,,, iiiiiiiiiiiiiiili , O M-2.5x4 M-2.5x4 y 1-00 y 10-00 y 1-00 oEQ PR pFes , 0 .�G'N E�� /0�'-s� y � Q :9782PE JOB NAME: DR HORTON PLAN 2685-A - D1 Scale: 0.5697 / t/�� _ WARNINGS) GENERAL NOTES, unless otanvise noted: , �_J 1.Builder and eleaon contractor should be advised oral General Notes 1.This design k based any upon the parameters&horn and Is ler en individual w -94OREGON O• e„� Truss: D1 i and Wamings before mndruNon commanas. buldkp component.Applicability&design parameters and proper (J "✓ "� kcorporeWn of component k the responsibility or the balding designer. 2.2e4 compression cow bracing mak be installed rang Ngvm i. 2.Deslpo assumes me top and bottom deeds to be laterally braced at 'Q '�.R y 5 _`F.. 3.Addabtxi temporary bracing to Insure akNRy during construction V k the responsibility o/tr erector.Additional permanent bracing of 2 on.and at 10 a.a.respedh'aly unless bitted ihmughotd tate length by continuous dsheathing sects as plywood sheat where)&sear drywak(BO). j Aq UL �\ DATE: 3/6/2016 1 the overall structure is the imports sty of the building designer. 3.Is impact badging or lateral bracing required where Meevl+e 4.No bed Mould be sppMd to any component until agar all bracing and 4.Installation d trues is the responebllty of the respective contractor. SEQ.: K17 8 4 8 64 fasteners are complete and at no time should any bads greater than 5.Design assumes buses are to be used m a mntomwWe environment, design beds be emceed m my component. 8. lordly cordmcoe eine. TRANS I D• LINK 8.Desigamen.lel bearing at ail supports'Mon.Shim or wedge tf 5.CompuTrus Msmcontrolover and assumes noresponsibility brthe EXPIRES: 12/31/2016 wcewry. fkutation,handling,ebbment and xrteltetbn oreolnponents. 7.Design assumes adequate dreinage Is provided. March 7,2016 d.This design is furnished subject to the lenekbss set fold by 8.Plates shall be bated en both taws of truss,and placed so their center TP9WTCA In SCSI,copies of which rll be furnished upon nWest Iles coincide with Joint center lines. 9.Digits indicate elm of plate In bans. Weft USA,Inc./ColrpuTrus Software 7,6.7SP2(1 L)-E 10.For babe COMMON plate design Velma see ESR-1911,ESR-1988(MRek) __ I t , This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10•- 0.0" TC: 2x4 DF#1&BTR IBC 2012 MAX MEMBER FORCES 9WR/GDF/ ) 0 BC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 306 5-3=(0)0) 223 WEBS: 2x9 DF STAND SPACED 29.0" O.C. 2-3=(-946) 0 5-4=(0) 306 LOADING 3-9=(-494) 0 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 TOTAL LOAD= 92.0 PSF MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 548V -49/ 49H 5.50" 0.88 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 10'- 0.0" -9/ 919V 0/ 014 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 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 = -0.029" @ 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= 0.009" @ 9'- 6.5" 5-00 5-00 T 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 Q 7.00 load duration factor=l.6, HIM-4x4 Truss designed for wind loads in the plane of the truss only. 39.0" n I 2.A' N O f N -10 O /- _' I wr O 5Rill 7O I a IM-2.5x9 M-1.5x9 M-2.5x9 j 0 f I 5-00 5-00 1 0o y to 00 - ----71' 1-00 A� • o PROress (�5 tiN`GI NEF'9 >D 4.7 :9782PE 91- I' JOB NAME: DR HORTON PLAN 2685-A- D2 Scale: 0.5110 ' WARNINGS: GENERAL NOTES, urneee otherwise noted: I-� /WARNINGS: Truss: D2 1.SW ensoderedbncon6.cMraheaMbs.Meedof.0GeneralNona 1.iN.design hWaedonyupon the asonstenshown and rerorenlndNkual 9 OREGON and Winnings before conalrud ion commences. building component Apgkabillty of design parameters and proper 2.2x4 comp ewion web bracing must be Metalled when shown.. lrworponfton of component Is the reaparWdMy of the building designer. 3.Additional temporary bracing m Insure eab8ly during emy6nction 2 Design ¶0 the fop and bottom chemo to be rouges braced at y4.-Gq R�, 15 2 tiQ� N the responsibility of the molar.AddtbrW permanent bracing of 2'nen and at 1O o.c.end, ey unless braced throughout Bath length by .,,1 DATE: 3/6/2016 the Quant*Picture le the responsibility of the bulldhg designer. 20 impact continuous rtsge,sheate,such as plywood afwlh,$le,e)en,n 0 drywsA(BC). Ph U {1\�a 3.lr ImpM 6ridghrg or leant bracing required where rnowra.. A L rt SEQ.: K1784865 4.No lead should be applied a any component until after a4 bndro and 4.Installation of Pow tithe reeponae111y of the respective mlmaaror. fasteners an complete and at no time should any bade greeter than 5.Design assumes trusties are to be used Ina non-corrosive enbronment, design loads be applied to component are for condition'of use. TRANS ID: LINK de 5.ComWTnn hasnocontrol over and assumes no reeponsiblRy for the 9.Design assumes NA bearing at tee supports shown.Shim or wedge if fab"caton,handeng,s n«^ � "efee'"Psn Designas EXPIRES: 12/31/2016 8.This design le finrbhed abbot to the e,rtatiana set forth by T.Metes beelo adequate both eth hoes &trues,a March 7,2016 S.Pales Ind eb)etdon bothhcosoflnns,andpaced m their tenter MAMA In BCSI,collator which coil be Nmished upon nprest. lines eotndde with)dim center lines. MITek USA,Ind.ICompuTrus Software 7.8.7-SP2(1 y-E 9.Digits Indicate We of plate In Indus. 10.For best connector piste design values sea ESR-1311,ESR-7998(Malek) 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: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 57 2-6=(0) 309 6-3=(0) 223 BC: 2x9 DF#16BTR SPACED 29.0" O.C. 2-3=(-443) 0 6-4=(0) 304 WEBS: 2x4 DF STAND 3-4=(-493) 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/ 539V 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. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10251 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 4' "( 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 1, 7.00 IIM-9x4 J 7.00 load duration factor=1.6, Truss designed for wind loads 3 4.0" in the plane of the truss only. 1 1 2.0 N CV O I-1I -7O V j,_ i �I 9 O �O I O 0 IM-2.5x9 M-1.5x4 M-2.5x4 �v.EPROpt Y % b 5-00 5-00 E y y y y 1-00 10-00 1-00 /' GINE?$ \ �89782P JOB NAME: DR HORTON PLAN 2685-A- D3 Scale: 0.4822 1111, WARNINGS: GENERAL NOTES, waee.omensw noted: ',� I✓ �4, 1.Builder and erection contractor should be advised of ad General Nobs 1.This design Is basad ony upon to parametam shown and is for en Indbltlual ,� 1%Z,y OREGON o ,Q,. '.- Truss: D3 and vwmbge before construction commenoea. bull d component.Applicability of dealgn parameter and proper /. f1 2.2x4 compression web bracing must be instated wham shown a. Incorporation of component tithe responsibility One budding dedgner. .O l/4 jyy ' ,V Q 3.Atldlbrol temporary bracing to Insure stabMly Ming combudbrl 2.Design assumes One top arta bottom sherds b be laterally braced at 7A ti b the nsPanelbtiM of the erector,Atltlbbrol permanent bredrlg of T o.e.andDeo M e.o.a respectively es aiy unksa braced throughout their length by •4- }� (�1� DATE: 3/6/2016 a..vend s6udRe is the responsibility of the building designer. oorlep impact cadging or such l b Pyw"ad Bred p(re .near drywad(Bcl /`+A 1 1 L T s` A 2a Impsd bridping or lateral bracing required wham shown++ l.! 4.No should b applb any component Vete ied t alter all bradng end 4.InInstalled.etof trues late reeponNbndy of the respective centred.. 11 SEQ.: K1784866 5.Design.ssrmeameeesaretobeusedInar�ar.onnaataenvironment fasteners are complete and at no lime should any loads raster than design loads be applied to any component. end are emur'dry condition.lleati of use. TRANS ID: LINK B.,Design memos at el supports SNm or 5.CompuTnwMsrocodrolover end aawmasnoreaponalbutybrme ro....,,. March/ EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Daalgn assures adequate drainage Is proveed. March !,2016 O.Thbdeslgn Is furnished subledts the dmbatbns set forth by 8.Plates shall be booted on bee,faces of trues.and placed so their anter TPIANTCA In BCS!,copies of which all be fumished upon request. Ikea comdde MIN)Gild center Ones. B.Dlgb Indicate she of plata in mobs. Wee USA,InciCompulrus Software 7.8.7SP2(1 L).R -10.For basic connector plate design values see ESR-1311,ESR-1888(Wok) r This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 309 6-3=(0) 223 BC: 2x4 DF#168Th SPACED 24.0" O.C. 2-3=(-943) 0 6-9-(0) 304 WEBS: 2x9 DF STAND 3-9=(-993) 0 LOADING 4-5=( 0) 57 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= 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 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 IL DEFL= 0.027" @ 2'- 9.6^ Allowed = 0.336" MAX HORIZ. LL DEFL= 0.002" @ 9'- 6.5" MAX HORIZ. TI DEFL= 0.009^ @ 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 1114-4x4 't705 load duration factor=1.6, Truss designed for wind loads 3 4.0" in the plane of the truss only. 2.1 , c, 17 I tv f_ c I 6 S 4 �o 0 1M-2.5x4 M-1.5x4 M-2.5x4 � 0 I I I 1 1 1 5-00 5-00 y 1-00 1 10-00 1 1-00 1 \c�.\(�`NG,P E��cS'cS/O :9782PE ��. JOB NAME: DR NORTON PLAN 2685-A- D4 Scale: 0.4822 r WARNINGS: GENERAL NOlE3, unless otherwise noted: VEGON Truss: D4 1.Bdld.and erection contactor should be advised of al General Notes 1.This dnlgn b bead any upon the p°nm°tent shown end Is for an lndMdtel •ss and Winnings before construction oommenas. bolding component.Applicability of design parameters and pryer IA Incorporation of �1; �AlR T 15 v 2.2a4 compmsbn web betlng mud be Imlelled when shown•. ncoTo pond is the responsibility of the buWrg designer. 3.Additional 2.DesignndCt1manes the top end bottom Monis to be 000,s braced et mporary bednpfo Mauro Mabel),dudrg mi,edrg0 2o.e.and N 15 c.c.Cod,.opb unless bread throughod Ask leMth by is a resporndb.h of the erector.Additional permanentnb acing of continuous sheathing such as plywood healhi ter.9,ndtor dywwgBC). p w U L ��� DATE: 3/6/2016 die Quem entente le the mpunsbllly of the building designer. 3.2a Impact bddgkg or lateral bracing required where Mown 44 H SEQ.: K1784867 4.No load should be tippled to any component telaMralbedngand 4.'Megaton of truss ithe responsibility ofthe respective contractor. /selene,nt ere complete and at no One should any bads greeter then 5.Design assumes trusses ere to be meed foe tenaons0Ne environment, TRANS ID: LINK design loads b ads be applied any component and are for'ary nonditloe'ofue.. ful 5.Ceepolms hes no control oar and assunesno responsibl ty tee the 13.°^ ^assumeshe•�"g at al^I ^ds Mown.Balm or wedge A EXPIRES: 12/31/2016 fabrication,handling,shipment and tretelalbom n°copone to mammary. 6.ibis design Y funtpned subject to Are WnIaliora set font 8.Metes Mel assumesadequate oss le M' 8.pteeodnddo baa caner wsof vw and placed aotheir anter ' March 7,2016 7pWVECA In BC51,ogles of which wO be furnished upon requeq. Anes coincide with)ohaanter Iran. Trua Software 7.8.7SP2 1L-E B.Digits Indicate Nee of pate it Inches.Mitek USA,Irc Kompu ( ) 10.For basic connector plate design values see ESR-1311,ESR-15138(MOck) _-J This design prepared from computer input by ISI GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF(1168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-55) 6 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ•IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -39/ 298V -10/ 38H 5.50" 0.48 DF ( 625) 1'- 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 1;7' 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" li 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 -,. Wind: 120 mph, h=16.8ft, 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. N O tC O .-I ol'- I V � 0 J k4 1 M-2^5x4 1 J''' y l (PROVIDE FULL1BCM6ING;Jts:2,3,4 j 2-00 �,�Ep PROFFs �s° �NGI NEkI9 `s/O �, 2 `z :9782PE �r JOB NAME: DR NORTON PLAN 2685-A - J1 Scale: 0.9705 f WARNINGS: GENERAL NOIRE. unless omerwbe noted G 1. and emotion contractor should be advised of at General Notes t.7116 design 6 bawd only upon the parameters shown and Is for an indMdwl 9 OREGON �� Truss: J1 and Warnings before construction commences. building eomponerd.Applicability of design parameters and proper _!Ay /� (�Q 2.254 mmprewlen web treeing root be Mailed where shown+. Incorporation of component 6 the responsibility of building designer. `�9A 4/'1 RY '0 (/ T. 3.Addtbnet temporary booing o moue stability during construction 2.Design assumes fro top and bottom chords to be laterally bated at *the reewnefoaM of the erector.Additional permanent bredng of contin7 a.c.and at IS o.e.neapedNpl unless braced throughouttheird,9lenpm by t� DATE: 3/6/2016 j the oventa strumae I the response/MN of the designer. lslep. bilging or lae"'°plyrp re'MatMhere Atompraywalggc>. R\ "g alt r 3.2s Impaa bMging or learal bracing required where shown.. �'A U L SEQ.: K17848 6 8 4-No bed should be applied to any component until alter all bradng and 4.Installation of trues 6 tis responsibility of the respective contractor. fasteners are complete and at no time should any beds greater men S.Design assumes busses are to be used Inanon-corrosive environment, TRANS ID: LINK desgnReds b appeal to any component. ane.refor tlry otb.e^grow. S.CanpuTrue has a cantor over and Comm..aames no respone:Ally for the 8.Design assumes M1ra wrkg et supports shown.Shin:or wedge If EXPIRES: 12/31/2016 nea9wry. fabrication,landing.shipment end installation of components. 7.Design assures adequate dreiregs I proeded. March s�l ,2016 8.TN.design 6 vanished subject to the MMaam wt forth by 8.Pates shag be Mated on both fears of truss,end placed w BOB anter 7PIMITCA In BCS1,melee of stem will be hanishad upon request lines mkldde with MIA center linea. MtTek USA,InalQo Tfus Sgllw�e 9.Digits Indicate eke of pate In Mnes. rept 7.6.73P2 1 L-E( ) to.For basic connector plate design values see ESR-7371,ESR-I568(Mock) � I Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 43 1 3j4 Center plate on joint unless x,y b-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 EMIR Dimensions are in ft-in-sixteenths. lilik. 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. o x/16 C1ilikk\- 2 C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves _ j may require bracing,or alternative Tor I O Q bracing should be considered. r ip U 3. Never exceed the design loading shown and never a0 aU stack materials on inadequately braced trusses. For 4 x 2 orientation,locate O 4. Provide copies of this truss design to the building 0-'t BOTTOM CHORDS designer,erection supervisor,property owner and platesfrom outsideall other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY N i 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/IPI 1. NUMBERS/LETTERS. software or upon request. I 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular to slots.Second dimension is ESR 1311,ESR-1352,ESR 1988 responsibility 10.Camber is a non-structural consideration and is the of truss fabricator.General practice is to ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: iin all respects,equal to or better than that i�4400P Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS 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 instated,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates jointMilamaiin ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. g 17.Install and load vertically unless indicated otherwise. _� Min size shown is for crushing only. MO e 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 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, e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, IN/hie lk ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1 Standard Gable End Detail ST-GE120-SP MiTek USA,Inc. Page 1 of 2 �� ® -- \ J i Typical_x4 L-Brace Nailed To S V 2x Verticals W/10d Nails,6"o.c. Vertical Stud - _ ,, .. -,ry (4)-t6d Common \ DIAGONAL Vertical Stud Wire Nails BgACE o / — ---- -�/ ID \\1,. 16d Common MiTek USA,Inc. /—_ Wire Nails SECTION B-B _� ����� Spaced 6"o.c. DIAGONAL BRACE /i fad I. DIAGONAL 4'4r 0.C.MAX _ • _ (2)-10d Commoner ---2x6 Stud or Wire Nails into 2x6 `A - 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. S•� Typical Horizontal Brace diiI NailedTo2x_Verticals � 12 SECTION A-A 2x4 w/(4)-10d Common Nails ;;ems '':1---..2 -� Varies to Common Truss �* PROVIDE 2x4 BLOCKING BETWEEN THE FIRST 6nr Vii����AV%A'igriry��lz��iir ii�, SEE INDIVIDUAL MITEK ENGINEERING ' DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING / AIIIIIII TO TRUSSES WITH(2)-10d NAILS AT EACH END. *!" \ ATTACH DIAGONAL BRACE TO BLOCKING WITH I- Il \ , 3x4 (5)-10d COMMON WIRE NAILS. _oto B i B �.s (4)-8d NAILS MINIMUM,PLYWOOD 1 rim ArAr/1j�Ar/I/ / ///// `--,„, SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer \\ / Refer to Section A-A to Section B-B "24"Max Roof Sheathing--- N1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (,11111111111M _ = —' - �''`N 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1,_3" p�y WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. V-3 (2)-1 ,_.� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / i�♦ ,/(2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / i' BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF tOd NAILS SPACED 6"O.C. • 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF di %Trus• s 0 24" U.C. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A , Iff' 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 0 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. D\ /. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /M DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace I /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 1/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 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 (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACE BRACES AT • Stud Size Spacing Brace L-Brace L-Brace 1/3 POINTS Species i 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 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails Bin 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 MW FRS.