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Plans (378)
y 3 12o16--cos // 15L11/ bu 40 e 0 o a. RECEIVED t\inV 15 ?016 CITY OF TIGARD BUILDING DIVISION :,.. $j �- D.R. HORTON PLAN 2685 "Bit) 20 Lu J /;� mCC1 Q GARAGE LEFT O 0 2ND FLOOR MONOS 0 co q 04 O 0 z ,r) FA &U LUS2¢a� 7/12 PITCH 1-0 O.H. =NI IN =MI 11 9/12 PITCH UPPER FRONT NO O.H. 5/12 PITCH (FRONT FACING GABLES 1-0 0 Or ��� 25# SNOW �R _ObR SCISSORS z COMP 6 FLAT SPOT co q 0 mr .N CGLING wTr o )I a a OM CD L11 j C.C..,,D 9/12 J�/ z ARIEL TRUSS CO INC. Ell 360 574-7333 Cal NDF .►•" •' OS 0 a ( ) CD 0 _�— �� _ ► z O o DRAWN BY: 2 lit 01 KEVIN LENDE ' •UTC 2-MEMBER GIRER a4 Wit► 2+0 41111.1 ! I 1 I NO O.H. �� l III I-,_ . I R/S A pi GA. 71" SPAN UP•ER AC 1_00_00 ?s-oo-oo 0 JACKS LOWER SPAN 5/12 2-0 JACKS L00- 6-06-00 5/12 SPAN 10-00-00 , SPAN I ,4 Li___ 0 Wye ti- . S LA)S4cr /„rj .. D.R. HORTON �`j'' • PLAN 2685 "B'/j) z -.10 w Q CO m GARAGE RIGHT CO 6 /^ 2ND FLOOR MONO- ;) 6 Z Z 6` Z A 4,113 1 ,'I 2 . _ I7,2 7/12 PITCH 1-0 O.H. z { 1� 3RD FLOOR SCISSs '` 9/12 PITCH UPPER FRONT NO O.H. - �- S 5/12 PITCH (FRONT FACING GABLES 1 0 O.H. g 1-6 FLAT SPOT o 25#SNOW $o o IN COILING Ile 't COMP q co w G. a. a. 9(12 1 I w z m 19/12 G °° GZ� a Q 2/`ID FL��"" � ONO'. � C7 ARIEL TRUSS CO INC. 6.- O p • (360) 574-7333 z0 0� .: . �..I� �io DRAWN BY: 2 -I -' 0 2-MEMBER GIRDE'4 P 2 4111 KEVIN LENDE 2-00-00 1-0�� -a I� 1 S AN UPPER JACKS 1-0 JACKS LOWER ari 28-00-00 5/12 SPAN 16-06-00 00 0 JACKS LOWER SPAN 5/12 10-00-00 SPAN A-t t,.. O Z '\-►Lne S ,\ MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 2685-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1784869 thru K1784882 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. �(( O PR 046, <5 OGINI: •#9. >a 89782PE 9c s 5,y OREGON 5)",- 9gir PAUL R\ '�� rt• • ".31/2016 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. MiTek6 MITek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 2685-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1784869 thru K1784882 My license renewal date for the state of Washington is December 20,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4PAUL .qtr 0-v WAsc , '0 44.IS9T 0 �� s S �AS40 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 #1813TR LOAD DURATION INCREASE = 1.15 1-2=(-1469) 92 1-6=(-54) 1159 2-6=1-256) 131 BC: 2x9 OF#16BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2-3=(-1168) 21 6-7=( 0) 923 3-6=( 0) 485 3-4=(-1625) 0 7-5=(-94) 1826 3-7=1 0) 807 LOADING 4-5=(-2098) 126 7-9=1-419) 179 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" -16/ 770V -94/ 92H 5.50" 1.23 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 18'- 4.0" -15/ 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.082^ @ 13'- 3.0^ Allowed = 0.871" MAX TL CREEP DEFL = -0.180" 8 9'- 11.0^ Allowed = 1.161^ MAX HORIZ. LL DEFL = 0.074" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.118" @ 17'- 10.5" Wind: 120 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00-01 10-03-15 load duration factor-1.6, T 4' '( Truss designed for wind loads 4-04-09 3-07-08 5-02-01 5-01-14 in the plane of the truss only. T T 4 - 4 4' 12 9.00 MHS-5x6 12 3 7.00 P M-1.5x4 ��```D PROF`t��f 2 M 1.5x9 ��Ca`�1,i,GI N EF9 <9 -iIIIIIMMIIIIImm1____ 4t- 89782PE r" 6 7 MHS-5x12 MHS-5x6 M-2.5x4 M-2.5x6 9 OREGON ��``' r ce t 9,4 �'9RY ' ' k., 1`' =5 PA UL!- ,ANI it d 4.00 4.00 m.. 12 12 EXPIRES: 12/31/2016 y i ), y 8-05 1-06 8-05 y 18-04 ?AUL.kt V JOB NAME: DR HORTON PLAN 2685-B - Al Scale: 0.3108 / / ','1.� �' .'AF . • WARNMOg: GENERAL NOTES, urticas otherwise noted: 1.Wader and erection contractor should be advised sled General Nobs 1.This design is bawd only upon the parameters shown and Is for an b dykluel Truss: Al and Warnings before construction commences. bulldog component.A ppftd 818 of weigh parameters and paper ," 2.2r4 compression web brsdrg must be Wailed where shown 4. incorporation of component is the responsibility to of the building designer. -,If 3.Additional temporary bndigte enure siaNmy during construction 2.Design assumes the top and bottom *ion te d rabidity throughout at !, yd Is time responsibility of the made,.Additional pemlaneM boding o/ 7o.c,eM et 70 o.c respectively so plywood unless breadthoughoul tints length by j •� 51976 4y4y DATE: 3/6/2016 the wand structure is the rsapmruroNy of the wild de continuous sheathing such ss pywood oOnd w g(TC)ander drywati(HC). QA building W^°r. 3.Ir Impact bridging or latent bracing required where shown++ +� �orsT'ER ,' SEQ.: E1784869 4.No bad should be applied b any component uG after se brackg and 4,ietalatfon of truss is the nspombilly of me respective amnotor. "CC(� fasteners are complete and at no time should any beds greater than 5.Design assumes trusses ere to be used m a non-corrosive environment, s�l '�� TRANS ID: LINK design loads be applied to any component. end are for dya alio lose. ONALE 5.CompuTne has no control over and assumes no responsibility for Be S.Design assumea M bearing at all aupporb shown.SNm or wedge if fabrication,bending,shipment and installation of components. neoas®ry' me 8.This design b mmished aspect to 8,e Ilmlahena wt forth7.Design assures edagwb drainage is podded. ! by 8.Pimashalbelcatedonboth acsea/trues,aMpisadwtieiraMer March 7,2016 TPIANTCA in BCSI,copse ofwled,will be furnished upon request. Imes aemdde wNhJoint anter les. 9.FortisDon alae of piste In inches. Wel(USA,InelCornpwTtua Software 7.6.7-SP2(1L)-E t0.For bas01 ic connector prate Mato galas ase ESR-1311,E08•1985(Wok) 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: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-1469) 92 1-6=(-54) 1154 2-6=(-256) 131 BC: 2x4 DF #1OBTR SPACED 24.0" O.C. 2-3=(-1168) 21 6-7=( 0) 923 3-6=( 0) 485 WEBS: 2x4 DF STAND 3-4=(-1625) 0 7-5=(-99) 1826 3-7=1 0) 807 LOADING 4-5=(-2098) 126 7-4=(-419) 179 IC 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) M-1.5x4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -16/ 770V -94/ 92H 5.50" 1.23 DF ( 625) Vertical members (uon). Cs=1, Ce=1, Ct=1.1, I=1 18'- 4.0" -15/ 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 ANDMAX LL DEFL= -0.082" @ 13'- 3.0" Allowed = 0.871" BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.180" @ 9'- 11.0" Allowed = 1.161" MAX HORIZ. LL DEFL = 0.074" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.118" @ 17'- 10.5" Wind: 120 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),. 8-00-01 10-03-15 load duration factor=1.6, '( '( Truss designed for wind loads 4-04-09 3-07-08 5-04-15 4-11 in the plane of the truss only. 12 12 9.00 !7 MHS 35x6 Q7 00 v,_ EOPRQp 14-1.5x4 2 ( M-1.5x9 ��<t' •-C" `�<O2 R --r.6o 11 89782PE �C'. �5 6� 6 7 MHS-5x12 MHS-5x6 M-2.5x4 M-z.5x6 .j',�/`OREGON „N. Q„ r m of 1•..... -_-5 O I 1 0 d 4.00 4.00 - ' 12 12 EXPIRES: 12/31/2016 1 y ), y 8-05 1-06 8-05 v y 18-04 ?AUL ltt v i" -. C6 I I ' JOB NAME: DR HORTON PLAN 2685-B -Al Scale: 0.3108 �, _-� . WARNINGS: GENERAL NOTES, unless otherwise three: 1.Bolder end eredbn contractor should be advised of s0 General Notes 1.This design is based only upon the parameters shown and is for an Individual !, Truss: A2 and Warnings before construction commences. building component Appll eMlly of design parameters and proper 2.204 compression web brook's must be blYelMd Mare shown.. bworporetbn of component Is the responsibility MSM building designer. +'('. S.Adtllbnel temporary bracing b insure GOER during m ing natruction 2.Design assumes the top and bottom chords to be Warmly braced at - 2'o.0.end at IS 0.5 respectively unless braced throughout eros length by la the reepon.baay of Pre erector.Additional permenentbrsdng at �+ .,� 51976 let continuous steaming wah as plywood sheathing(TC)andfor drywaRBC). OA AC DATE: 3/6/2016 j the averse structure isthe responsblity of 0M building designer. B.24 Impact bridging or Sterol bredng required where shown.. j js++" SEQ.: K17 8 4 8 7 0 j 4.No tad should be applied b any component until after all bradng and 4.Installation of trust is the reeponsibility of the respective contractor. j CSS .StICI fasteners are mmpbte and et no time should any loads greater than 5.Dealgn assumes hums are to be used lea non-corrosive emlronmeM. ( IONAL applied any component. and are Redly casinos.of use. design loads a TRANS ID: LINK B.Design assumes MI bearing at all supports shown.sem or wedges 5.CompuTms hes no control over and cease.,no regorobloy for the necostsry fabrication,bending,shipment and lrreisPNlen of components. 7.Design assumes adequate drainage is provided. March 7,2016 6.This design is furnished.bled to the IMatllons set forth by B.Gees shall be located on both Sees of buss,and placed so their center TPIM/TCA In SCSI,copies of which will be bowled upon request. lana cos ids 0,15,OW center Ines. 9.Digts indicate We of plate M Inches Wel(USA,Inc./CompuTnta Software 7.6.7SP2 1L)4= 1 For bask connector ont Aar piste design values sea ESR-1311,ESR•1988(MITeq This design prepared from computer input by 1 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-65) 585 6-3=1 0) 359 BC: 2x4 DF $t1&BTR SPACED 24.0" O.C. 2-3=)-788) 0 6-7=(-66) 582 3-7=(-701) 80 WEBS: 2x9 DF STAND 3-4=(-191) 36 7-9=(-195) 63 LOADING 4-5=( -11) 0 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 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 1OPSF LIVE LOAD. TOP 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 = -0.071" @ 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" 1' 1' '(-1 12 7.00 M-1.5x9 4 5 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ori only left end vertical is exposed to wind, � Truss designed for wind loads in the plane of the truss only. I M-2.5x4 ! � �Ep PR©pk.c., 3 r .- � �5 �NGINeF,9 yQ 89782 PE ��' S+ OREGON N, 1. O "�q 1:1"4/ I,A6 Z(4�- PAUl O 6 T 4 o j M-2.5x4 M-1.5x4 M-2.5x4 EXPIRES: 12/31/2016 7-10-03 7-05-13 r ), 1-00 15-04 y ?AUL p,„ JOB NAME: DR HORTON PLAN 2685-B - Bl • ' 0�''1'7' , ' Scale: 0.2907 ff f,'•- C, • V r/�. WARNINGS: GENERALNOTES, unlees alMewte noted: ' - Trus s B 1 1.Wider and erection contractor should be advised ora!General Nobs 1.Tide design is beeed only upon the parameters shown and is ler an individual and Warnings before construction commences. building component.Applicability ` papal NO r design pay of the and Proper 9 2.2i4 compression web bract's must be installed when Now"., incorponlbn ofcomparen%tle rosparelbieine buldrg egtdesigner. 3.Additional temporary bracing b insure NeMtiry during conetructbn 2.Design assumes the top and orgybottom dards to be laterally braced et `1S� ,. is the responsibility of the erector.Adallbnal permanent a.drg 01 2'este ens et 10 0.0.respectively unless braced throughout their length by + p 51976 w'� DATE: 3/6/2016 i te overall structure N the orae bo 20Iep continuous sheathing sod,as plywood aheamlgi7C)and/or drywal(8C). 'f 4.No badWeotd be responsibility h tnuildsftenellown r 3.Ir Impact bridghe or lateral braining required when shown++ O �GIS'1 i+� SEQ.: K1784871 dreg and 4.Inanlationofwwtend responsibility ofthe respective contractor. n fasteners an complete and N no time Mould any loads greeter than 5.Design assumes trusses are to be used Ina nonaonoele environment, VS IO � TRANS ID: LINK deign wedsbeeppiwhanycomponent aare for•drycondition.ofuse. NAL 5.Colman%has no control over end assumes no responsibility ler the 6.Dssipn assunesMbeslMPet all supports shown.Stem or wedge If febMtlon,Molting.sh mammary Ipment and inahlation of components. 7.Design assumes adequate drainage is provided. March 16+ t This design%furnished subject totie limitationssetforth by B.Plates shall be beefed on both Tacos of truss,end placed so their earlier 7r201V TPPNffCA In SCSI,Copes of which WO be furnished upon request. tines comdde who IoM enter Ones. 9.Digits Indicate size estate In miles. MTek USA,IneiCornpuTnte Software 7.8.7SP2(IL)-E 10.Fm bask connecter pleb design values see ESR-1311,ESR-1888(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: 2x4 DF#1SBTR LOAD DURATION INCREASE = 1.15 1- 2") 0) 57 2- 6=(-56) 606 3- 6=(-499) 174 10-11=) 0) 99 BC: 2x4 DF#16BTR SPACED 24.0" O.C. 2- 3=(-813) 0 6- 9=( -2) 112 6- 7=( -86) 806 11-13=( -44) 1 WEBS: 2x4 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)+0L( 7.0) ON TOP CHORD= 32.0 PSF 7- 4=) -62) 868 BC LATERAL SUPPORT <= 12"OC. UON. 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 DF ( 625) 15'- 4.0" -40/ 687V 0/ OH 2.00" 1.10 DF ( 625) Unbalanced live loads have been ADDL: BC CONC LL+DL= 62.5 LBS @ 12'- 6.0" considered for this design. . 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 IL 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 f 1. T� Wind: 120 mph, h=20.Eft, 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=1.6, Only left end vertical is exposed to wind, 0 Truss designed for wind loads in the plane of the truss only. Ss M-1.5x93 .' \(�„IN� . /O 44 -17 1� 'k. 89782PE r' I 1 M-2$5x4 11 -5'4,4/OREGON �.- , . A ""§3-2.5x4 9i4 'QRY 16 l�,Q o ..-I 1 ;t ir p UL Ria 6 9 0 1 6 9 10 X12 to M-2.5x4 M-4x6 M-2.5x6 M-2.5x6 �I M-2.5x9M-2.5x6 II EXPIRES: 12/31/2016 M-2.5x4 b 1' l 1 ♦�z.so# k,t, 7-11-15 0-11-022-00-05 1-09-14 2-01-120-05 J, - ), yAUL pl. 1-00 15-04 v�,, 4,0V WASIN, qx JOB NAME: DR HORTON PLAN 2685-B - 82 Scale: 0.2560 ...... .2560 `Fv" .4' 0� WARNINGS: GENERAL NOTES. unless otheiwleo noted: ,/+ ` • 1.Builder and erection contractor ehoub be advised of al General Notes 1.TM tlnlgn is based only Won the pe ceehn shown and N for an Individual Truss: B2 i and Mang'before construction cammeneee. building component Applicability of design parameters and propel 7 2.244 mmprafsion web brodng must be installed where shown.. 2.ashy naabaaunmoa' hep M bottomchards to bomponent Is the responsibility e steroly bread at designer.he bad*g 'I'd ' �y 3.AddibrrNanbmxy bracing to Insure stabilty during construction "� Mase responsibility alms aedor.Additional seamed bracing of 7 o.e.and at 19 a.4:.respectively unless braced throughout their length by rig 51976 W DATE: 3/6/2016 the overall structure*me continuoussheathingor auetlbpywoaei,.dmp(fc) pan.ndfor diywal(ec). `�.LJ ,S JI. no.sy component of the budding das ssin 3.In Impact bridging or Metal bracing required when clown.. CIS 1 D'' 4.No bad should be applied to any compone t until abr all bracing and 4.Itetalletbn dams is the respomIblity of the respective contractor.SEQ.: K17B4872 fasteners am compete and at no time should any bade greater man 5.Design manes leasssan to be used in a mm-corrosive environment. SaS'jONAp .' � design bads be applied any component. and era bsone con4Wbn•of use. t4L TRANS ID: LINK 6.Design assumes full bearing at al supporta shown.Shim or wedge if 5.Comdata has co control over anti assures no responsibility for the netessory fabrication,handling,.Moment end bWa atbn of components. 7.Design assumes adequate drainage is provided. March !,2016 6.This design*furnished suged to the limitations sat forth by 6.Plates shall be located on both fates of trues,and pieced so mete carter TPINWTCA In SCSI,copies of which will be furnished upon meat. lines mholde with)cid center lines. MITek USA,Ine.ICompuTrus Software 7.6.7-SP2 1L 0 E Digits sicdceta acop lata*e1*thea. 10.For blab connector p**design values see EBR-1311,8212-1988 gMTeN) J r , This design prepared from computer input by GREG AR/EL 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 #16BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), BC: 2x4 DF#163TR SPACED 24.0" O.C. load duration factor=1.6, p Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. DON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 POE 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 I f 7.00 it r O I I' I 77 � Ial ,c ,4' „.c...• P R,_ Qp �NGIINFR i� ii �� 89782PE vc i 2 sy OREGON 4;3,4' I ` PA UL O 9 M-2.5x9 EXPIRES: 12/31/2016 y • Y 1-00 15-04 �p PAUL 4,,�4,"og WAS. +Q, JOB NAME: DR NORTON PLAN 2635-B - B3 Scale: 0.9019 �h� r704). WARNMOS: GENERAL NOTES, unless sthwcsse nobs: �j�F / I.BUINer end erection contractor should be advised elan General Notes 1.Tide design Is basad any upon the parameters shown and is for an individual ! • Truss: B3 and wanangs before construction commences. bolding onnt ilhyrtdesign parameters and ginger 2.284 compression web Miming must be installed where shown a. incorporation ofcempenent b the responsibility of the building Malgner, s 3.Addnbnel bmporery hrackp to insure stability during construction2.Design assumes the tip and bottom chorda to be Mandy bracedrt YO9744"*he reeporreBley orb.erector.Additional pasn.nent bracing Si 7 oz.end et 19 d.G braced throughout Eek lengthby '� 517/6. •cri mmhuou sheathing such ch an as plywood unless braced eheammg(7C)endless drywa1(BC). DATE: 3/6/2016 the ewai structure Is me mponsn rof the bdalog designer. 3.2x Impact bridging or Metal bradng required when shown.. 0,00.: n�`iI$j$� SEQ.: K1784873 4. bb No ad Mould be applled any compig onent until alter an bracing and 4.Imtallmbn&trues le the respenendNne y of the respective eontler. Fasteners ere complete and at no time should any bade greater men 5.Design assumes busses are b be used Ina non-corrosive environment, s`•113.14A10 G and are br'dry condnbn"of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes MI bearing at en supports o .Mint an wedge 5.Cprryulis hes no control over end maw.no responsibilityfertlronecessary. talabnon,handing.shipment and installation of components. 7.Design assumes adequate drainage a provided. March 7,2016 6.This design a furnished Wiled to the limitations set term by 6.Plates shall be located on both feces eftrues,and placed so their center 1711M/ICA In SCSI,copss e/whbh will be fumlehed upon request. NeecaewNe with joint center Ines 9.Digits Indicate etre MITek USA,IncfCompule a Software 7.6.7-SP2(1 L}E no.For boats connector design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 10.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-596) 0 1-5=(-63) 359 5-2=( 0) 281 BC: 2x9 DF 614BTR SPACED 24.0" O.C. 2-3=(-130) 36 5-6=(-64) 357 2-6=(-475) 86 WEBS: 2x9 DF STAND 3-4-( -13) 0 6-3=(-150) 60 LOADING 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/ 989V -77/ 196N 2.00" 0.78 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) il'- 10.8" -89/ 511V 0/ OH 2.00" 0.82 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 = -0.006" @ 6'- 1.6" Allowed = 0.578^ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.092" @ 2'- 8.2" Allowed = 0.694" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= 0.003" @ 11'- 5.8" MAX HORIZ. TL DEFL = 0.005" @ 11'- 5.8" 6-02-11 5-04-14 0-03-04 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'f- 1' 'f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, M-1.5x43 left end vertical is exposed to wind, 9.00 [273 4 -> Truss designed for wind loads 7 in the plane of the truss only. Ii M-2.5x4 ,i1/4Ep PRQp al s +I <0 �NGIN��9 /�2 ON 89782PE 9r I � I Yy OREGON 0,`o Q, 1 11 q,4 �qRY -% .`:ik, i oe - PAUL Ck\J r 0 KWI - cm JJ 5 6 ." IM-2.5x4 M-1.5x4 M-2.5x4 EXPIRES: 12/31/2016 y J y 6-00-15 5-09-14 y 11-10-13 ?AUL pr, • 04 WAST �`Y JOB NAME: DR NORTON PLAN 2685-8 - Cl 'Wc'O Scale: 0.2938 , r f.-- 'Le WARNINGS: GENERAL NOTES, unless otherwise noted: • 1.Builder end erection contractor should be advised of al General Nods 1.This design Is based only upon the pammetem shown end Is or an Individual Me Truss: Cl and Warnings before coMmctIon commences. building component.Appliadlfy of design parameters and proper .7t' 2.2a4 compressionweb bred,g must be installed where shown.. incorporation of component Is the rrelwnstdlN of the bthWnp asagner. :�,, 3.Additional dmponey bmdng d Mare stabile),during construction 2.Design assumes the top end bottom chorda d be laterally hraced N '�j �, Is the responsibility Ortho erector.Aadtlonsi permanent liming of 2'bac.and at 10 o.c.respectively unless braced(TC)and/or out der length by it' 4,„51976 'QT DATE: 3/6/2016 ateovemistructure klhsresponsidityofthebWkNgdecigner. aMnpsIbninuous hn8%orauchespywgreuiredmeresho,0..wall(BC). O Q 3.2a Impact bridging or lateral bracing required when shown++ i �5.1 D'- SEQ.: K1784874 4.No load should be applied to anyaomponem until atm.!'bradng and 4.indaldtlw,of truss is the numormAMki ohne remedies contractorC r �' fasteners are complete and at no Ona should soy Reds greater Son 5.Deleon Resumes Metres are o be used m e nonconalvs environment SSrONA.L G TRANS ID: LINK design loads be applied o any component. 6.a nd�;`aw„dr;til'Ibn.nS•o sl.R supports shown.Shim or wedge !1 5.GempuTw Ma no control over and assumes no responsibility for the 1eamay fabrication,handling,shipment and irebl.ton of components. 7.Design assumes adequate drainage is provided. March 7,2016 6.This design Is Wished subject to the limitation set!Orth by 8.Pada shell be Rated on both faces of huts,and placed so thehcenter TPIIWICA M SCSI,codas ofwhih wit M furnished upon request. Ones colndde with)olnt center Ones. 8.Dlgb Indkste Ma of plate In Mines. Mirek USA,InciCompuTrus Software 7.6.7SP2(1 L)-E 10.For beak conned°,prate design vanes sae ESR-1311,EDR•1O88(MUek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'– 10.8" 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: 2x4 DF#16BTR SPACED 24.0" O.C. load duration factor-1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF 2 –/ TOTAL LOAD= 42.0 PSF able end truss on continuous bearing wall UON. i M-1x2 or equal typical at stud verticals. I Snow: ASCE 7-10, 25 POE'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 LOPS£LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 12 9.00 V I I I ( I at 0 1 M 4, i 1 I I I, CEO PR Oic ten, NGIEFq siop 89782PE -9v 4.-7 OREGON 4,o f- i I 9,9� Y 1 R\NI AUL O 3 EXPIRES: 12/31/2016 M-3x4 )• y 11-10-13 • • .01 WAS/ . "11 JOB NAME: DR HORTON PLAN 2685–B – C2 Scale: 0.4592 / .�" X94 "/0�a:. WARNINGS: OINNRAL NO1ES, unless other.'noted: • 1.Builder and erection contractor should be advised orae General Notes 1.Thle h deeMn based only upon Me parameters shown and Is for en individual ' Truss: C2 end Warnings before construcMn commences. building componem.Apd'bflty of design parameters and proper 2.2e4 comp,aesbn web bracing must be installed where shown.. Incorporstlon arcompomd left.mspomldMy of the building designer. �' 3.Additions!temporsry bracing to More stability during construction 2.Design assumes IM ne and bottom chordsbraced to M laterally braced ann9e,by '��, .��51976 Qj� .the reeoormbISY o/tM Mdor.Addleonal pemwaM bndng of s e.o.and H 1C Ac.such unless bread throughout then le DATE: 3/6/2016 iM Dusan structure Is theofew bulla designer. continuous aneethon mho es plywood dn.d nb(TC)arbor dywal98C). .,��e� responsibility Ing sig 3.2s Impact bridging or lateral bracing required where Wenn b. GFS l n>' ,sti 4.No bed shout,a applied to any component until after all bracing and 4.Installation or truss Is the responsibility o1 the respective contractor. SEQ.: K17 8 4 8 7 5 fasteners are=Mate and at no time should any toads greater then 5.Design assumes Imseea am to be used In a nomarms.envimnmem. SSIONAL V TRANS ID: LINK design loads be applied to any amPenem and an for My condition.booorae. 5.CompuTrus Mem corhal over and sesames no!responsibility for the 8.Design assumes Nl eadrgrtat salmons sham.M.or.sepal aasssy fabrication,handing.shipment*.installation or components 6.7hb design is furnished subject to the limitations set foe T.Pates assumes orb.,ate fele leprous,end. March 7,2016 by B.Ales canals bated oeboth hasor�r�m,ane placed so mea Amar TPIANTCA b SCSI,copleea/whknwit be furnished upon rsqueet. lines coincide with fold Amer Imes. 5.Dills indicate she of plate In Inches. MITek USA,Inc.(CompuTMs Software 7.8.7-SP2(1L)-E 10.For basic comedo,plat,design values see ESR-1311,ESR-1988(HIrek) I — I This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 11-10-13 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 42 2-10=(-536) 7040 3-10=( -144) 142 BC: 2x6 DF SS 2- 3=(-7758) 632 10-11=(-434) 6066 10- 4=( -126) 1968 WEBS: 2x4 DF STAND LOADING 3- 4=(-7592) 622 11-12=(-434) 6066 4-11=(-1802) 176 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-5220) 462 12- 8=(-536) 7040 11- 5=( -302) 3724 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 5- 6=(-5220) 462 11- 6=(-1802) 176 BC LATERAL SUPPORT <= 12^OC. DON. 6- 7=(-7592) 622 6-12=( -126) 1968 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 28'- 0.0" V 7- 8=(-7758) 632 12- 7=( -144) 142 OVERHANGS: 12.0" 12.0" BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 28'- 0.0" V 8- 9=( 0) 42 BC DNIF LL( 123.8)+DL( 84.2)= 207.9 PLF 0'- 0.0" TO 28'- 0.0" V M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (oon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -356/ 4201V -76/ 76H 5.50" 6.72 DF ( 625) IT 2, 8: Heel to plate corner = 3.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 28'- 0.0" -356/ 4201V 0/ OH 5.50" 6.72 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9^ oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) 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= -0.151" @ 14'- 0.0" Allowed = 1.354" MAX TL CREEP DEFL= -0.356" @ 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 = 0.041" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.068" @ 27'- 6.5" Wind: 120 mph, h=19.1ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 14-00 14-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ! --- --/ load duration factor=1.6, Truss designed for wind 1• 5-04-02 4-03-01 4-04-13 4-04-13 4-03-01 5-04-02 -�,rap P R Q FS ,--- ,I- T A ,r -. T in the plane of the tr �c1 12 ° 5.00 M-4x6 12 M-2.5x4 or equal - � Eti olid ago • /� 5.00 54'0 `- 89782PE �I- M-2.5x6 dig 1 3 3" M-2.5x6 9 jI F,y/OREGON2o^``' M-1.5x4 / I M-1.5x9 / /v. 9,4 '4RY iS k,<Z' kp U �\J MHS-5x12 **. �� I MHS-5x12 A L �� ooay a " .5 ** _**10*** * 11 12 o EXPIRES; 12/31/2016 o o ***MHS-8x10+ -M-4x4 MHS-5x6(5) M-5x8 -M-4x4 0 J. **M-3x8+ y y - - J. - - y 7-06-08 6-05-08 6-05-08 7-06-08 > J, ___). TAUL DRI' 10-01 17-11 v-� 1-00 28-00 1-00 iiii A i o..�Q'j0 • JOB NAME: DR HORTON PLAN 2685-B - D1 Scale: 0.2091 V/!a WARNINGS: GENERALNOTES, uNessot8erxbenetee ` EN Truss: D1 .71 8.Wilder and erection oontrador should be advbad orad General Notes I.TN.design b based ony upon the parameters shown end is for.n InUldaal and wamtge before oonsbudbn ednmenees, building component Applbadllty of design parameters and proper 'Yid �'. �y 2.2r1 compression nab bracing mud be entailed when shown.. Incorporation of component b the ro.ponseW9 of me building dulgner. n 51976.0 [r."r ].Additional bmporary bra=g to than stability during construction 2.Design assumes me top and bottom chemist*be been*braved at ,,rr04.}�Q "1' Nth.rttpan.blb of Re erector.Additional permanent busing o/ � andetsheathing e.such„Nay unless Crated throughout their length by GjS'.EF^ DATE: 3/7/2016 the overall sods,.le me respen.baiy of the building plywg re fired where shownYerywad(ec>. SEQ.. K1784876 4.No load should bee applied g d•wacin 3.2xhoaeonofIn per lelerdbracingtyofthe amp a �. ,S'IO , pq rymapwrntradnaneraneraargaM 4.tmandlonata,obmerapotrcmnlyerm.r. s NAL fasteners are complete and at no Ilett should any bade greater than 5.Design assumes blues aro to be used In a nen-eonodve environment design bads be espied to any component. and are bray condllbn-atutt. TRANS ID: LINK 6.Design assumes fun bearigdanwpportsahwm.Shim orw•dg•if March 7,2016 5.Carthame has no control over and assumes no responsibility blithe fabd0580s,handling.shipment and bWOaton of component. Design*s d. 6.Thio design Ni furnished subied to the 0.505410,0 set NU 7.Oetes assumes adequate taoth Neonage is truss,provkla by e.Ebbs roti a lorded onbothfeces of truss,end pieced so their order TPINVICA In BOSI,copies of whorl wit be!wished upon request. lines coincide with Joint seder Wigs. values Wee USA,InefCompuTrus Software 7.6.75 TL 9.Digits Indicate doe of plats b in )-E fO.Formbaskconnector plate designvalues see ESR-13I 7,CSA-1989(Wek) i I This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0" INC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF#15BTR LOAD DURATION INCREASE = 1.15 1-2=(-1191) 54 1-7=(-15) 1038 2-7=(-332) 95 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2-3=( -895) 7 7-5=( -4) 1033 7-3=( 0) 466 LOADING 3-4=1 -895) 6 7-4=(-293) 83 4-5=(-1188) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5-6=( 0) 43 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 0.0" 12.0" 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" -8/ 692V -37/ 32H 5.50" 1.11 DF ( 625) 16'- 6.0" -36/ 815V 0/ OH 5.50" 1.30 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.030" @ 8'- 3.0" Allowed = 0.779" MAX TL CREEP DEFL = -0.070" @ 8'- 3.0" Allowed = 1.039" MAX LL DEFL = -0.002" @ 17'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.013" @ 16'- 0.5" MAX HORIZ. TL DEFL = 0.021" @ 16'- 0.5" Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-03 8-03 Truss designed for wind loads Jr in the plane of the truss only. 4-07-13 3-07-03 3-07-03 4-07-13 T -4 - T r 12 12 5.00 ALM-4x4 4 5.00 34.0" ((yt,.Eo P R oFFs6' ;g cNGiNEF9 /2 M-1.5x4 2 0" M-1.5x4 2 2 c� 89782PE 9I S'-'1'11/4,OREGON ooh k - - _ f� 9• q gRY i S Q.° .01R- - o M-2.5x4 7 5 I PAUL R\ M-3x8 M-2.5x4 o • _ EXPIRES: 12/31/2016 .: l y 8-03 8-03 y 16-06 y _� 1-00 • 40sv WAS JOB NAME: DR HORTON PLAN 2685-B - El - Scale: 0.3691 ♦/ /or-r.`1,, O WARNINGS: GENERAL NOTES, unless otMrwse noted / ay1 Truss: E 1 1.Builder end erection contractor should be advised Mail Oeneol Notes 1.This design*based onlydrofor upon b pametere shown and le IrMdual ` /! and Wemings before construction commences. bulptr,component.App lnsblSy of design peremetero and proper 2.2x4compessbn web bracing must be hotelier]where shown+. Incorporelbn of component*the responsibility of the building deeper. 3.Additional temperery bracing to means stability during construction 2.Design menace the top and ballon,donde to be laterally braced at yd is Me responsibility 011ie erodes.Additional permanent bracing of 2'o.c.and et 10 o.c cOne.prespectively unless bread throughout their length by A 51976 L'p ff DATE: 3/6/2016 the overall structure la Ms continuous sheathing such as plywood revered w (TC)ender drywell(SC). (:),t,T mponelbety of the building designer. 3.Zr Impad brldgkg or lateral bredng roQdred when shown 65 �GIST'f R' SEQ.: K1784877 4.No Md should be applied to arty Component until after aNbradrgand 4.Insteistlnnoftruss lathe mponsbillyoft erespectNeconbador. (�(1r fasteners are complete and N no erne should any loads greeter than 5.Design assumes Susses an I.be used In s noncorrosive environment, ss< �� TRANS ID: LINK design loads be appliedtoanycomponent end are In,dnyaneNon•otu50. 011j j,�" 5.CompuTua has no corbel over and assumes no responsibility for the e.Design assumes fact beefing N all support Mown,SNm Cr wedge If Deaeeary. fabrication.handling, pand aeaaatiun of components, deism/it N.This design a furnished sub}d to Bre IMmlatbns set forth by 7.Pestintudbe asted on drainage of truss, e.v*.ens.kbekc.tedonbdnmaeafwea.ndplaadanB.bamer March 7,2016 TPNVTCA in SCSI,copies ofWNdl MI be furnished upon request. Mea coincide with Joint anter rtes. Muck USA,IndJCorltpuTrus Software 7.8.75 1 L 9.DMaa indicate else of pate a Inches.10 Fm basic connector pate design values see ESR-1311.ESR-1966(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 43 2- 8=(0) 1031 3- 8=(-301) 83 BC: 2x9 DF#1&BTR SPACED 24.0" 0.C. 2- 3=(-1186) 42 8- 6=(0) 1031 8- 9=( 0) 463 WEBS: 2x4 DF STAND 3- 4=) -893) 0 8- 5=(-301) 83 LOADING 4- 5=( -893) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1186) 42 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=( 0) 43 TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -34/ 807V -37/ 37H 5.50" 1.29 DF ( 625) vertical members (assn). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 6.0" -34/ 807V 0/ OH 5.50" 1.29 DF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR TOPS£LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEF. = -0.030" @ 8'- 3.0^ Allowed = 0.779" MAX TL CREEP DEFL= -0.070" @ 8'- 3.0" Allowed = 1.039" MAX LL DEFL = -0.002" @ 17'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 17'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013" @ 16'- 0.5" MAX HORIZ. TL DEFL= 0.020" @ 16'- 0.5" Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-03 8-03 (All Heights), Enclosed, Cat.2, EXp.O, MWFRS(Dir), / / _ _ load duration factor=1.6, Truss designed for wind loads 4-07-13 3-07-03 3-07-03 4-07-13 in the plane of the truss only. f 1' 1' --,( 12 12 M-2.5x4 or equal at non-stru ..nal inlets. IIM-4x4 5.00 D ' 5.000 P R Qp k. 4' " Cti�` SA •C��GINE. `/ iIIIIIIIIII qy olis IIIIIi M-1.5x4 I 2./" M-1.5x4 4t- 89782PE r" I ! r 1 i i ' w I M-2.5x4 M-3x8 M-2.5x4 0 EXPIRES: 12/31/2016 / J' y 8-03 8-03 y * k 1 1-00 16-06 1-00 ?AUL kI Y� iiiveii, .v WASI4 f ..-C>. JOB NAME: DR HORTON PLAN 2685-B - E2 Scale: 0.3442 Xv WARNINGS: GENERAL NOTES, unless omenN.e noted: /' •_ 1.Builder and erection mntracer should be advised of e1 General Notes 1.This design B Meed only upon the parameters shown and is for an individual ' e co Truss: E2 and Warningsbermnecommon.sseon coces. bolding component.Applicability of design parameters and proper y/ Incorporation of component is the n tspomRNly of the boedngsig dener. � 2.2x4 compression web bredng must M Metaled Were shown a, et. Lr 2.Design MUMme top and bottom Ganda to be laterally braced at 3.Additional temporery bracing to mere stability during construction 7 o.0.end N tS Derespectively unless bread ihroug6odihek lengthby e the responsibilityresponsibilityof the erector.Malone:permus anent bracing of continuosheathingsuch es plywood sheathing(TC)sndfar Aywal(BC). Q 4,..51976,10 .V `C(jISZ�g�J' , DATE: 3/6/2016 tn.ovenl wuduw is the reepombllly of the building designer. 3.2x impact braising 0,BI 5l bndng required where Hawn 4 4 + . SEQ.: K1784878 I 4.No toed OMmd M applied to any component until ager GI btadng and 4.Installation of trues N tis responsibility°fee respective...de. /ssteners are compete and at no Wm Would any keds greater than 5.Design essenesbusses aro to be used in a nommnodve environment, s d.agnbadsMespied foem/comPomM. and are for"drycomNon"ofvee. `SIGNAL' OP TRANS ID: LINK 5.Cemparmshes no control over and swum.no reeponsblly for theB.Design assumes ND bearing at al supports shown.shim or wedge= necessary. fabrication,handing,shipment and kelatiedon of components. 7.Design assumes adequate dremsge I.provided. March 7,2016 8.Thisdesgn N furnished waled to to Deletions set forth by e.Plates Nag M located on bolt has of trues,end placedso their center TWNVTCA in SCSI,copes ofwhkh will be furnished upon request. Ones wined.with)old anter lines. M(Tek USA,leeiCom uTrus Software 7.6.7SP2 1 L)-E 9.ForDigbaskts ene rG tee In Wes. P ( piste design values see ESR-1311,EBR-1988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 816BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF 81BBTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF (Gable end truss on continuous bearing wall UON. Lr".• 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 bomplete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00 / 12 12 5.00 Q 5.00 IiM-4x4 3 I 4Ep PRQ1 �- G1 NEFR`S,O � 2 4 9 89782PE -� • . _ -r:2; I� , ,y44, e1EGGNo' "Volpy -0 A) 07.F. pAUL \JSP M-2.5x4 M-2.5x4 ), ; - .LEX -ala-ESS: 12/31/2016 1-00 10-00 1-00 yAUL I1, oo WAS1 , ,,,,OV `Wc JOB NAME: DR HORTON PLAN 2685-B - Fl Scale: 0.6197 ,, �0 41P VFARNMOB: GENERAL NOTES. unlessMambo!aMambo!rabbi: ` / 1.BWker end emotion contractor W orMould be advised Wall General Notes 1.7design le Weed only upon the parameters Mowht and for an individual t� Truss: Fl I and Winnings before conshudbn commences. bulldog component Applicability 0f dentin perimeters end proper t 2.2,4 compression web bracing meat ha installed where shown•, incorporation of campmate is the responsibility athe bulking designer. 11.r 3.Additional temporary bracing to burro abbMly during comtndbn 2.cosign mem.81e lop and Whom draw b be laterally braced N rd ,Q. len.responsibility of the ender.Additional permanent bracing of T O.o,end at 10 ae respectively unless Mooeds5*Ihrou.wut Me length by '� ,,�. 51976.„;:, k/ DATE: 3/6/2016 the overall structure Is the responsibility of the building designer. 25 Ie pm'e sheathingeachbmdng reqs plywood uired Mem show) br aryweNBC). 3.2,Impact tatBas or Meng bracing raopdnd when shown.. G'IS7'81' O SEQ.: K1784879 4.Na bed shoutlbe applied b any component until alter at bracing and 4.Inemllatlon of Uwe is me are of the respec,Ne contractor. p. cil4C" fasteners to complete and at no time should any load.create,then 5.Design assumes h m s an b be seed in a noncorrosive emiranmem, �s`S4 ONAL- TRANS ID: LINK design loads be applied to any component, and am for Wiry condition•of use. 5,CompuTrus beano control over end assumes no mygnslblty for the 8.Daegn assumes am bearing at all mopeds Mown.Stem or wedge M edemry. labdcelbn,handling.shipment end!Inhalation of componente. t.Thle design le&whe delle d to me Ihntetbn.M tarn7.PDates shall beeaadedon drainage issalofhus sdad. M by 8.lea.nhlddew with a center ofinga,anegaoedwtiroheent« March 7,2016 TPIMTCA In BC81.copies ofwMab will be furnished open request. Ines cobdde won)ole conbr thea 9.Dgbe Indicate etre of plate In babes. MI7ek USA,Inc,/Com pu7Na Software 7.6.7SP2(1L)-E B.For basic connector plate design wafts see ESR-1311,ESR-19138 MITA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cel=1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(0) 0 BC: 2x4 DF#16BTR SPACED 24.0" O.C. 2-3=(-44) 5 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^ -41/ 298V 0/ 27H 5.50" 0.48 DF ( 625) 1'- 11.0" -25/ 44V 0/ OH 2.00" 0.07 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0^ -24/ 30V 0/ OH 2.00" 0.05 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00 p 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 1OPSF 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 = 0.001" @ 1'- 0.8" Allowed = 0.082" MAX TC PANEL TL DEFL = 0.001" @ 1'- 0.8" Allowed = 0.123" MAX HORIZ. LL DEFL= -0.000" @ 1'- 11.0" MAX HORIZ. TL DEFL= -0.000" @ 1'- 11.0" Wind: 120 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. i D II �tio PRaFF o ._ 1 2�, ��NGINER�j°2 ,roc' i M-2.5x4 89782PE mac' 9,L OREGON fl.- 4' 9R/r• p U l 5;\ �4` (PROVIDE FULL 1AHA411NG:Jts:2,3,4 1 2-00 EXPIRES: 12/31/2016 ?AUL•»� of WASi1 JOB NAME: DR HORTON PLAN 2685-0 - J1 ., 0 • Scale: 0.9685 , h •rfi �1 WARNINGS: GENERAL NOTES, ,,Nese othenvle noted: • r, /Ai', Truss: J1 • 1.Builder end erection contractor Mould be advised of as General Notes I.This design*based only loon the parameters shown end la for an Individual / and Wemings before construction mmmengs. Whiting component.Apl*NblNty of design psrsmeters and proper I 4 2.2s4 compression web bracing must be installed Mere shown s. troorporalbn of component N IM reapone@flF/piths building designer. � � 3.Adams'temporary bracing b mase ete6Wy dram con 555055 2.Design enures the rep ane bottom chorda!baWMily braced at Yd isms reeponabily oftha erector Addpoml pmnsnent bracing of 7 o.e.and x110 o.c raep,dNary unless bread throughout their length by 51976 continuous shaming suds as plywood shahhIn. .)ander drywall(BC). rJ)Ar,,�,, ,r.4 DATE: 3/6/2016 ihoverall structreIsIersapomPoMyofthelWidthdesgner. 3.2x Impact bridging or lateralbradrgrequired Meredown+• �OQ' '�GTS'I'ER SEQ.: K1784880 4.No bed Mould be applied to my component ural sitar oil bracing and 4.Installation of buss lame mpone@ARy of the roapesevewnhacor. s G Nstenera are complete end et no time should any bads greeter man 5.Design assumes truism are o be used in a non-conodve environment, VrO�TAT TRANS ID: LINK design lads be spelled o any component. and are br'dry condtlon'o/use. ONAL 5.Compunus Iwo no control over and assumes m responsibility br the 8.Design assumes NA Deering d all supports Man.Shim or wedge If Nbrlaea.handling,shipment and kstaAwt M components. merman, 7.Design assume.bested n drainage N provided.,5.5,eMarch 7,2016 N.7DNdesign n CSI.copesofsroh v be furnished forth by B.See coincide Et(o oitbentlas of truss,end piaci aro their center TPUWfCp In SCSI.cop!of which raft be bmNhed upon request. dons coocide wih joint either inn. 9.Diggs indicate she of elate in inches. MITek USA,Inc./CompuTn s Software 7.8.7SP2(1 L)-E 10.For bask connector plate design values sae ESR-1311,ESR-1985(Mitek) I„ This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1aBTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 43 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0^ O.C. 2-3=(-26) 0 TI 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" -67/ 375V 0/ 20H 5.50" 0.60 DF ( 625) 1'- 2.0" -166/ 90V 0/ OH 2.00" 0.06 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 12 Cs=1, Ce=1, Ct=1.1, I=1 5.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.000" @ 0'- 8.6" Allowed = 0.020" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.000" @ 0'- 8.6" Allowed = 0.027" Wind: 120 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. -/ I. l 11 � ; EpPRpF o <c In ' G1NE �bio of- 1 p�� '. M-2.5x4 �� 89782PE 9w' i 7+OREGON c'%, Q. '9,. , 9 (�gRY1524 9/r PAUL Ck% 1, y y EXPIRES: 12/31/2016 1-00 1-02 ?AUL At L . '4,01 WASNii '''C'y I a ')O JOB NAME: DR HORTON PLAN 2685-B - J2 Scale: 1.0853 �• •f-��' ~'1' ,� WARNNOE: GENERAL NOTES, trim otherwise noted: •FA'•, • 1.Builder end aractle,contractor should be advised orad General Nates 1.This design i based only upatne parameters shown and ht ler an Individual ^ / Truss: J2 and WarNepa heldm constructbn eolnmenbes. budding component Applicability of design parameters and proper ;',.r 2.MO compression web bradng must be Installed where shown.. Incorparalbn MesnpeneM b IM responsibility of m.building designer. •,6 i( s.AedRonel hmpafary bracing to Insure Noddy during construction2.Design assumes the lop end bottom chabslo be laterally braced t A 517/6 r h 8e reaPonebgltY oft.erector.Additional psmanentbradnp of 7 o.c.and 1G o.s.nsped,ely unless bread throughout these length by 'f. .,( continuous sheathing such as plwoodaheathmg(TC)anNer drywad(BC). j� DATE: 3/6/2016 8e meal slathepa rure lathe fesnabNy of building designer. &2x Impact bridging or lateral bradng required Mare MO1.40A:&°STEyg shown No bad should t un be applied any component Mil alter all bradng and 4.Insisllatbn of truss b to responsibility of the fea speutive mracbr. V� V SEQ.: x1784881 4.fasteners areamptetine Mouldany ladsgreater than 5.Designassumestnm.eseratobeusedIn.non.arm.iveenvironment. IONAL design baa be applied to any end ant for'dfy condition'of use. TRANS ID: LINK8.D.signaeames full bearing.t ail supports Merin.shim or wedge If 5.CampuTne hes no control over aro assumes no raeponeblty for the gym', fabrbibn,handling.shipment and InstalletIon of components. 7.Design mums adequate drainage is provided. March 7,2016 6.This design is furnished subject to the Itrneatian set bis by 8.Plates Mal be located on both yeas of busk and placed so Bleb anter TPNNTCA In SCSI,copies of wBM will be fumbled upon recons. Ines coincide with joint center Nes. MITek USA,Mci }'E ( 10.Ftso,best connector fluteveConpuTrus Software 7.6.7-SP2 1 L9. roman else of Al e Mabee.design values ase E511-1311,ESR•1988(MRak) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4=GDF/Cq=1.00 BC: 2x4 DF#1&BTR 1-2=( 0) 43 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-21) 1 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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" -83/ 439V 0/ 19H 5.50" 0.70 DF ( 625) 1'- 0.0" -291/ 57V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 12 Cs=1, Ce=1, Ct=1.1, I=1 5.00 t:7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.000" @ 0'- 7.8" Allowed = 0.015" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.8" Allowed = 0.020" Wind: 120 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 iv i. y io �� -2.5x4 89782PE fir" 574,OREGON2cj. Q' ! 9,9 ARY A6 lc,„ ir- PAUL '‘J k EXPIRES: 12/31/2016 1-00 1-00 ?AUL p, JOB NAME: DR NORTON PLAN 2685-B - J3 �'e • /-�%,� ,/' -. Scale: 1.1118 fT` x .i wARNINGs: GENERAL NOTES, Mess otherwise noted: -- ''.471,l 1.Molder and erection contractor should be advised of el oanaral Notes 1.This design bad only upon the parameters shown and is fur an IroNbual . Truss: J3 i and Wanings before constmcbon commences. building component.App.:ablity of deslgn parameters and properT 2, bra compression cab bndtlp must be bsisiisd where shown 4. boomoratIon of component is the responsibility or the bullring ,.4,•! 3.Atldllbnal temporary bracing to huge daddy dint owlwuotion 2.oe.pn adaewnn..the bpm.d6 "x throughout laterally bowed at 'rd� 51976 �', H Bre mpa�Nly of the erector.Additional permanent bracing of at 10 y uglwutlhetr angio b/' DATE: 3/6/2016 f the OMNI Ombra is the reeponeeNy of the building designer. continuous ridging orng such l b aciplyng re airedMoatwhere shown ander drywel(BC). `O���,Lj^rs b ,p, 3.In Imped hldging 5 iswrsl brstlnp rsguiro.where . Y�. Vl 1� .1-' SEQ.: K17 8 4 8 82 I 4.No bad should be applied to any component until alter all bracing ad 4.Insiallatbn of buns b be nsponsbh00 of the respective contractor. 4� r f.Wnsra m complete and at no ibis alleuld any beds greater than 5.Design assumes busses art to be used In a rlon<onosive environment, v�l NAL TRANS ID: LINK designbea baappced to any m�on.m. sad nova dry condition.of use. '.4910 NAL Dolmans hes no control over mai assumes no responsibility for be 6.Deeigrl assumes full bearag N aI supports"hewn.Shim or wedge e necessary. hbka6op,Sfo ing..Mpmem.o lrnbllatbndcotodirb is. 7, aaign assumes ads drainage March 7,2016 6.This design b furnished wb)ad to the IImeetIons set brth by B.Plates shall be located on both boos elms.and placed so their center TPVWTCA In SCSI,codes of wHch sum he furnished upon request. it...coincide with Joint anter Ines. M)Tek USA.InncJCo 5.Digits Indicate she of plate in Inches. n11puTNa Software 7.6.7SP2(1L)-E 10.For beak connector pbte design values see 5512.131 1,ESR-1065(Weir) Symbols Y Notes f l S Numbering System a General PLATE LOCATION AND ORIENTATION 41 1 3j4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury IMI= Dimensions are in ft-in-sixteenths. N� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q 1/f 6' 2. Truss bracing must be designed by an engineer.For 4wide truss spacing,individual lateral braces themselves�� 1111liiAM mac require bracing,ns dere dive Tor 1 O 0bracing should beci considered. �� U3. Never exceed the design loading shown and never ce OAstack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '$ cb� -- O, designer,erection supervisor,propertyowner and BOTTOM CHORDS all other interested parties. plates 0-'Ad' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the j JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 of nace t and embed fully.lates on eachface Knots andofss 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. i THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-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 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SW represents values as published specified. by AWC in the by text in the bracing section of the 2005/2012NDS SP approved/new ALSC approveved/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 ceifing is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 411611 Indicates location where bearings (supports)occur. Icons vary but c 16.Do not cut or alter truss member or plate without prior 'MEN NV reaction section indicates joint O 2012 MTek(9 All Rights Reserved approval an engineer. Mill mil IIII LIM number where bearings occur. ; 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI MIN I_ * 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. ! 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, wiMT I� 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:Mil-7473 rev.01/29/2013 1 Standard Gable End Detail ST-GE120-SP ® MiTek USA,Inc. Page 1 of 2 n j—) 2x _x4 L-Brace Nailed To vr7 2x Verticals Brace Nails,6"o.c. Vertical Stud�` it , \ Vertical Stud Wire NaiCommon , DIAGONAL MiTek USA,Inc. ' _._-__16d Common SECTION B-B , Wire Nails —._.� DIAGONAL BRACE /— 1il Spaced 6"o.c. 4'-0"_O.0.MAX _ — (2)-10d Common e2x6 Stud or Wire Nails Into 2x6 ►I 2x4 No2 of better TRUSS GEOMETRY AND CONDITIONS A ' --'''' , SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace �� stud Nailed To 2x_Verticals \�, 12 SECTION A-A w/(4)-10d Common Nails yA '- ..J Varies to Common Truss __,. 2xa "r:///,,/(4/ ✓L/4.7 7/7/// * - SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �� it������ �� DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING / �ATO TRUSSES WITH(2)-10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH/ B B - 3x4 (5)-10d COMMON WIRE NAILS. (4)-8d NAILS MINIMUM,PLYWOOD /// / /- //"i I/�/, , SHEATHING TO 2x4 TD SPF BLOCK / * -Diagonal Bracing ** -L-Bracing Refer \\ Refer to Section A-A to Section B-B "24"Max Roof Sheathing— N NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. rANNU"—_____ r V�'=� / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND , „ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. li 1-3 (2)-10.Y �• 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. • ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / � ,l(2) 10d NAILS BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / /* .40° 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- S @ 24" O.C. DIAPHRAM AT 4'-0"O.C. ': 6.CONSTRUCT HORIZONTAL BRACE CONNECTWG 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. k' , ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2z6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace �/ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 p0intCOMMON 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 �"...., :z---:,-- (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 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 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c.,with 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.