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Plans D.P. HORTON 30-00-00 01 Di JACKS 6/12 'i PLAN 3H29 "A" 1 GARAGE RIGHT 11 .,10 -0-3' , .. R. aL...... .... .....1 . .............4 . / UPP.R R OF 5/12 PITCH (UPPER MAIN) 1-0 O.H. 8/12 PITCH (FRONT-FACING GABLE) MATCH 6/12 LONER REAR PORCH 1-0 O.H. - 1 25# SNOW 6/12 PITCH 3RD CAR OPTION i • • Th. . , ARIEL TRUSS. 574-7333 cn DRAWN BY: • c. ":j. '.-------3 2 F u --- 1 -14 3 2 .____., H KEVIN LENDE i LD 6 5. 1 (-0 cn -4I -- 4 -2- 1 (-Z.) • co _,, , . el E— ....\\ . _ J 1---_,,,,--1— !,7 ...„-...„.„._,, ,---._7:6S 1 1 ii 11.12, . . WPM RO, F A - _ ,0 0',E. _ , 11 t I - ( ?:_•,.1 ----1, _I: 4f1 ..11,.. 1 cp (-- - (. I. G.E. O. L WER'ROD: 1.-". 3RD CAR OPTION . -.= ciD ai (eD (:2) .I a 15-08-08 ) , .... LID = 11-03-08 7., ,-, 0 a a 1 c IA 5 r. .-::• .„,....--,/,,,,..-•.. -;_. -.:...Y.p. .,,:..s..- ! ;•;.j,•:::.: i,,'-'.,i.:-:'•••:••''.::::,',,:l .':•• - '_'•,'-::::•:.•'• H .‘.,.. -::.:.:..... :- - • : .: ,•,- .:,_.,...„.-: ,•-•?-.:.-'.. :i1:::::,:4.:::::,:-.:::::•,. .r.; -.-:-..',,:.,,-;,.,•,:, ,..-.7::::',..‘4: : ::-.,_;.,_7-- i ',,i:.:7:,:,‘ '. .-:::1',.-7-, :::.:Z.''-. IIII1II'rn t GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 48'- 2.5" IBC 20 2 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:' 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-12=(-57) 4006 3-12=( -265) 104 BG;: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4467) 16 12-13=(-13) 3591 12- 4=( 0) 475 WE.BS: 2x4 DF STAND 3- 4=(-4251) 10 13-14=( 0) 3083 4-13=( -592) 75 LOADING 4- 5=(-3576) 35 14-15=( 0) 3083 13- 5=( 0) 705 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2696) 49 15-16=(-13) 3591 5-14=(-1152) 88 8CrLATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2696) 49 16-10=(-57) 4006 14- 6=( -42) 1653 TOTAL LOAD = 42.0 PSF 7- 8=(-3576) 35 14- 7=(-1152) 88 OVERHANGS: 12.0" 12.0" 8- 9=(-4251) 10 7-15=( 0) 705 `j Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4467) 16 15- 8=( -592) 75 11,2 .5x4 where shown; Jts:4,8,12-13,15-16 Cs=1, Ce=1, Ct=1.1, I=1 10-11=( 0) 43 8-16=( 0) 475 C¢nnector plate prefix designators: 16 9=( 265) 104 C;CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE hi:,'PA20H5,M18HS,M16or = Mprek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -71/ 2156V -155/ 155H 5.50" 3.45 DF ( 625) 48'- 2.5" -71/ 2157V 0/ OH 5.50" 3.45 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.324" @ 24'- 1.3" Allowed = 2.365" MAX TL CREEP DEFL = -0.768" @ 24'- 1.3" Allowed = 3.153" MAX LL DEFL = -0.002" @ 49'- 2.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 49'- 2.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 47'- 9.0" MAX HORIZ. TL DEFL = 0.206" @ 47'- 9.0" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 24-01-04 24-01-04 load duration factor=1.6, Truss designed for wind loads 14-11-06 9-01-14 9-01 14 14-11-06 I in the plane of the truss only. • 6-06-01 5-09-13 5-69-13 5-11-09 5-11-09 5-09 13 5-09-13 6-06-01 T T T f T T T T T 12 12 • 5.00 D M-4x6 a 5.00 4 " M-3x43.)" M-3x4 5 M-3x6(S) M-3x6(S) • 4 8 M-1.5x4 + +,. !A-1.5x4 3 if 12 13 14 15 16 1 o %, M-4x9 M-4x9 M-4x9 0 MSHS-3x10(S) MSHS-3x10(S) 8-05-15 7-09-11 7-09-11 7-09-11 7-09-11 8-05-15 y y y y 1 0 17-11 12-04-08 17-11 1, 1- �, tiD PROpt 48-02-08 1-00 s Ji06 NAME: DR HORTON PLAN 3H29-A - Al �5 tiNG'NE /� Scale: 0.1396 4�,, /g//7/M91? r. • WARNINGS: GENERAL NOTES,unless otherwise noted: 92,11 OPE • 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Al and Warnings before construction commences. building component.Applicability of design parameters and proper / ."Truss: . 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 441.1017-. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at `ia� >- .DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (4.- continuous , 'continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'T7 OREGON ((J DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G / 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / y O 5 �� FS EQ. : 6142197 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 4, TRANS I D: 414268 ` design loads be applied to any component. and are for"dry condition"of use. SFR R 1 4-1 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if neessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center ;I 100110 01101 ILII 0101011001 IIT I01111001100I TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R F S' 1M1/21115 6Q rlinife inrlinafa CI7P of nlafa in inrhoc .r IIIIIIRRI GREG ARIEL TRUSS • LUMBER SPECIFICATIONS TRUSS SPAN 48'- 2.5" Wind: 120 mph, h=21.2ft, 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 H1&BTR 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 Gable end truss on continuous bearing wall UON. :Unbalanced live loads have been TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. considered for this design. Refer to CompuTrus gable end detail for connectorplateprefix designators: Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. 9 Cs=1, Ce=1, Ct=1.1, I=1 4,CN,C18,CN18 (or no prefix) = CompuTrus, Inc :M,M20HS,M18HS,M16 = MiTek MT series 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. • • 24-01-04 24-01-04 • 14-11-06 9-01-14 9-01-14 14-11-06 f T I 1 T 12 IIM-4x4 12 5.00 3 a 5.00 110•••••00000, 44 M-3x6(S) M-3x6(S) 0010.1111.111.11....."— 1111111111111111166, • 111I/ 4 `Q M-3x6(S) M-3x6(S) Q - M-2.5x4 M-2.5x4 y y I )- 17-11 17-11 12-04-08 17-11 ,j I . ,,oF 1-00 48-02-08 ,��,Q` •• FS'� \• 'C:, lN]EJj��,7,` )0 JOB NAME: DR HORTON PLAN 3H29-A - A2 Scale: 0.1773 4,,, /L�Irr'tl�I -� WARNINGS: GENERAL NOTES,unless otherwise noted: •O r E �___ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / I'r u S S: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper "4 ...F.: —4011V ncor oration of component is the responsibility of the building designer.2.2x4 compression web bracing must be installed where shown+. p p p y g , - . 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ,/' S;" DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -5' OREGON 4(j ',DATE: 12/17/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ I- ,abs ',SEQ. : ++ /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '1.- 2'3 -k- SE Q. : 6142198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4, �P. design loads be applied to any component. and are for"dry condition"of use. R R I LL TRANS I D: 414268 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I I90II110110I IIDII 0101011001 IIT 10101 IUII IDOI TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.in in inrli n FX PI RFS: 121'112(11�1 thrift r-afp ci7o of ninth rhpc I Iii ROI GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 48'- 2.5" IBC 2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC-.'s 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-11=(-71) 4010 3-11=) -265) 104 15- 9=(-346) 115 BC.:' 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4472) 118 11-12=(-27) 3595 11- 4=( 0) 474 WEBS: 2x4 DF STAND 3- 4=(-4255) 112 12-13=1 0) 3087 4-12=( -591) 75 LOADING 4- 5=(-3581) 138 13-14=) 0) 3132 12- 5=( 0) 705 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2706) 151 14-15=(-31) 3676 5-13=(-1142) 88 BC.LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2728) 151 15-10=(-87) 4207 13- 6=( -44) 1678 TOTAL LOAD = 42.0 PSF 7- 8=(-3637) 140 13- 7=(-1184) 91 OVERHANGS: 12.0" 0.0" 8- 9=(-4408) 122 7-14=( 0) 741 i • Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4651) 131 14- 8=( -631) 77 Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 8-15=) 0) 557 CCN,C18,CN18 (or no prefix) = CompuTrus, Inc U M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) c THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -72/ 2158V -150/ 154H 5.50" 3.45 DF ( 625) 48'- 2.5" -44/ 2080V 0/ OH 2.50" 3.33 DF ( 625) i :; VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.336" @ 24'- 1.3" Allowed = 2.377" • MAX TL CREEP DEFL = -0.795" @ 24'- 1.3" Allowed = 3.169" MAX HORIZ. LL DEFL = 0.126" @ 48'- 0.0" MAX HORIZ. TL DEFL = 0.211" @ 48'- 0.0" Wind: 120 mph, h=21.2ft, 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 24-01-04 24-01-04 in the plane of the truss only. 14-11-06 9-01-14 9-01-14 14-11-06 6-06-01 5-09-13 5-iS9-13 5-11-09 5-11-09 5-09 13 5-09-13 6-06-01 T T T T T T '( '( T 12 12 5.00 I/ M-4x6 '' 5.00 '_:; • 4.0' 411114, • M-3x4 3'0 M-3x4 5 M 3x6(S) M-3x6(5) M-2.5X4 •+ /` '� M 2.5X4 4 ‘8,M-2.5x4 M-1.5X4 + +, M 1.5x4 3 7\1* T 0 ,`! o 1/ 11 12 NW = 14 15 o M-4x9 M-2.5x4 M-2.5x4 M-4x9 M-3x4 M-2.5x4 M-4x9 0 MSHS-3x10(S) MSHS-3x10(S) .1 y .1 y .1 1, 1, 8-05-15 7-09-11 7-09-11 7-09-11 7-09-11 8-05-15 y y y y y y 17-11 12-04-08 17-11 1QED P R QFt 1 00 48-02-08 •<0 NGI i N �'s/ 0 1 JONAME: DR HORTON PLAN 3H29 A - A3 Scale: 0.1438 C,../� i Z//7J 1a WARNINGS: GENERAL NOTES,unless otherwise noted: •92l0PE f /� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T r+u S S: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper °' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. i ,�~-fi^�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �S'-'- DE.S. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Cr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �7 OREGON 4Q DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G \ ,` 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / -1}i 20 --� SEQ. : 614 2199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q 7 4, P. design loads be applied to any component. and are for"dry condition"of use. /�j �} :TRANS I D: 4142 68 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if �R11._,,, fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I•f OI0 DIM ILII DI0I0 II0DI IIT IDIIt IIII IM TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q FX PI RFS: 1 21 1 I2f11�I rlinitc indinata ciso of nlato in innhoo 11111110D1 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 48'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-11=(-17) 4008 3-11=(-274) 101 18-17=( 0) 68 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4470) 58 11-12=) 0) 3584 11- 4=( -2) 560 6-19=( -6) 1314 WEBS: 2x4 DF STAND 3- 4=(-4331) 85 12-13=) 0) 3058 4-12=(-561) 93 17-19=(-111). 0 LOADING 4- 5=(-3758) 107 13-16=) 0) 2500 12- 5=( -20) 746 19-20=) -45) 1273 TC LATERAL SUPPORT <= 12"OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3197) 129 16-18=) 0) 2572 5-13=(-948) 111 20- 7=(-988) 114 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3237) 130 18-20=) 0) 2501 13-14=( -43) 1231 7-21=( -23) 791 TOTAL LOAD = 42.0 PSF 7- 8=(-3829) 110 20-21=) 0) 3102 14-15=(-111) 0 21- 8=(-595) 94 OVERHANGS: 12.0" 0.0" 8- 9=(-4514) 97 21-22=( 0) 3664 14- 6=( -4) 1272 8-22=( -12) 653 : Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4649) 70 22-10=(-31) 4204 16-15=) 0) 68 22- 9=(-341) 112 10,-2.5x4 where shown; Jts:4,8,11-12,14-15,17,19,22 Cs=1, Ce=1, Ct=1.1, I=1 15-17=(-226) 0 Unbalanced live loads have been ADDL: BC CONC LL+DL= 62.5 LBS @ 24'- 1.2" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Considered for this design. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0"_ 0.0" -53/ 2183V -150/ 154H 5.50" 3.49 DF ( 625) C;CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 48 2.5" -25/ 2072V 0/ OH 2.50" 3.32 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 10: Heel to plate corner = 2.50" MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.341" @ 25'- 2.5" Allowed = 2.377" MAX TL CREEP DEFL = -0.907" @ 25'- 2.5" Allowed = 3.169" MAX HORIZ. LL DEFL = 0.120" @ 48'- 0.0" MAX HORIZ. TL DEFL = 0.205" @ 48'- 0.0" Wind: 120 mph, h=21.2ft, 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 24-01-04 24-01-04 in the plane of the truss only. 14-11-06 9-01-14 9-01-14 14-11-06 ff 6-06-01 5-09-13 5-69-13 5-11-09 5-11-09 5-09 13 5-09-13 6-06-01 T T T T 'f T T T T 12 12 5.00 tr M-5x8 5.40 8.0" 6 .rte Pi.1! M 4x6 9.. M 4x6 s M 3x6(S} ' M 3X6(S) 1\-- ''''111114Nr M-1.5x4 0001Kj +'' 1111r/ M 1.5x4 3 19 0 21t 100- 11 12 =11-113 1fi 18 �0 �i� 21 22 Q •o M-4x9 M-5x6 M-2.5x6 M-5x6 M-3x4 M-4x9 0 MSHS-3x10(S) 62.50# MSHS-3x10(S) k J, y yy > J, * * y J, ), J, 7-04-09 6-08-05 5-08-1 0-07-08-07 2-02-07 2-00-07-09 y-08-11 6-08-05 7-04-09 y y y 17-11 12-04-08 17-11 y �_c D p R OF6- 1-00 48-02-08 N ,Sts) JOB NAME: DR HORTON PLAN 3H29-A - A4 Scale: 0.1438 4,�.co \GIN/Z/i!/! I -ya WARNINGS: GENERAL NOTES,unless otherwise noted: 7... •��i 0 C�_ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. � r 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ,,f .•''," CZ- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 7 OREGON 44/ DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . \b, ,C, n C 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '9,' 2Cj - _ SEQ o : 61 422 00 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q '1 4, Q, design loads be applied to any component. and are for"dry condition"of use. 41 R R �� TRANS I D: 414268 5. CompuTrus has no control over and assumes no responsibility for the 6. `- Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I HIM 01101 ILII 01010 11010 11011 00111 DOII IDI TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI RFS: 12.1.11/2n1�1 A rlinitc inriirata ci7a of plata in inrhac IIPIIIIn , ` GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC':' 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(-70) 291 3-6=(-335) 61 BG,::, 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-367) 24 6-4=(-116) 29 WEBS: 2x4 DF STAND 3-4=( -52) 11 LOADING 4-5=( -8) 0 Tb 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" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) i-;,- Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -16/ 488V -8/ 86H 5.50" 0.78 DF ( 625) Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 8'- 6.0" -18/ 354V 0/ OH 2.00" 0.57 DF ( 625) C;CN,C18,CN18 (or no prefix) = CompuTrus, Inc M 2.OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.002" @ 1' 0,0" Allowed = 0.100" " MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = -0.123" @ 4'- 3.2" Allowed = 0.353" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.260" @ 4'- 3.2" Allowed = 0.470" 4-07-08 3-07-04 0-03-04 MAX HORIZ. LL DEFL = 0.002" @ 8'- 1.0" T T T MAX HORIZ. TL DEFL = 0.003" @ 8'- 1.0" 12 5.00 G- M-1.5x4 5 Wind: 120 mph; h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 4 -= (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, iii Truss designed for wind loads H in the plane of the truss only. M-1.5x4 3 0 40� o r) r�� u a 1 6 0 M-2.5x4 M-2.5x4 r; . • y ), 8-01 0-05 ), y ,1 cc 1-00 8-06 ��� .} P R OFe G/i/N/EJ[ ,,' /o JOB NAME: DR HORTON PLAN 3H29-A - B1 Scale: 0.5400 ,, I Z/r7{!p/C - .. WARNINGS: GENERAL NOTES,unless otherwise noted: - ,O r C 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper / '`•f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. `� - I�- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at J.�P?r-- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -�7 OREGON ((� DA1:4- TE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ZO��57- SEQ. �A. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '/ S EQ° : 6142201 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q 7 4, Os S L� qq pp�S I D 41 4260 O design loads be applied to any component. and are for"dry condition"of use. 6. 4/ �'i ` w .TR *I V 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if L y necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I 10IID 0II0I ILII DI0I0 IIT ILII D0I0I II0I I0DI TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI P F 12/21/21115 Q rlinitc inrtiratn C171. pl of ata in innhnc IIIIIIIDEI GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(-70) 291 3-6=(-335) 81 BC 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-367) 24 6-4=(-116) 29 WEBS: 2x4 DF STAND 3-4=( -52) 11 LOADING 4-5=( -8) 0 TC LATERAL SUPPORT <= 12"00. 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" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -16/ 488V -8/ 86H 5.50" 0.78 DF ( 625) 690.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 8'- 6.0" -18/ 354V 0/ OH 2.00" 0.57 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Codnector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CON C18 CN18 (or no refix = Com uTrus Inc MAX LL DEFL = -0.002 @ -1'- 0.0" Allowed - 0.100" M,M2OHS,M18HS,M16= MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ MAX -1' 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BC PANEL LL DEFL = 0,123 @ 4'- 3.2" Allowed = 0.353" ':(d.'.'. MAX BC PANEL TL DEFL = -0,260" @ 4'- 3.2" Allowed = 0.470" 4-05-06 3-09-06 0-03-04 '1 '( f T MAX HORIZ. LL DEFL = 0.002" @ 8'- 1.0" 12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 1.0" 5.00 M-1.5x4 5 ,. Wind: 120 mph, h=17.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TT' load duration factor=1.6, Truss designed for wind loads - in the plane of the truss only. M-1.5x4 3 co 0 46-� o ,-,,-- I- -I ci 1 6 M-2.5x4 M-2.5x4 y 8-01 0-05 J, y y 1-00 8-06 • • -cc P R 6FEss �c ANG,/I/N)/F1��]In� �'o JOB NAME: DR HORTON PLAN 3H29-A - B2 Scale: 0.5487 4, 1 /r/flpl �-y WARNINGS: GENERAL NOTES, unless otherwise noted: / • •O r B2 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual / Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41610111PP•--' 'f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 10'" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 v continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 'y OREGON £z,/ DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G. \�� TRANS I D: 414268 �, Cn 4. Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / 'ul). Q .SEQ2 P design loads be applied to any component. and are for"dry conditionof use. �`R R �� 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I'ID�ilD DII1J ILHO IIT ILII ffl ft RR1J TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 FXPI RFS_12/21/2015 ninifc inriirA afa ei7of nlato in inrhac Iii.i II I uI GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:' 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 43 2-5=(-1) 4 3-5=(-183) 44 B :. 2x4 DF #1&BTR SPACED 24,0" O.C. 2-3=(-83) 16 ''EBS: 2x4 DF STAND 3-4=( -8) 0 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -21/ 397V -5/ 63H 5.50" 0.63 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 0.0" -10/ 242V 0/ OH 2.00" 0.39 DF ( 625) Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 C';CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 MLM2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0,002" @ 1' 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = 0.003" @ 1' 0.0" Allowed = 0.133" I' MAX TO PANEL LL DEFL = -0.072" @ 3'- 0.8" Allowed = 0.353" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX TC PANEL TL DEFL = -0.102" @ 3'- 0.8" Allowed = 0.530" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. )G'; ', 5-08-12 0-03-04 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.8" T T T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.8" 12 5.00 i Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 Truss designed for wind loads 4 in the plane of the truss only. • Yr rn 00011100110 0 N f I co Jill II c o� 1 5 ►f y M-2.5x4 M-1.5x4 5-08-12 0-03-04 1-00 6-00 .4(,y D QR4FFSS' tc� GI NF��_aQ/4r ,O JOB NAME: DR HORTON PLAN 3H29-A - B3 Scale: 0.5969 GVH /Z/l7/l l 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 0 P E f . 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. • 4�!- • 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ....or fa - DES" BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - OREGON Q/ the overall structure is the responsibility of the building designer. 3.2x Impact DATE: 12/17/2014 p bridging or lateral bracing required where shown++ /. \Dt A. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / y 2.° 'k.. SEQ. : 61422 03 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 0 14, ' design loads be applied to any component. and are for"dry condition"of use. 41ER R I�� TRANS I D: 414268 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center -:I.11011 0110111011010101101011011001001111 IDDI TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EX PI R S' 12I 1/2nd 1 4 r'inifc inriirafa CI)a of nlafa in inrhac IIGIIIIDEI GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(-1) 4 3-5=(-183) 44 'HC`., 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 16 _ EBS: 2x4 DF STAND 3-4=( -8) 0 LOADING FC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -21/ 397V -5/ 63H 5.50" 0.63 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 0.0" -10/ 242V 0/ OH 2.00" 0.39 DF ( 625) M-.1.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 vertical members (son). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Cgnnector late prefix designators: MAX LL DEFL = -O.O02" @ -1'- 0,0" Allowed = 0,100" ry P P g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,N,C18,CN18 (or no prefix} = CompuTrus, Inc ,- „ M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.072" @ 3 0,8" Allowed = 0.353 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.102" @ 3 0.8 Allowed = 0.530 5-08-12 0-03-04 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.8" • f '1 T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.8" 12 Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, M 1.5x4 Truss designed for wind loads 4 in the plane of the truss only. 3 I1 I iii, 0 N II ,--/- • c, 1/ ._-,5;- : f 5g M-2.5x4 M-1.5x4 • 5-08-12 0-03-04 1-00 6-00 ��ycO PROre S ". �' � G1NE SAO JOB NAME: DR HORTON PLAN 3H29-A - B4 Scale: 0.5956 4t,, / /r/l -7 WARNINGS: GENERAL NOTES,unless otherwise noted: • �,O B4 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Tr u s s o B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `r �� 3.Additional temporary bracing to insure stability during construction CZ 2. Design assumes the top and bottom chords to be laterally braced at ,/r E^' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -p' -. OREGON (j/ DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G y \ 4. No load should be applied to any component until after all bracing and 4, Installation of truss is the responsibility of the respective contractor. / -91, 2,h -� SEQ. : 6142204 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, Q 7 p. p� design loads be applied to any component. and are for"dry condition"of use. 44 -' �,1 v TRAINS I D: 414268 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1, fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 110000 0II0I II0II f lOIO IIT ILII 00III 0I0I I00I TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q rlFX PI R I S:12/21/2015 inifc inAirafn ciso of nlafa in inrhac lila' GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:' 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 508 6-3=(0) 367 BC,: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-758) 0 6-4=(0) 508 IV:BS: 2x4 DF STAND 3-4=(-758) 0 LOADING 4-5=( 0) 42 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: 8.1" 8.1" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) f". Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -30/ 747V -86/ 86H 5.50' 1.20 DF ( 625) Connector plate prefix designators: Cs=1, Ce1, Ct=1.1, I=1 15'- 8.5' -30/ 748V 0/ OH 5.50" 1.20 DF ( 625) C;GN,C18,CN18 (or no prefix) = CompuTrus, Inc M M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. MAX LL DEFL = -0.000" @ 0'- -8.1" Allowed = 0.068" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX TL CREEP DEFL = -0.001" @ 0'- -8.1" Allowed = 0.090" MAX TL CREEP DEFL = 0.065" @ 7'- 10.3" Allowed = 0.986" MAX LL DEFL = -0.000" @ 161- 4.6" Allowed = 0.068" ^ x.. MAX TL CREEP DEFL = -0.001" @ 16'- 4.6" Allowed = 0.090" MAX TC PANEL LL DEFL = -0.100" @ 4'- 1.9' Allowed = 0.583" MAX HORIZ. LL DEFL = 0.006" @ 15'- 3.0" 7-10-04 7-10-04 MAX HORIZ. TL DEFL = 0.010" @ 15'- 3.0" T T f Wind: 120 mph, h=1B.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . 8.00 V lM-4x4 Q 8.00 load duration factor=1.6, 34.0"" Truss designed for wind loads in the plane of the truss only. I, • loi v v m o,,,_ 1 o ',M1 o 0 M-2.5x4 M-1.5x4 M-2.5x4 7-10-04 7-10-04 y )- y )- 0-08-02 15-08-08 0-08-02 ��-��0 P RFe`�S ��c ANGIIN JE/ /o 4,0B,NAME: DR HORTON PLAN 3H29-A - Cl Scale: 0.3833 �Ca ��/��I J -y WARNINGS: GENERAL NOTES,unless otherwise noted: ��'Q �_ C 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T Ir u S S: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper x', 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r 41100101!-- 2. Design assumes the top and bottom chords to be laterally braced at �w'r%b- 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length b DES• BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).y - OREGON l., DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G 2 N.1)' A., C 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / "1 Q SEQ" : 6142205 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, © 14, �+s. pp Np� design loads be applied to any component. and are for"dry condition"of use. /�� �� TRANS I D: 4142 68 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge ifR necessary. fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1001100110111011 0IDI0 IIT ILII 0DIDI 0III ID0I TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R F 12/21/21115 Q rlinitc in�iinatn ci7n of plata in innhPc 1 0 1 11 1001 GREG ARIEL TRUSS ::LUMBER SPECIFICATIONS TRUSS SPAN 15'- 8.5" Wind: 120 mph, h=18.8ft, 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), B(,: .2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads IC 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 Gable end truss on continuous bearing wall UON. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus gable end detail for M";,M2OHS,MIBHS,M16 = MiTek MT series Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-10-04 7-10-04 T T T 12 12 8.00� IIM-4x4 a8.00 3 .. .. 8 • .. ., • .. ... .... ... •• ,,. • „. .. .. ,. ,r 2 1iiIL c / 1 o M-2.5x4 M-2.5x4 0-08-02 15-08-08 • 0-08-02 �' �<<, D PRQf t� �\ANN� ,0 JOB NAME: DR NORTON PLAN 3H29-A C2 Scale: 0.4574 C`�. I zlrll l' WARNINGS: GENERAL NOTES,unless otherwise noted: 9 0 P E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper ., 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. l�` 3.Additional temporary bracing to insure stability during construction 2. Design assumes the to and bottom chords to be lateral braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o,c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 7 OREGON 4 DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 2 \b`'#A. SEQ. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '"Ij Q SEQe : 6142206 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, Q 14, `j, O design loads be applied to any component. and are for"dry condition"of use. 4,fi� L4 TRANSI D: 4142 68 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifRi fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II06IID�IIOI I MI aI I IIT ILIIDDIIU 0111 I DI TPUVVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX RI R FS' 12/11/2015 u Q rlinifc in.-Pinata.171.of nlafa in innhpc 111,111#101 GREG ARIEL TRUSS LUMBER SPECIFICATIONS 15-08-08 GIRDER SUPPORTING 48-02-08 IBC 2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC:` 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-9492) 960 1-6=(-750) 7662 2-6=( -69) 255 BC, 2x8 DF SS 2-3=(-9327) 984 6-7=(-489) 5433 6-3=(-573) 5520 :'FRS.: 2x4 DF STAND LOADING 3-4=(-9327) 984 7-5=(-750) 7662 3-7=(-573) 5520 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4-5=(-9492) 960 7-4=( -69) 255 ICLATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 15'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 15'- 8.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,'CN,C18,CN18 (or no prefix) = CompuTrus, Inc BC UNIF LL( 577.6)+DL( 392.8)= 970.4 PLF 0'- 0.0" TO 15'- 8.5" V 0'- 0.0" -829/ 8281V -78/ 78H 5.50" 13.25 DF ( 625) M;M2OHS,MI8HS,M16 = MiTek MT series 15'- 8.5" -829/ 8281V 0/ OH 5.50" 13.25 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' ( 3 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 Join together 3 ply with SDS 1/4 x 4 1/2" MAX LL DEFL = 0.054" @ 10'- 2.1" Allowed = 0.740" long wood screws staggered at: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP I 24" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. MAX TL CREEP DEFL = -0.129" @ 10'- 2.1" Allowed = 0.986" 7" oc in 2 row(s) throughout 2x8 bottom chords, 24" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ, LL DEFL = 0.012" @ 15' 3.0" MAX HORIZ. TL DEFL = 0.020" @ 15'- 3.0" • 7-10-04 7-10-04 • T f f Wind: 120 mph, h=18.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-04-08 3 05 12 3-05 12 4-04 08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads 12 12 in the plane of the truss only. 8.00V =M 6x6 Nj8.Oo • 36.0" lifiNI\ M-1.5x4 M-1.5x4 4 4. M-5x16 M-5x16 ' It j ' 4Pr- J o� 1►� 6 7 �5 �o M-4x12 M-4x12 J' y y y 5-06-07 4-07-10 5-06-07 . y y 15-08-08 _ ��REpPROFesS Eg6) JOB NAME: DR HORTON PLAN 3H29-A - C3 Scale: 0.3896 44.., �� INz//7/ /0?✓7 WARNINGS: GENERAL NOTES,unless otherwise noted: 7,9200PE r ,.. 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper l 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. � ,�'''-" 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ,, ' +'w DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� QREGON � continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Li �f 4.0 DATE• 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /© 7 l' 'I 4 2Q. SEQ. : 6142207 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, t). TRANS I D: 414268izi design loads be applied to any component. and are for"dry condition"of use. �� R,t 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7•Design assumes adequate drainage is provided. • 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1.100110 01101 ILII DI0I11 IIT 11011 DSIII IOp1 El TPIN✓TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R ER' 12/21/7n15 Q rlinitc inclinata ci7n of nlafa in innhnc 1111'111001 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:• 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BE:' 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 11 TO 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" -30/ 306V -7/ 43H 5.50" 0.49 DF ( 625) 2'- 11.0" -16/ 74V 0/ OH 2.00" 0.12 DF ( 625) Connector plate prefix designators: Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" 0/ 49V 0/ OH 2.00° 0.08 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 .. M;M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.005" @ 1'- 9.5" Allowed = 0.168" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.11.1 MAX TC PANEL TL DEFL = 0.007" @ 1'- 9.5" Allowed = 0.252" 3 00 T T MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" , 12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 6.00 L Wind: 120 mph, h=16.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 --/ I on ,- .1- c.,o al �,• 1 -4 M-2.5x4 • y yy 2-11 0-01 y y )- 1-00 3-00 (PROVIDE FULL BEARING;Jts:2,3,41 �°��D RFESS \-, ti NGINE /c) JOB NAME: DR HORTON PLAN 3H29-A - D1 Scale: 0.6681 CL, /Z//7/PTY C 2 WARNINGS: GENERAL NOTES,unless otherwise noted: ` 2i OPE -7- 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Tr u S S. D1 and Warnings before construction commences. building component.Applicability of design parameters and proper S 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ` 494101W"'' ` 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y OREGON 1j DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,�� 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / -9k. r)O -.k- SEQ. : 61 42208 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 4 7 4, ,P. ,9 design loads be applied to any component. and are for"dry condition"of use. / r` �� TRANS I D e 414268 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C N fabrication,handling,shipment and installation of components. necessary. P P 7.Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center TIMID DUD(ILII flUID IIT ILII Off IDI(IDOI TPUINTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXP(R F 12/21/201 r1 Q rlrnric inriiratn ci7a of plata in inrhnc TOM GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 - 1-2u( 0) 50 2-5=(-1) 4 3-5=(-85) 29 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 0 OEBS: 2x4 DF STAND 3-4=( -9) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC=LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i . TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 301V -8/ 44H 5.50" 0.48 DF ( 625) USnow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" -1/ 113V 0/ OH 2.00" 0.18 DF ( 625) Connector plate prefix designators: Cs=1, Ce=1 Ct=1,1 I=1 C1,-CN,C18,CN18 (or no prefix) = CompuTrus, Inc ' M M2OHS M18HS,M16 = MiTek MT series 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" MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.5" Allowed = 0.149" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.007" @ 1'- 4.5° Allowed = 0.224" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-08-12 0-03-04 MAX HORIZ. LL DEFL = 0.000" @ 2'- 8.8" f MAX- f HORIZ. TL DEFL = 0.000" @ 2'- 8.8" 12 Wind: 120 mph, h=16.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 6.001✓ (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. • M-1.5x4 4 -I 3 w o IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII • C:3 C, M. 141111111111111111111111111111 /- • J. t 5 a -/ M 2.5x4 M 1.5x4 2-08-12 0-03-04 y y J, 1-00 3-00 • ��� o PR oFI Ne`S'S' f JOB NAME: DR HORTON PLAN 3H29-A - D2 Scale: 0.6430 Ct •Nz+/l' ��29 ct WARNINGS: GENERAL NOTES,unless otherwise noted: 92 a O P E r 1400Pr Truss: 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual I r u S S° D2 and Warnings before construction commences. building component.Applicability of design parameters and proper ° 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. d�:'...,.. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at iri/r!a%- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7� OREGON �£, DATE• 12/17/2014 responsibilitybuilding designer. continuous sheathing or such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the of the 3.2x Impact bridging lateral bracingrequired where shown++ Cn 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / q S EQ. : 6142209 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, Q 1 4, 2� A� design loads be applied to any component. and are for"dry condition"of use. /�� TRANS I D e 4142 68 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '` R R t Ls,, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I IER0I ILII DLII IIT ILII 0000 IfII IA TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS: 12/21/91)15 0 rlinitc inriinath c174 of ninth in innhhc 1,1111111E1 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-2) 1022 3- 8=(-327) 100 SG. • 2x4 DF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1226) 55 8- 6=(-2) 1022 8- 4=( 0) 524 WEBS: 2x4 DF STAND 3- 4=( -916) 17 8- 5=(-327) 100 LOADING 4- 5=( -916) 17 •TCi`LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1226) 55 BC'LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 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 connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C;CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -38/ 905V -66/ 66H 5.50" 1.45 DF ( 625) M;M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 10.0" -38/ 905V 0/ OH 5.50" 1.45 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AMAX 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 = -0.031" @ 9'- 5.0" Allowed = 0.896" MAX TL CREEP DEFL = -0.072" @ 9'- 5.0" Allowed = 1.194" MAX LL DEFL = -0.002" @ 19'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 10.0" Allowed = 0.133" • MAX HORIZ. LL DEFL = 0.015" @ 18'- 4.5" MAX HORIZ. TL DEFL = 0.023" @ 18'- 4.5" Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-05 9-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T '( load duration factor=1.6, 4-11-15 4-05-01 4-05-01 4-11-15 Truss designed for wind loads f f f T f in the plane of the truss only. 12 12 6.00 I M-4x4 \1 6.00 44.0" 2.0' • M-1.5x4 M-1.5x4 3 • IA o mo 0 1 = 8 0 M-2.5x4 M-3x8 M-2.5x4 k y 9-05 9-05 y y y 1-00 18-10 1-00 CEO PROFe �Nss � ANG`JI N9)FR',7�' /O JOB'NAME: DR HORTON PLAN 3H29-A - GO El Scale: 0.3344 i z//(/! / -y WARNINGS: GENERAL NOTES,unless otherwise noted: • , rE , 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: GO El and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. e dr -_" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .. `A`*-' Z. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'S7 OREGON ' j DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L-, 4-7 \w {� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / '9j 20 -T' SEQ. : 6142210 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 0 14, �• TRANS I D: 414268 design loads be applied to any component. and are for"dry condition"of use. /1,1 -F3 t t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if1 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center i 190110 01101 IMI 01010110101IDDI 1101100111001 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS' 12�X112(11 Q C171.inifc in�firatA ci7of niatn in inrha ,01 IIIIII(001 • r GREG ARIEL TRUSS LUMBER SPECIFICATIONS 18-10-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 9=(-229) 2788 3- 9=(-45) 200 BC; 2x4 DF #1&BTR 2- 3=(-3291) 312 9-10=(-203) 2741 9- 4=( 0) 370 WEBS: 2x4 DF STAND LOADING 3- 4=(-3115) 304 10- 7=(-227) 2792 9- 5=(-91) 111 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-2748) 293 5-10=( 0) 363 TO LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 5- 6=(-3121) 302 10- 6=(-45) 198 BCS LATERAL SUPPORT <= 12"OC. UON. 6- 7=(-3296) 309 3, ' TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 18'- 10.0" V 7- 8=( 0) 50 BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 18'- 10.0" V NOTE: 2x4 BRACING AT 24'OC UON. FOR TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 8'- 0.0" TO 10'- 10.0" V ALL,..FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 01- 0.0" TO 18'- 10.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ',' TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 0'- 0.0" -107/ 2046V -54/ 54H 5.50" 3.27 OF ( 625) OVERHANGS: 12.0' 12.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 10'- 10.0' 18'- 10.0" -107/ 2046V 0/ OH 5.50" 3.27 DF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0, TL=L/180 2 VERTICAL DEFLECTION LIMITS: LL=L/ 4 C.,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = CTON2" @ 1'- L/24 Allowed 0 0.100" MFd12QHS,MIBHS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.109" @ 10' 10.0" Allowed = 0.896" MAX TL CREEP DEFL = -0.221" @ 10'- 10.0" Allowed = 1.194" MAX LL DEFL = -0.002" @ 19'- 10.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ 19'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.041" @ 18'- 4.5" • MAX HORIZ. TL DEFL = 0.063" @ 18'- 4.5' Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 2-10 8-00 Truss designed for wind loads in the plane of the truss only. 3-11-15 4-00-01 2-10 4-00-01 3-11-15 T 12 f 597.30# ,597.30# f 12 f 6.001/ Mira M-7x8 a 6.00 r�jx4M15x4 3 r'i c 11,-... ... 9 10 x8 0 M-3x10 M-3x8 M-2.5x4 M-3x10 y y • 7-06-12 3-10-04 7-05 k y 1-00 18-10 1-00 In PROFk- JOB NAME: DR NORTON PLAN 3H29-A - GO E2 �N�'fN7)� )O Scale: 0.3344 45 /Z//f©/ * II WARNINGS: GENERAL NOTES,unless otherwise noted: •��,0 r 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T r u S S: GO E2 and Warnings before construction commences. building component.Applicability of design parameters and proper .1'''' �'Y� 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / !/!o-.' rz- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON iii DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� 47 ,�tX 4,, 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '1 k- 1 2Q \>..4� SEQ. : 6142211fasteners are complete and at no time should any loads greater than 5. Design assumes trusses to be used in a non-corrosive environment, Q 4, design loads be applied to any component. and are for"dry condition"of use. TRANS I D e 414268 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if 'R R .-- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II011I10 01101110110101011010110011100111011001 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS' 12/21/21115 Q rlinitc indirata cI7P of nla.in inrhac 4,IIIIDDI GREG ARIEL TRUSS 'LIMBER SPECIFICATIONS TRUSS SPAN 8'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC.::. 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 35 IC LATERAL SUPPORT <= 12"00, 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" -13/ 486V -21/ 99H 5.50" 0.78 DF ( 625) 7'- 11.0" 0/ 142V 0/ OH 2.00" 0.23 DF ( 625) Connector plate prefix designators: Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8'- 1.5" -57/ 223V 0/ OH 1.50" 0.36 DF ( 625) ,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 M;M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL - -0.002" @ -1'- 0,0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = 0.003" @ 1' 0.0' Allowed = 0.133" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.258" @ 4'- 6.8" Allowed = 0.553" • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TC PANEL TL DEFL = -0.436" @ 4' 6.9" Allowed = 0.830" "r• • 8-01-08 MAX HORIZ. LL DEFL = -0.000" @ 8'- 0.8" '( '1' MAX HORIZ. TL DEFL = -0.000" 8 8'- 0.8" • 12 3 6.00 Wind: 120 mph, h=18.2ft, 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. N O 4 O O/ g4 1 M-2.5x4 • y J- J- 7-11 0-02-08 J- y J' 1-00 (PROVIDE FULL BEARING;Jts:2,4,31 8-01-08 -\< c ) PRo,c�SS JOB NAME: DR HORTON PLAN 3H29-A - GO J1 Scale: 0.5319 CZ,L +IZ///I! I 2-57 WARNINGS: GENERAL NOTES,unless otherwise noted: • 2,O rE , 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �„/ .Truss: GO J1 and Warnings before construction commences. building component.Applicability of design parameters and proper ''" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4�-' 3.Additional temporary bracing to insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at „..,1?-4111W0- 4Z- DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 OREGON 40 DATE• 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� A, 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / -1 ZQ -1 'SEQ. : 6142212 fasteners are complete and at no time should any loads greater than .5.Design assumes trusses are to be used in a non-corrosive environment, 0 14, „e, design loads be applied to any component. and are for"dry condition"of use. /� ` TRANS I D: 414268 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I.ID�IID OII�I IIDIL,DIDID IIT IIDDI IIT IIDI I�w TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R F S'12/21/2015 n q ninitc inrlira}o ci7o of nlatn in inrhoc :I II LII/DDI • GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 ;6,C 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 14 TI LATERAL SUPPORT <= 12"OC. 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" -36/ 322V -10/ 54H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 54V ._ 0/. . OH 2.00" 0.09 DF ( 625) Connector plate prefix designators: Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -261 95V 0! OH 1.50" 0.15 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 ',M2OH5,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.8" Allowed = 0.063' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. N MAX TC PANEL TL DEFL = 0.003° @ 1' 8.3" Allowed = 0.369" 4-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" ,. MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" _ 12 Wind: 120 mph; h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 --; v O N O Pm . M-2.5x4 . y y y 1-11 2-01 1' 1' 1" 1-00 4-00 !PROVIDE FULL BEARING;Jts:2,4,3J ��0 PROFess ,JOB'NAME: DR HORTON PLAN 3H29-A - GO J2 Scale: 0.6181 C{,\� �`1 z�i/fGINE �o� WARNINGS: GENERAL NOTES,unless otherwise noted: '92 OP E - 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: GO J2 and Warnings before construction commences. building component.Applicability of design parameters and proper / .! 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r - 4 ':-,-^' • 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional stability permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Cr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -y OREGON !(r DATE: 12/17/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /Y ' �� ��++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '9� 20 -4- .S EQ" : 6142213 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, Q pI 1 4,` {�f.. design loads be applied to any component. and are for"dry condition"of use. 4j R R 1 4- v TRANS I D: 414268 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. I 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I%IOUIIO 01101 IMI 0/010 IIT 11001 II000/III IDD/ TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EX PI R FS: 12/21/2(115 4 rlinitc in°lirc ata Si7P of nlafP in innhc