Loading...
Plans (29) vvk --1-2_b lb -Co 5 gLit -It-17 fro ri II TITI r". Le cd(o to ,6 ) dv.vv‘ ck\ . )29/ ''''Fr ri 1 r 4 1., II 1 r A,._„:,_., ,,,,---4.: _!......J..%.,, DEC 1 21)16 c: lii 0:4F T,1(_- R,D 1)UILDiN6' DIViSION 1 S.R. NORTON ll 8f- • (1.,3 PLAN 3727 "Amia c4di 7/12 JACKS lk ! 1 Al ...i . I c\J!— 1111it1 1 GARAGE LEFT. ,§1 c, 1 ,z141111 cn 1 i 1 41111 cn t c110 !MIL 1 C31 r , 1 lim ,_ • . _,.., .....,iNg . _ 35-00-00 _,_ ,1. I ir.d.„,,,,„,..--„L,::,,,,:t,,,,,,,,,, / ,.. _ >tSP(A-412-1•72)-- 1 titt.,-,• __ • —I 1 - I __rri'. • . • --.7.4• _ - 7/12 PITCH 1 ____ -- 1-0 O.H..7/12 ' 25# LOAD _- 2800# SHEAR ! _.. ‘,1 .. ... ..,..._._... ......... _,......., .,, 1777.2. - ARIEL TRUSS ...(4-Znc. .- 1 _........ , _ ,-- ' -- ----_____--- • 1 1 574-7333 ! _:"7,4-.-24441_, ) 1 1 . A•1 1 - ,_r.,,,...t.--;::„, ,„ , . , 4...e.... 4,-;.z i DRAWN BY: 1 ffi offitillli ....: 0 ,,,_ -1,, - , 1 1 _ ?-xie.gi-T---,.-.). . KEVIN LENDE ,_ , _ ,__. , (-----A1-1.+1 /_ 1 41111.11111li1 - - ----- — A. ---'----.:1_I:- : 'm7/ I - - a I 0 1 ir 6 i 1 , 7 • „„ !Pros -.1 „ , „ kif il, il r...._y__.,.... ,:a cin II iii so [N.-- ,,„ in , , , ),_ f 1 i ----.1 1r , 1 ill II- co t win , t , ' c., 1 TAILS OVERHANG THIS POP-OUT 1 4i14. 11 IIllE 16.:-- Z E I --An ,ID STRUTS 16-09-00 SPAN n , -1 SPAN - 0 n- F n 0 a —1 C 0 t-i D C) ,.. D.R. HORTON j / („D7/12 JACKS is,--- ,z3 PLAN 3727 'A' i lV lill E II 1i ; ! ' GARAGE RIGHT c. Vj1 f C7 I � I Z ligmil igitooloriMigiii , 174-0-ft? II.urt,...._11 illareitis 85-00-00 7_ .taiiii) .upr -..-___.. SPAN .„ .... _a__ 1r ,,,...,,,,,,,,,m..„247,,,,..,, . . 1--- _ __ 1 ....._ _ - �_..._.._-_...._. &...___ FA _ ...__. I 7/12 PITCH ' — - 1-0 O.H. 25# LOAD 2800# SHEAR .11111111111Mil ,7/12it- .�.•:.kii' AM... "° '_" ARIEL TRUSS I 71:7". --------' NIL I `------ ii i iffinfiel-M11111 DRAWN BY: 1 t$!-•— ---- iffilmeiliEM KEVIN LENDE MAW141411.1ommemommommila; 111111 , mi :i&d1II : " i , ,„,,„ 2 Ai d="FnMINED f'— -- f)i TAILS OVERHANG THIS POP-OUT ADD STRUT` 1:22,)I 16-09-00 y SPAN n 75-01-00 y SPAN 7 rt F n 0 3 -0 C n C m H 7 n 191II10DI I,KL'1, Axin'L 1Ku.7.7 , , LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 56 2-13=(-366) 5728 3-13=( -28) 522 BC: 2x6 DF #1 SPACED 24.0" O.C. 2- 3=(-6846) 494 13-14=(-550) 8672 13- 4=( -108) 2356 ')WEBS: 2x4 DF STAND; 3- 4=(-7024) 498 14-15=(-434) 7540 13- 5=(-3350) 288 2x8 DF SS A LOADING 4- 5=(-6086) 446 15-11=(-260) 4630 5-14=( -60) 1370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-9742) 700 14- 6=( -734) 86 'TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-9742) 700 14- 7=( -222) 2986 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 9=(-4884) 330 7-15=(-3664) 306 8- 9=( 0) 0 9-15=( -120) 2458 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-5664) 366 15-10=( -16) 400 NOTE: 2x4 BRACING AT 24"OC UON. FOR Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-5540) 368 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12=( 0) 56 ADDL: TC UNIF LL+DL= 96.0 PLF 8'- 0.0" TO 18'- 0.0" V ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 18'- 0.0" V OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: TC CONC LL+DL= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: ADDL: BC CONC LL+DL= 1788.0 LBS @ 18'- 1.5" 0'- 0.0" -297/ 3955V -76/ 76H 5.50" 6.33 DF ( 625) .C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 35'- 0.0" -217/ 3172V 0/ OH 5.50" 5.07 DF ( 625) ;9,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. ' ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4/AL 9MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" " oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.112" @ 18'- 2.3" Allowed = 1.704" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.670" @ 18'- 2.3" Allowed = 2.272" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ 36'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x8 webs. + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -0.001" @ 36'- 0.0" Allowed = 0.133" MAX• HORIZ. LL DEFL = 0.029" @ 34'- 6.5" ** HANGER BY OTHERS TO APPLY CONC. MAX HORIZ. TL DEFL = 0.101" @ 34'- 6.5" LOAD(S) EQUALLY TO ALL MEMBERS. Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0-06-12 load duration factor=1.6, f-f Truss designed for wind loads 8-00 18-08-04 8-03-12 in the plane of the truss only. 4-01-07 3-10-09 1 4-09-12 5-04-08 4-08-04 3-09-12 3-07-09 4-01-07 T f n 597.30# T T T T T T f 127.00 12 M-7x8 M-3x8 M-1.5x4 M-3x8 . M-5x6 a 7.00 INNNNS:. :, M-1.5x4 M-1.5x4 N N OCD l� 1=+=1 INE - mai m 13 14 15 o -3x10 M-3x10 M-7x12 ** M-4x9 M-3x8 0 MHS-5x10(S) 1788# y 1, y y 7-07-04 10-07 9-02-08 7-07-04 J y y 16-00 19-00 1-00 35-00 1-00 �REp PROFe JOB NAME: DR HORTON PLAN 3727 ELEV A GR - Al-Hi Scale: 0.2024 ,C3 ,NG IN 1 s/0 -57 ..,_ WARNINGS: GENERAL NOTES,unless otherwise noted: /�1 " e et9210PE r 1. Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and is for an individual T-ru S S• Al-H 1 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 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , � "`" ' is the responsibility of the erector.Additional permanent bracing of drywall(BC). ..,, continuous sheathing such as plywood sheathing(TC)and/or drywall BC). g- DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 44/ S E Q. : 6118549 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, �� "A y 2(1\��� design loads be applied to any component. and are for"dry condition"of use. !� 7 TRANS I D: 412698 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 d 4, 1Cj,Q' necessary. R 11 t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R .� 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_, Q lo 1111111111.1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS: 12/:11/2[11 5 IlIIIIIDDI ,KK, .4.K1r,L 1Ku77 LUMBER SPECIFICATIONS 35-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 56 2-12=(-344) 5084 3-12=( -32) 590 .BC: 2x4 DF #1&BTR 2- 3=(-6156) 472 12-13=(-560) 7648 12- 4=( 0) 2042 WEBS: 2x4 DF STAND LOADING 3- 4=(-6370) 478 13-14=(-560) 7648 12- 5=(-2844) 326 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-5518) 434 14-10=(-344) 5084 5-13=( 0) 1086 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 6=(-8462) 614 13- 6=( -932) 202 'BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=(-8462) 614 13- 7=( 0) 1086 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 35'- 0.0" V 7- 8=(-5518) 434 7-14=(-2844) 326 BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 35'- 0.0" V 8- 9=(-6370) 478 8-14=( 0) 2042 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 8'- 0.0" TO 27'- 0.0" V 9-10=(-6156) 472 14- 9=( -32) 590 -"'ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 35'- 0.0" V 10-11=( 0) 56 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" OVERHANGS: 12.0" 12.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 27'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -226/ 3670V -77/ 77H 5.50" 5.87 DF ( 625) .C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 0.0" -226/ 3670V 0/ OH 5.50" 5.87 DF ( 625) , `M,M2OHS,M18HS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' JT 2, 10: Heel to plate corner = 1.00" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL =-0.001"IN@ -1'-: 0.0Allowed 0 0.100" __,,,_ ( 2 ) complete trusses required. MAX TL CREEP DEFL =-0.001" @ -1'- 0.0" Allowed= 0.133" Join together 2 ply with 3"x.131 DIA GUN + Laterally brace to roof diaphragm. MAX LL DEFL =-0.260" @ 17'- 6.0" Allowed = 1.704" nails staggered at: MAX TL CREEP DEFL = -0.545" @ 17'- 6.0" Allowed= 2.272" ^ / 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL =-0.001" @ 36'- 0.0" Allowed= 0.100" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.001" @ 36'- 0.0" Allowed= 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.092" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.142" @ 34'- 6.5" Wind: 120 mph, h=18.5ft, 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. 8-00 19-00 8-00 3-11-11 4-00-05 4-06-10 4-11-06 4-11-06 4-06-10 4-00-05 3-11-11 f T , 597.30# T f f597.30# T 12 -N-6x6 .`M-6x6 12 7.00V- =M-4x4 M-1.5x4 =M-4x4 e Q 7.00 �� 5 6 7 99 0 MI M-1.5x4 M-1.5x4 N14. N O Q y ill .01•• l CD r Fl 12 13 19 o CD -3x8 M-3x10 M-3x8 M-3x10 M-3x8 0 MSHS-3x10(S) 7-07-04 9-10-12 9-10-12 7-07-04 y y 15-11 19-01 J, y y 1-00 35-00 1-00 ����p i R pF4..ss JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H1 Scale: 3/16" \P O////9‘ '\G'(11/ /(9E � WARNINGS: GENERAL NOTES,unless otherwise noted: r 7 (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 =9 P Truss: A2-H1 and Warnings before construction commences. building component.Applicability of design parameters and proper - -- 2. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. a 3. Additional temporary bracing to insure stability during constructionAiiii, 2. Design assumes the top and bottom chords to be laterally braced at 46111111P-- . DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � , is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • -� 4t- DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I', 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. p `z,/ SEQ. : 6118550 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 220 -4- 1 design loads be applied to any component. and are for"dry condition"of use. Q 4 2 -- TRAN S I D: 412698 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 �P fabrication,handling,shipment and installation of components. necessary. /gyp t p po 7.Design assumes adequate drainage is provided, `�r�R�t_� 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 1H1 Ill u m loll _1_11 TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R F S: 12/21/2111‘5 IIIIIIIOOI l7KL,l1 14.1-cin, 11,u ,O , I LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-13=(-63) 2011 3-13=( -162) 155 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2525) 133 13-14=(-75) 3331 13- 4=( 0) 937 EB/EBS: 2x4 DF STAND 3- 4=(-2414) 121 14-15=(-75) 3331 13- 6=(-1511) 85 LOADING 4- 5=( 0) 0 15-11=(-63) 2012 6-14=( 0) 253 'YC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2069) 121 14- 7=( 0) 253 TBC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3406) 142 7-15=(-1511) 85 TOTAL LOAD = 42.0 PSF 7- 9=(-2069) 121 9-15=( 0) 937 8- 9=( 0) 0 15-10=) -162) 155 `//UTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-2414) 121 iAL•L FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, 1=1, Lu=50' 10-11=(-2525) 133 11-12=( 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL `VERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. `' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Sonnector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -92/ 1754V -77/ 77H 5.50" 2.81 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 35'- 0.0" -92/ 1754V 0/ OH 5.50" 2.81 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 = -0.219" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.444" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.079" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.119" @ 34'- 6.5" Wind: 120 mph, h=19.1ft, 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 10-00 15-00 10-00 in the plane of the truss only. • 3-11-11 3-09-05 2-03 4-03 6-06 4-03 2-03 3-09-05 3-11-11 T '1 T T T '1 T T T T 12 5 8 12 7.00I/ M-4x6 M-3x6 M-3x6 M-4x6 '''T.] 7.00 6 7 N ers .may M-1.5x4 M-1.5x4 • No 3 + I- 0 1 . N N O \ O lyN - o 1 13 19 15 2 * M-3x8 N-3x10 M-2.5x4 M-3x10 M-3x8 I MSHS-3x10(S) • y y ,i. y y 7-07-04 9-10-12 9-10-12 7-07-04 y y y y 1-00 35-00 1-00 ��cc\vD QR�COpe. • JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H2 Scale: 0.1638 w� �� `I N E,o_ /0 • • WARNINGS: GENERAL NOTES,unless otherwise noted: .9�(,'�101 n7c' -9f 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 f L Truss: A2-H2 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. / �•. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at - e :... , DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `f-,, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). %' '10- DATE: 10- DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tr OREGON 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. ^V SEQ. : 6118551fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, '� design loads be applied to any component. and are for"dry condition"of use. �O k4 '4° - TRANS I D: 412698 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 �P fabrication,handling,shipment and installation of components. necessary. L�FR p 7.Design assumes adequate drainage is provided. �r f F 1 ��' 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 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincideiiwith jointanr lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX PI R F S: 17/21/2(115 IIIIIIDDI lsKtl., Ami L 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-13=(-132) 2272 3-13=( -146) 123 ._BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2829) 216 13-14=(-189) 2936 13- 4=( 0) 865 WEBS: 2x4 DF STAND 3- 4=(-2553) 208 14-15=(-189) 2936 13- 6=(-1349) 126 LOADING 4- 5=( 0) 0 15-11=(-132) 2272 6-14=( -47) 300 :TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2124) 197 14- 7=( -47) 300 `BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3011) 257 7-15=(-1349) 126 TOTAL LOAD = 42.0 PSF 7- 9=(-2124) 197 9-15=( 0) 865 -;NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-2553) 208 -ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2829) 216 ____--- - -------------------- 11-12=( 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) :;vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -139/ 1851V -78/ 78H 5.50" 2.96 DF ( 625) 35'- 0.0" -139/ 1851V 0/ OH 5.50" 2.96 DF ( 625) ;Connector plate prefix designators: ''C;CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS M18HS,M16 =MiTek MT series 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 = -0.181" @ 17'- 6.0" Allowed= 1.704" MAX TL CREEP DEFL =-0.405" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL =-0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.070" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.111" @ 34'- 6.5" Wind: 120 mph, h=19.7ft, 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 12-00 11-00 12-00 in the plane of the truss only. 3-11-11 3-09-05 4-00 'I2-06 6-06 2-03 4-03 3-09-05 3-11-11 12 ,M-4x4+f5 8.1,1-4x4+ 12 7.00 /- - 7.00 M-4x6 O=M-4x4 -M-4x4 M-4x6 *e 6 7. 7. t44,. M-1.5x4 0 N NOO1 IpHijio4/.V‘ik... \IVA411 -1.5x4 -'�2 fir' rw 13 �� 14 15 O I -3x8 M-3x10 M-2.5x4 M-3x10 M-3x8 0 MSHS-3x10(S) y 7-07-04 y 9-10-12 y 9-10-12 y 7-07-04 y y i, y 15-11 19-01 L y 1-00 35-00 1-00 9,0 PRQF JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H3 Scale: 0.1894 �`���NG'�N ss�ir 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 92.v OPE t -s, 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: A2-H3 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. g 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 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 /�.�r; �, 460W---continuous sheathing such as plywood sheathing(TC)and/or drywall(gBC). DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ OREGON I,. 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. ^�J SEQ. : 6118552 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 design loads be applied to any component. and are for"dry condition"of use. <Q "ly 14 2� - T R AN S I D: 412698 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 �Q` fabrication,handling,shipment and installation of components. necessary. ��RIO- 6. I O- P Po 7.Design assumes adequate drainage is provided. fl 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 _II�pH 1111101[H JDI_III II I I �I TPI(WTCA in BCSI,copies of which will be furnished upon request. lines coincidediatwith joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI RFS: 12J:11/2111'5 AI IIIDfI liK�l� KIt16L 11.,... o , `LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-13=(-201) 2482 3-13=( -97) 102 _.-BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3052) 300 13-14=(-324) 3234 13- 4=( -21) 806 WEBS: 2x4 DF STAND 3- 4=(-2837) 296 14-15=(-324) 3234 13- 6=(-1103) 197 • LOADING 4- 5=( 0) 0 15-11=(-201) 2482 6-14=( -98) 351 ',TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2372) 273 14- 7=( -98) 351 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3309) 393 7-15=(-1103) 197 TOTAL LOAD = 42.0 PSF 7- 9=(-2372) 273 9-15=( -21) 806 8- 9=( 0) 0 15-10=( -97) 102 • NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-2837) 296 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-3052) 300 •.- 11-12=( 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ,M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -187/ 1934V -79/ 79H 5.50" 3.10 DF ( 625) 't;•onnector plate prefix designators: 35'- 0.0" -187/ 1934V 0/ OH 5.50" 3.10 DF ( 625) C,CN,C18,CN18 {or no prefix) = CompuTrus, Inc ii,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" JT 2, 11: Heel to plate corner = 1.00" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.222" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.447" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.086" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.126" @ 34'- 6.5" 14-00 7-00 14-00 Wind: 120 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-11-11 3-09-05 6-03 0-03 6-06 0-03 6-03 3-09-05 3-11-11 load duration factor=l.6, Truss designed for wind loads f ' f ')" ff T 1' f in the plane of the truss only. 12 • 12 7.00F7 a 7.00 • M-5x6 M-5x6 M-2.5x6 M-2.5x6 7 \h/ 4P M-1.5x4 M-1.5x4 + + 1 i s N ow O O I ,r wrjA o '- 13 14 15 - o o M-3x8 M-3x8 M-2.5x4 M-3x8 M-3x8 0 MSHS-3x10(S) • y 7-07-04 y 9-10-12 y 9-10-12 y 7-07-04 y 15-11 19-01 I, i, 1-00 35-00 1-00 PR0P ,<<,Q`� Q SSS JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H9 Scale: 0.1900 \0 fNGI,N J©rir l' 44, 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 2 1 O 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: A2-H4 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. '' 3. Additional temporary bracingto insure stabilityduringconstruction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• BS ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „,....041W4 ,, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `/��-� 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. 174. b, `SJ SEQ. : 6118553fasteners are complete and at no time should any loads greater than 5. Design assumes trusses areto be used in a non-corrosive environment, G/ �,� '\ design loads be applied to any component. and are for"dry condition"of use. Q Y 4 2 TRANS I D: 412 6 9 8 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 ,VP _\),• fabrication,handling,shipment and installation of components. necessary. p 1 7.Design assumes adequate drainage is provided. r�R`4� 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with jointcenterchs. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX P I R F S: 12/21/21115 III IIIIDUI unr,, _LO.L 1Ku77 LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-13=(-270) 2615 3-13=( -26) 102 -_ BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3205) 384 13-14=(-472) 3702 13- 4=( -64) 919 WEBS: 2x4 DF STAND 3- 4=(-3080) 384 14-15=(-472) 3702 13- 5=(-1334) 284 LOADING 4- 5=(-2588) 350 15-11=(-270) 2615 5-14=( -122) 375 ,CFC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 14- 8=( -122) 375 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-3777) 542 8-15=(-1334) 284 TOTAL LOAD = 42.0 PSF 7- 9=( 0) 0 9-15=( -64) 919 8- 9=(-2588) 350 15-10=( -26) 102 "NOTE: 2x4 BRACING AT 12"OC UON. FOR $ Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-3080) 384 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-3205) 384 11-12=( 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA .,M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '.uertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -234/ 2011V -79/ 79H 5.50" 3.22 DF ( 625) 35'- 0.0" -234/ 2011V 0/ OH 5.50" 3.22 DF ( 625) 1,Cbnnector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.265" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.489" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.100" @ 34'- 6.5" 16-00 3-00 16-00 MAX HORIZ. TL DEFL = 0.141" @ 34'- 6.5" '( TT T Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-11 3-09-05 6-06 1-06 3-03 1-09 6-06 3-09-05 3-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' 1' 1' f '( '( T T T load duration factor=1.6, 12 12 Truss designed for wind loads 7 00 �M-4x4+6 7:M-4x4+ a 7 00 in the plane of the truss only. :M-6x641 �`I-4x4 =M-4x4 .'M-6x6 \/ ir . $ . �, . M-1.5x4 M-1.5x4 3 + + 10 . N N O O I Ir 0,172•1 MEW waN2 -7r.cr 13 14 15 a o 0 M-3x10 M-3x10 M-2.5x4 M-3x10 M-3x10 l MSHS-3x10(S) 7-07-04 y 9-10-12 9-10-12 y 7-07-04 ), y 15-11 19-01 y y y 1-00 35-00 1-00 ,��,-,0 PROFt,c.61 JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H5 Scale: 0.1756 N� I - s/o2 l 7 WARNINGS: GENERAL NOTES,unless otherwise noted: (r t 9 2 0 O 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 L Truss: A2-H5 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. , , 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at �' e , DES. BY: BS s the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length •by .fin .. bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �`.4' DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON tti 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 SEQ. : 6118554 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, G< �,I� O��h design loads be applied to any component. and are for"dry condition"of use. ra4 TRANS I D• 412698 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 © A� 'c fabrication,handling,shipment and installation of components. necessary. �L'f�� I5 p Po 7.Design assumes adequate drainage is provided. R 1. _ 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 �9II__II_I II��I IID_I I_I_I DII_I`III_ISI I DI TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincideidwith joint ate in ches 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS12/, 1/2111'5 IIIIIIfOI L,KJ"_,li H1C10L IKU.7.7 , LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=1-1428) 3027 3-10=1-394) 238 • BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2566) 260 10-11=(-1252) 2581 10- 4=( -76) 536 WEBS: 2x4 DF STAND 3- 4=1-2121) 89 11-12=1-1252) 2581 4-11=(-847) 233 LOADING 4- 5=1-1500) 126 12- 8=1-1428) 3027 11- 5=( -54) 1123 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1500) 126 11- 6=1-847) 233 ,BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2121) 89 6-12=( -76) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-2566) 260 12- 7=(-394) 238 '"'OVERHANGS: 12.0" 12.0" 8- 9=1 0) 57 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) :.Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 -C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '''' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -61/ 1584V -2800/ 2800H 5.50" 2.53 DF ( 625) 'JT 8: Heel to plate corner = 1.25" 35'- 0.0" -61/ 1584V -2800/ 2800H 5.50" 2.53 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" 17-06 17_06 MAX LL DEFL = -0.111" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.248" @ 17'- 6.0" Allowed = 2.272" T f f MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" 10-07-15 6-10-01 6-10-01 10-07-15 MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" 6-01-15 5-08-01f 5-08-01 5-08-01 �5-08-01 6-01-15 MAX HORIZ. LL DEFL = 0.080" @ 34'- 6.5" T f f f f f f MAX HORIZ. TL DEFL = 0.110" @ 34'- 6.5" 12 12 7.00 M-4x6 7 00 'COND. 2: 2800.00 LBS SEISMIC LOAD. 4 �„ Wind: 120 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads . . M-3X6(S} M-3x6(S) in the plane of the truss only. M-2.5x4#/ igiNM-2.5x4 4 6 +r 4. M-1.5x43 1111111111r \ M-1.5x4 cx N O O r w r O 1 10 =111 12 1 9 :O IM-3x8 M-2.5x4 M-3x8 M-2.5x4 M-3x8 o MSHS-3x10(S) y J' ,6 y i' 8-11-15 8-06-01 8-06-01 8-11-15 J' y 15-11 19-01 y y y 1- 1-00 35-00 WEDGE REQUIRED AT HEEL(S) . 1-00 ����D PROFer, OM JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A6 Scale: 0.1500 �j NGIN /O 'c-ilmor -0- . . .• WARNINGS: GENERAL NOTES,unless otherwise noted: , O P �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: A6 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. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ir' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , - a_"` ' is the responsibility of the erector.Additional permanent bracing of ` : continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON N 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. �(/ SEQ. : 6118555 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- � rA s� design loads be applied to any component. and are for"dry condition"of use. © �' 14 2 b..['- 1 RAN S I D: 412698 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. R R�L _ 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 - 11_ ,QII III JI IIDI IDI_I IIDI JIM VI1I TPI/WfCA in BCSI,copies of which will be furnished upon request lines coincideidiatwith jointain che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX P I R F S: 12121/21115 I IIIIIIUIII IiKL'l., I-1K1LL 1KUJ.7 LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1--2=( 0) 57 2-10=(-1396) 3080 3-10=(-394) 242 __BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2629) 221 10-11=(-1223) 2630 10- 4=(-182) 598 .WEBS: 2x4 DF STAND 3- 4=(-2263) 89 11-12=(-1093) 2091 4-11=(-809) 276 . LOADING 4- 5=(-1866) 126 12-13=(-1223) 2630 11- 5=(-172) 1035 n.,TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1866) 126 13- 8=(-1396) 3080 5-12=(-172) 1035 ''BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2263) 89 12- 6=(-809) 276 TOTAL LOAD = 42.0 PSF 7- 8=(-2629) 221 6-13=(-182) 598 ''OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 13- 7=(-394) 242 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ;Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 .1C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ;,M,M20HS,M18HS,M16 =MiTek MT series ADDL: BC CONC LL+DL= 50.0 LBS @ 17'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -46/ 1609V -2800/ 2800H 5.50" 2.57 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 0.0" -46/ 1609V -2800/ 2800H 5.50" 2.57 DF ( 625) 2)M-1x3 or equal at uprights (UON). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3i ` 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 = -0.112" @ 23'- 2.9" Allowed = 1.704" MAX TL CREEP DEFL = -0.252" @ 13'- 5.5" Allowed = 2.272" 17-06 17-06 MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" 10-07-15 6-10-01 6-10-01 10-07-15 MAX HORIZ. LL DEFL = 0.077" @ 34'- 6.5" 6-01-15 5-08-01f 5-08-01 5-08-01 'i 5-08-01 6-01-15 MAX HORIZ. TL DEFL = 0.107" @ 34'- 6.5" T f f f f f f 'COND. 2: 2800.00 LBS SEISMIC LOAD. 1 12 M-4x6 12 7.00 V' ' 7 Q 0 Wind: 120 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 0" Truss designed for wind loads 5 in the plane of the truss only. M-3x6(S) M-3x6(S) M-2.5x4 -2.5x4 9 6 M-1.5x4 - \/ !X4+ 3X4+ / M1.5x4 N OI r �M• I I I ;yam M OI c.zt 1 .., ���9 a 10 11 12 13 0 I M-3x8 M-2.5x4 M-4x4 c1-4x4 M-2.5x4 M-3x8 0 MSHS-3x10(S) b50# - y 7-03-09 y 6-02 y 8-01 6-02 y 7-03-09 15-11 19-01 y y 1-00 35-00 1-00 Q, D PRDFF JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A7 Scale: 0.1730 :....‘9G2ISN:p7"36)0_57(... , 11//9//r WARNINGS: GENERAL NOTES ,unless otherwise noted: �.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 indiv dual :'Irus S: A7 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. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� �- is the responsibility of the erector.Additional permanent bracing of ( �"' continuous sheathing such as plywood sheathing(TC)and/or drywall BC). t DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ OREGON /,. 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. 174- 4./ SEQ. : 6118556 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, Lf9,9 (ION design loads be applied to any component. and are for"dry condition"of use. O 7 4 2 .1- Z'RAN S I D: 412 698 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 f7 P fabrication,handling,shipment and installation of components. necessary. L�f��j VV p 7. Design assumes adequate drainage is provided. �F r i t U`' _ 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 TPI/W>CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS:12/21/21)1'5 I H I ll i fli ITtCLIs AtC1GL 11tVJJ , LUMBER SPECIFICATIONS 16-09-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE=1.15 (Non-Rep) 1-2=(-2872) 299 1-8=1-167) 2320 2-8={-173) 106 BC: 2x9 DF#1&BTR 2-3=(-2586) 241 8-9=(-123) 2156 8-3=( 0) 331 WEBS: 2x9 DF STAND WADING 3-4=(-2163) 227 0-6=(-155) 2280 8-4=(-62) 100 Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 4-5=1-2585) 238 4-9=( 0) 309 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Le=50' 5-6=(-2849) 240 9-5=(-124) 119 6-7=( 0) 57 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 25.0)+DL( 7.01= 32.0 PSF 0'- 0.0"TO 16'- 9.0"V BC UNIF LL( 0.0)+DL( 10.01= 10.0 PSF 0'- 0.0"TO 16'- 9.0"V OVERHANGS: 0.0" 12.0" TC UNIF LL( 75.0)+DL( 21.01= 96.0 PLF 8'- 0.0"TO 8'- 9.0"V BEARING MAX VERT IPX BORE BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0"TO 16'- 9.0"V LOCATIONS REACTIONS REACPIONE SIZE SQ.IN. (SPECIES) 0'- 0.0" -57/ 1918V -70/ 65H 5.50" 3.07 DF (625) TC CONC LL( 466.7)+DL( 130.7)- 597.3 LES 9 8'- 0.0" 16'- 9.0" -83/ 2042V 0/ OH 5.50" 3.27 DF (625) • TC CONC LL( 466.7)+DL( 130.71= 597.3 LBS 8 8'- 9.0" Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL L/240,TL L/180 C,CN,C18,CN18 (or no prefix) =C tfrrus, Inc REDJIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MEI'. MIX LL DEFL= 0.066"9 8'- 9.0" Allowed= 0.792" M,M20HS,M18HS,M16=MiTek MI'series MAX TL CREEP DEFL=-0.127"9 8'- 9.0" Allowed= 1.056" BOPTCM CHORD CHECKED FOR 1OPSF LIVE LOAD.'POP MAX LL DEFL=-0.002"@ 17' 9.0" Allowed= 0.100" JT 1, 6:Heel to plate corner=1.00" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL=-0.003"0 17'- 9.0" Allowed= 0.133" NAX HORIZ. LL DEFL= 0.032"9 16'- 3.5" MAX HORIZ. TL DEFL= 0.046"0 16'- 3.5" Wind: 120 nph, h=l5ft, TCDL=4.2,BCDL=6.0,ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MUIERS(Dir), load duration factor=l.6, Truss designed for wind loads • in the plane of the truss only. 8-00 0-09 8-00 '( T T 1' 3-11-11 4-00-05 0-09 4-00-05 3-11-11 T T ,,597.36# T T 11-5x6 b597.30# 12 12 7.00 Ø_*,4 ,m-6H6 Q7.05 M-1.5x4 M-1.5x4 Af 40° • • N ���N I ti 1-. 8 9 • 7 I o O M-3x8 M-3x8 M-2.5x4 M-3x8 .5 y .5 ), 7-07-04 1-08-04 7-05-08 .5 k ), 16-09 1-00 ��9,';�p Pr�R 4FF,s, JOB NAME: DR HORTON PLAN 3727 ELEV A GR - B1-Hl Scale: 1/2" ��jt�N ftlA . . WARNINGS: GENERAL NOTES,unless otherwisen �l l+ l ll.... � noted: 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 ru S S: B 1-H1 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer _9210PE 2. Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.res ectivel unless braced throw hout their len th 1411111111"-- DES. BY: BS respectively 9 9 by is the responsibility of the erector.Additional permanent bracing of /r Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 44/ SEQ. : 6118557 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, ��` i'� design loads be applied to any component. and are for"dry condition"of use. '�}' 2� P� TRANS I D: 412 6 9 8 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 QAI 4+ C3 fabrication,handling,shipment and installation of components. necessary. '✓! ' V 7.Design assumes adequate drainage is provided. L R R 10, 1- 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 11111._0111 II��I 11._I MDI DIM_III[ill TPIM/TCA in BCSI,copies of which will be furnished upon request. it coincide with jointcenterce. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX PIR FSS 12/R1/21115 I II.I.II IDDI l'Kt,l., l t<1t'L 1Kl_/ LUMBER SPECIFICATIONS 8-00-00 GIRDER SUPPORTING 2-00-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDP/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE=1.15 (Non-Rep) 1-2=(-643) 32 1-4=(-53) 501 4-2=( 0) 488 BC: 2x8 DF SS 2-3=(-94) 49 4-5=(-53) 490 2-5=(-616) 65 WEBS: 2x4 DF STAND LOADING 5-3=( -91) 29 Snow: ASCE 7-10, 25 NSF Roof Snow(Ps) TC LATERAL SUPPORT<=12"0C. UON. Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT<=12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0"TO 8'- 0.0"V 0'- 0.0" -10/ 471V -55/ 112H 5.50" 0.75 DF ( 625) Connector plate prefix designators: BC UNIF LL( 0.0)+DL( 10.0)- 10.0 PSF 0'- 0.0"TO 8'- 0.0"V B'- 0.0" -169/ 1788V 0/ OH 2.00" 2.86 IF ( 625) • C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,MGHHS,M16=MiTek MT series ADDL: BC CONC LL+DL=1587.0 LBS @ 7'- 1.5" VERTICAL DEFLECTLON LIMITS: LL=L/240, Th L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX EL DEFL= 0.003"@ 4'- 4.6" Allowed= 0.49" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL=-0.017"@ 9'- 4.6" Allowed= 0.4922" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL=-0.001"@ 7'- 8.5" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL= 0.002"@ 7'- 8.5" Wind: 120 mph, h=l5ft, 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. 4-06-06 3-05-10 T T T 12 7.001 M-1.5x4 i - M-2.5x4 CD 10 I 0 0 " M-2.5::4 IIII , , 1010,iiiiiminiiim, mill0 m O _ 1. 4 5 1l O M-3x8 M-1.5%4 M-4x12 1, ), 1587#� 1, 4-04-10 3-07-06 y y 8-00 ���Efl P R OFFSS JOB NAME: DR NORTON PLAN 3727 ELEV AGR - Cl Scale: 1/2" `5 •(7/i9fi ji'y� )%17 WARNINGS: GENERAL NOTES, unless otherwise noted: -92 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: C1 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. •/A r 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f� the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..."'°°;51111M:,- is DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I�' 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. SEQ. : 6118558 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'� design loads be applied to any component. and are for"dry condition"of use. 0 y 4 2 '[- TRAN S I D: 412698 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing u all supports shown.Shim or wedge if 1I �P fabrication,handling,shipment and installation of components. necessary. 'Y/�` 7. Design assumes adequate drainage is provided. r'f R I L 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 II_ 11/11H11111_1.1_10_111111.1 TPI/W TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP!R FS: 12121/2015 III I IIIUDI unnu `�"1>L rrcvb , LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6-(-19) 115 6-3=(0) 98 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-185) 0 6-4=(-19) 115 WEBS: 2x4 DF STAND 3-4=(-185) 0 LOADING 4-5=( 0) 57 'CC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -26/ 328V -28/ 28H 5.50" 0.52 DF ( 625) Cs=1, Ce=1, Ct=1.1, 1=1 5'- 1.0" -26/ 327V 0/ OH 5.50" 0.52 DF ( 625) 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" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 8 6'- 1.0" Allowed = 0.100" ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 8 6'- 1.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" 9 1'- 3.9" Allowed = 0.146" 2-06-08 2-06-08 MAX TC PANEL TL DEFL = 0.007" 8 1'- 3.9" Allowed = 0.219" T T 0' 12 12 MAX HORIZ. LL DEFL = 0.000" 8 4'- 7.5" 7.00 Q 7.00 MAX HORIZ. TL DEFL = 0.001" 0 4'- 7.5" Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11M-4x4 load duration factor=l.6, Truss designed for wind loads 34.0" in the plane of the truss only. 1,-1 • 10,O1N N . O O O I O / f / 6 ► l ol 5 0 M-1.5x4 M-2.5x4 y y 2-06-08 2-06-08 ), y y y 1-00 5-01 1-00 '��9' O P R�jCCOFfiSS' JOB NAME: DR HORTON PLAN 3727 ELEV A GR - Dl Scale: 0.6009 ���� ,0„\G1N . /0 i WARNINGS: GENERAL NOTES,unless otherwise noted: '92 11011 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• D1 and Warnings before construction commences. building component.Applicability of design parameters and proper Adir 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 DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �� is the responsibility of the erector.Additional permanent bracing of ( _' ,- continuous sheathing such as plywood sheathing(TC)and/or drywall BC). Cr DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. �l Cu S E Q. : 6118559 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, -32- 47' �'X� design loads be applied to any component. and are for"dry condition"of use. O 14 ` "'� TRANS I D• 412698 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 �P fabrication,handling,shipment and installation of components. necessary. R 7.Design assumes adequate drainage is provided. ER R 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 [it DIM 00]II_ I I_I_I DIIDI III_1_111.1 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideidiwith jointain inches.9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R F S: 12/21/2(119 II1IIIDI]I uxn,.:r tAK1.mL IKUJ.7 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&STP, LOAD DURATION INCREASE=1.15 1-2=( 0) 57 2-5=(0) 119 5-3=(0) 98 BC: 2x4 DF 41&BTR SPACED 29.0"O.C. 2-3=(-190) 0 5-4=(0) 119 WEBS: 2x9 DF STAND 3-4=(-186) 0 LOADING TC 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" -33/ 357V -21/ 25H 5.50" 0.57 DF ( 625) Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 1.0" 0/ 210V 0/ OH 5.50" 0.34 OF ( 625) . Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 C,CN,C18,CN18 (or no prefix) =CognuTrus, Inc 2', M,M20HS,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 lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.007"@ 1' 3.9" Allowed= 0.146" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL- 0.007"@ 1'- 3.9" Allowed= 0.219" MAX HORIZ. LL DEFL= 0.000"@ 4'- 7.5" MAX HORIZ. TL DEFL= 0.001"@ 4'- 7.5" Wind: 120 mph, h=15ft, 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. 2-06-08 2-06-08 • T T T 12 12 7.00 Q 7.00 iM-4x4 34.0" • N N A 5x4 M-2.5x� 2 2 2 2-06-08 2-06-08 ), 2 1-00 5-01 ���E0 P R OFess JOB NAME: DR HORTON PLAN 3727 ELEV A GR - D2 Scale: 1/2" e � ((��))j) i`7(y� �AWARNINGS: GENERAL NOTES, unless otherwise noted: • !/(!7 7' f/-9 • 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 =9 2•0 P E T�rUS S: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper - r 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 , DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,i4,_�r 4r"'"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " A4- DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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,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, '�I` design loads be applied to any component. and are for"dry condition"of use. /� " y 14, 2.'",,,, ,..# TRANS ] D: 412698 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 V� fabrication,handling,shipment and installation of components. necessary.sign ��y t ` V p Po 7. Design assumes adequate drainage is provided. �l R 1- 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 TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS: 12I. 112(115 III IIIIUDI I.,KL'l1 HIt1LL 1KU.. • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF#1&BTR LOAD DURATION INCREASE=1.15 1-2=( 0) 57 2-5=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0"O.C. 2-3=(-110) 141 3-4=(-111) 7 TC LATERAL SUPPORT 4=12"0C. UON. LOADING BC LATERAL SUPPORT 4=12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF • ' OL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA _-. OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" 0/ 442V -45/ 133H 5.50" 0.71 DF ( 625) Connector plate prefix designators: Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 DF ( 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 7'-11.2" -124/ 488V 0/ OH. 1.50" 0.62 DF ( 625) M,M2OHS,M18HS,M16=MiTek MT series 10'- 0.0" -89/ 15V 0/ OH 1.50" 0.02 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/290, TI 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 TC PANEL LL DEFL=-0.131"@ 3'-10.9" Allowed= 0.570" MAX TC PANEL TL DEFL=-0-231" @ 3'-11.0" Allowed= 0.854" MAX HORIZ. LL DEFL=-0.001" 0 7'-11.2" IlAX HORIZ. TL DEFL=-0.001"0 7'-11.2" },. Ef_t. Wind: 120 mph, h=l5ft, TCDIr4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Eop.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • • 12 7.00 0 N O I N O I N O I 1 DEMO 5W-320O • -2.5x4 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,5,3,4I 2-00 ����fl P R��FjFSS JOB NAME: DR HORTON PLAN 3727 ELEV A SR - J1 Scale: 1/2" � ``G//fy � v�i ,�� WARNINGS: GENERAL NOTES,unless otherwise noted: !!!J!//I/ 77 77�� -5• 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 920 P E t' Truss: 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. ' „•,. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at • DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin TC and/or d ,f--i.- :_ sheathing(TC) rywall(BC)- �' -� CZ- DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 444/ . No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D: 412698 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, lr '\�` i� design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. '/-...., Q '9 y 7 4 2° P4 6 Design assumes full bearing at all supports shown.Shim or wedge if necessary. �r tLi • fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. CC R R 1 1 _ 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I _�I_�II_I II��I II I I-I_I JIII]OIIDJ II I I� ( 9. Digits indicateinsize plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX P I R F S- 1 2I21 i7f11.ri • l in 11.1001 111tH'is !-1IC1. L i mu, . 7 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE=1.15 1-2=( 0) 57 2-4=10) 0 BC: 2x4 DF#1&BTR SPACED 24.0"O.C. 2-3=(-71) 19 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" -20/ 323V -17/ 57H 5.50" 0.52 DF ( 625) 3'- 7.0" -24/ 94V 0/ OH 2.00" 0.15 DF ( 625) Connector plate prefix designators: Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 8.0" 0/ 61V 0/ OH 2.00" 0.10 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 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. M X 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 TC PANEL LL DEFL=-0.006"@ 2'- 1.6" Allowed= 0.232" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL=-0.010"@ 2'- 1.6" Allowed= 0.348" MAX HORIZ. LL DEFL=-0.000" @ 3'- 7.0" MAX HORIZ. TL DEFL=-0.000" @ 3'- 7.0" Wind: 120 rrph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 1-10, t' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • 3-08 T '( 12 7.0017 N 00111 ••0 u, O I <-, • N O • 1 ►� 09 0 -2.5x4 ,l yy _ 3-07 0-01 J, ), y 1-00 3-08 'PROVIDE FULL BEARING,Jts:2,3,41 JOB NAME: DR HORTON PLAN 3727 ELEV A GR J2 Scale: 1/2" �� ��)I�/��j(yV ��� WARNINGS: GENERAL NOTES, unless otherwise noted: 9I/r,110P7E 45 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 Tills s: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner. ,,;"�, 2.2x4 compression web bracing must be installed where shown+. �° po t / , 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `,-� �''"` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / -• CZ- DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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 E Q. : 6118562 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, �� ��y O,{k S'` design loads be applied to any component. and are for"dry condition"of use. O 7 4 Z "C" TRANS I D: 412698 5. CompuTnrs 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. �Ff R f�� p Po 7.Design assumes adequate drainage is prodded. C 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 'II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicateisizeplate plate in inches. II I 11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector design values see ESR-1311,ESR-1988(MiTek) FX PI R FS:12121/201.5 1.1111110 1 `a1'iAC' HK,AJ, 1KUAA • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF ll10TR LOAD DURATION INCREASE=1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF 1116BTR SPACED 24.0"O.C. 2-3=(-54) 0 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" -39/ 301V -9/ 38H 5.50" 0.48 DF ( 625) 1'- 9.2" -30/ 20V 0/ OH 5.50" 0.03 DF ( 625) ' Connector plate prefix designators: Snow:ASCE 7-10, 25 POE Roof Snow(Ps) 2'- 0.0" -22/ 42V 5/ OH 1.50" 0.07 DF ( 625) C,CN,CI8,CN18 (or no prefix) =ConpuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 M,M20HS,M18HS,M16=MiTek MC series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LLrL/290, TLrL/180 REQUIREMENTS OF IBC 20].2 ARID 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 SOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.002"@ 1'- 0.9" Allowed= 0.106" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL= 0.002"@ 1' 0.9" Allowed= 0.159" MAX• HORIZ. LL DEFL=-0.000"@ 1'-11.2" MAX HORIZ. TL DEFL=-0.000"@ l'-11.2" ' Wind: 120 mph, h=l5ft, 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. • 12 ' 7.001 " N O t4-2.5x4 N O O ,rtpsi _.: r •• o 0.02N 4MEMM0 • • • 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,3I _,D pROF4- JOB NAME: DR HORTON PLAN 3727 ELEV A GR J3 Scale: 1/2" /��� ��)Jn I� },,t,,,, /„j�_ WARNINGS: GENERAL NOTES,unless otherwise noted: 119 2 0 0 plc. �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 f L Truss: J3 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. � -f 3. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 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 IIIPPl ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ry. DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I~+'• 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'E Q. : 6118563 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, G/ A. !I)` design loads be applied to any component. and are for"dry condition"of use. ® y 14 2-C3 ^{- TRAN S I D: 412698 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 Ap� �P necessary. `�/. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R L 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 ID_II-DII_I IID_I II _I I'I`I_IIIA_II.O ILII I��ITPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS: 12/21/71115