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Plans (36) 4 NOV ? nih i'cr,, .i“.I4: ' ''', „ ,,,,., 7, -'','': -1, D.R. HORTON 33 PLAN 3727 RAa 7/12 JACKS . ' 1 GARAGE LEFT cp il 12 ! AI ,c. J I : .. . . . -I I L, I_ I • , 1 AZtil• I , i 1 -Numnpirador_. . 35-00-00 -ice( 1 7/12 PITCH i U______.1 , - 1-0 0.9, 7/12 25# LOAD . L _ —, -----* 2800# SHEAR r 177 .-21. 1 - &---) ARIEL TRUSS 612Hc, T) . — 574-7333 ---- -... 7 .fr.:2:f. 1, DRAWN BY: GAR I AIL : ifi,E7) . KEVIN LENDE ("11:--ii!,,) . ...._ ___ 1 1 , , *- 1 c> I 712 1 IOW r , . , . . - Ads 111 Ar int ......_ , a. __/ isr . TAILS OVERHANG THIS POP-OUT algal tk 8, c"' ID STRUTS ), ), 16-09-00 SPAN 0 4,' 5-01-00 -, SPAN 'd• F 0 i -3 c v) n C, ill 33 D.R. HORTON I ' j 1 / 7/12 JACKS o PLAN 3727 °A' bil ! 1 I j Al 7r1.1 GARAGE RIGHT ELI IEll a , � !� c) 1111.1116,1 . ill : , iI `1iu'•Ii �►`r i' -00-00 / (. ), 14 p SPAN r�+� � AI 1 FA Now 7/12 PITCH �_....._... 17/i0 1-0 O.H. 28001 SHEAR , — _J 25 LOAD "3- ._ -.7 k ARIEL TRUSS 574-7333 _ • - ro�� I�j 111,„ _ DRAWN 8Y:ifieirrAil - KEVIN LENDS * IIi'I I 1 Z 11110riall 0 .14401114. ' dis IN I ` +111111, i _, a Z ,Q; 1 IOWA , {�� OVERHANG THIS POP-OUT q•TRUT:, D{ 1- y 16-09-00 SPAN o 0 '1'5-01-00 y SPAN rt n n 0 3 a C n G N F-r 7 n 1111/1111 lzKTlz HKiOL 1KUDD ,k , 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=1 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-9742) 700 14- 7=( -222) 2986 BC LATERAL SUPPORT <= 12"0C. 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=1-5664) 366 15-10=( -16) 400 NOTE: 2x4 BRACING AT 24"0C 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) M,M20HS,M18HS,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1� ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF 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. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" wM 9" 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, + Laterallybrace to roof diaphragm. MAX LL DEFL = -0.001" @ 36'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x8 webs. 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0-06-12 load duration factor=1.6, , 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 4-09-12 5-04-08 4-08-04 3-09-12 3-07-09 4-01-07 1' T 597.30# T T T T T T T 7.00 - M-7x8 M-3x8 M-1.5x4 M-3x8 M-5x6 'Q7.00 5 6 7 erre p M-1.5x47M-1.5x9 N. CV o o CrIt 1=1-1 ® rn � z 13 14 15 h C. 1 Cr o -3x10 M-3x10 M-7x12 M-4x9 M-3x8 0 ** y y MHS-5x10(S)+1788# y y 7-07-04 10-07 9-02-08 7-07-04 y ), y 16-00 19-00 ), , ), ), 1-00 35-00 1-00 ��c\O PR ore JOB NAME: DR HORTON PLAN 3727 ELEV A GR - Al-H1 Scale: 0.2024 !�G1IQ/N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: `II" I II 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 9 j P E Truss: Al-H1 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. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - I/' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .....#'11111.,- C. DATE: 11/19/2014 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. '9 OREGON A,..40 trussesSEQ. : 6118549fasteners are complete and at no time should any loads greater than 5.Design assumes are to be used in a non-corrosive environment, G 2J \fl s T RAN S I D: 412698 design loads be applied to any component. and are for"dry condition"of use. �O '9 y 4 20 Pi- 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 �y necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 10- 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 1111111111111111111111 11111VIII VIIIVIIIVIII VIII VIIIIIIIIIII TPIIWiCA in BCSI,copies of which will be furnished upon request. it coincideitwith jointcenterinches.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) FXPI R FS:12/31/21115 1111111111 L,tc L, k111.16L 1i(VJJ 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=1-344) 5084 3-12=1 -32) 590 BC: 2x4 DF #1&BTR 2- 3=1-6156) 472 12-13=1-560) 7648 12- 4=( 0) 2042 WEBS: 2x4 DF STAND LOADING 3- 4=(-6370) 478 13-14=1-560) 7648 12- 5=1-2844) 326 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-5518) 434 14-10=1-344) 5084 5-13=( 0) 1086 TC LATERAL SUPPORT <= 12"0C. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 6=1-8462) 614 13- 6=( -932) 202 BC LATERAL SUPPORT <= 12"0C. UON. 6- 7=1-8462) 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=1-5518) 434 7-14=1-2844) 326 _ = BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 35'- 0.0" V 8- 9=1-6370) 478 8-14=1 0) 2042 NOTE: 2x4 BRACING AT 24"OC 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=1 0) 56 TC CONC LL( 466.7)+DL( 130.71= 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) = CorrpuTrus, 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 1OPSF 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" @ S: L/24 Allowed 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" A / 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL=-0.001" @ 36'- 0.0" Allowed= 0.100" )0( 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. N 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 T T 597.30# T T T 597.30# 12 12 7.0 :M-6x6 0/ -M-4x4 M-1.5x4I-4x4 -6x6 X7.00 5 6 7 ► INM isi° 4 ow 44\ M-1.5x4 M-1.5x9 +. + N O O I I D 13 1 -3x8 M-3x10 M-3x8 M-3x10 M-3x8 0 CD MSHS-3x10(S) J, 7-07-04 y 9-10-12 y 9-10-12 y 7-07-04 y 15-11 y 19-01 1-00 35-00 1-00 en ����� PRo, JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H1 Scale: 3/16" \.0 �// /c, WARNINGS: GENERAL NOTES,unless otherwise noted: �� 11��� � -v 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_92S-= .P ETruss•• A2-H1 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 atDES. BY: BS is the res nsibili of the erector.Additional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `,- , responsibility permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywal C). 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 �j 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. : 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, L/ '9 (�� �y TRANS ID: 412698 design loads be applied to any component. and are for"dry condition"of use. Q 1' 1 q, 2 hT • 5.CompuTus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A- �y d,T' fabrication,handling,shipment and installation of components. Designecessary' •V/-r�n'` V P Po 7. assumes adequate drainage is provided. 1-1 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 111111 VIII VIII VIII VIII VIII VIII IIII illiTPIM?CA in BCSI,copies of which will be furnished upon request. coincide with joint center lines. 9. lines indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.lines For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS:12/31/9015• II III HI L'AZ' HK1riL 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=(-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 WEBS: 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 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2069) 121 14- 7=( 0) 253 BC 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 NOTE: 2x4 BRACING AT 24"0C UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-2414) 121 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2525) 133 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 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR lOPSF 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,M20HS,M16HS,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.lft, 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 'f 'f T T T T T .1 1 T A- 12 5 8 12 00 M-4x6 M-3x6 M-3x6 M-4x6 7.00 6 7 N l o M-1.5x4 \/ 1.5x4 0 3 }. } 0 i ko N O N A- Ol- 1/.._ W ® �" "`i�2 A o M-3x8 M-3x10 M-21 9 5x4 M-3x10 M-3x8 0 MSHS-3x10(S) .1 b ), ), y 7-07-04 9-10-12 9-10-12 7-07-04 ), ), l .1 1-00 35-00 1-00 ��, D PROpp,S JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H2 Scale: 0.1638 co !``GIN /o WARNINGS: GENERAL NOTES,unless otherwise noted: �/� ``[92. '�1 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 .92.0 P E <' 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. 44000111" , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 44110.DES. BY: BS continuous sheathing such as plywood sheathing(TC)and/or drywall C). ..„..0°4/10._' DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ VI St- 4. No load should be applied to anycomponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. 6118551 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OR47 EGON fasteners �� TRANS I D" 412698 design loads be applied to any component. and are for"dry condition"of use. 6.Design full b /O '9 y 14' Zd1 �1 assumesearing at all supports shown.Shim or wedgeT 5.CompuTrus has no control over and assumes no responsibility for the if fabrication,handli Dnecessary. rR R i� ng,shipmem antl installation of components. 7.Design assumes adequate drainage is provided. l 6.The 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 MILLI VIII IIIII VIII 11111 EMI ILII ILII TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincidewith joint center lines. id 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FSS 19/31/2015 axnu Ho(iL'1 12(u Ili 11 IIII 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 3- 4=(-2553) 208 14-15=(-189) 2936 13- 6=(-1349) 126 WEBS: 2x4 DF STAND LONDTOG 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) 3006- 7=(-3011) 257 7-15=(-1349) 126 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF 7- 9=(-2124) 197 9-15=( 0) 865 8- 9=( 0) 0 15-10=( -147) 123 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 =MiTek MT series 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 nph, h=19.7ft, 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 12-00 11-00 12-00 in the plane of the truss only. Tf 3-11-11 3-09-05 4-00 �2-06 6-06 2-03 4-03 3-09-05 3-11-11 M-4x4+�5 8 ::M-4x4+ 12 12 9 $ /- \17.00 7.00V d. M-4x6o M-4x6 4-4x4 -4x4 6 .$ 7 M-1.5x4 y M- 1.5x4 + + o NOI ., FM N 141 15 -�2 jr4 f -3x8 M-3x10 M-25x4 M-3x10 M-3x8 o o MSHS-3x10(S) y 7-07-04 y y y 9-10-12 y 9-10-12 7-07-04 * * * 15-11 19-01 * * 1- 00 35-00 1-00 ���tp PROFA., JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H3 Scale: 0.1894 4� �(.NGIN)/1li gr' /(4, 1.Buil WARNINGS: G.This GENERAL NOTES,unless otherwise note92 t 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-H3 and Warnings before construction commences. building component.Applicability of design parameters and proper y y 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 f ' DES. BY: BS ry 2'o.c.and at 10'o.c.respect vely unless braced throughout their le th by �!- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 ttC,� 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. i% SEQ. : 6118552 fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used in a non-corrosive environment, ��' design loads be applied to any component. and are for"dry condition"of use. y TRANS I D 412698 5.CompuTrus has no control over and assumes no responsibility for the 6.DnSS assumes full bearing at all supports shown.Shim or wedge If ,O4143R10-. 9 ��` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41fiR R I0-. 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 IIIIII 11111 VIII VIII VIII VIII 11111 IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request git coincideatwith jointcenterchs. 9.Digits size of plate in inches. MiTek USA,Ino./CompUTrusSoftware7.6.6(1L}Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS:12/31/2(115 minim ,,x211+ .x1LL ,..., UMBER SPECIFICATIONS .J TC: 2x4 DF #1&BTR TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq 1.00 BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-13=(-201) 2482 3-13=( -97) 102 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-3052) 300 13-19=(-329) 3234 13- 9=( -21) 806 TC LATERAL SUPPORT <= 12"OC. U . LOADING 4- 5=(-2837) 290 15-11=(-201) 2482 6 14-15=1-324) 3234 16-14=(-1198) 351 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 4- 6=(-2372) 273 14- 7=( -98) 351 - ....-_-=..,_-_,========-_......._--..===_- TOTAL LOAD = 42.0 PSF 6- 7=(-3309) 393 7-15=(-1103) 197 NOTE: 2x4 BRACING AT 24"0C UON FOR 7- 9=(-2372) 273 9-15=1 -21) 806 ALL FLAT TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) 8- 9=( 0) 0 15-10=1 -97) 102 -,...=====..._-_-.=-....-_=====-_-===_-_......-._-_-..._,... Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 9 10=(-2837) 296 10-11=(-3052) 300 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1 0) 57 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1.5x9 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX TIONHORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) , Connector AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -187/ 1934V -79/ 79H 5.50" 3.10 DF ( 625) N18t(orrnol x designators: C,CN,C18,Cprefix)) = ConpuTrus, Inc 35'- 0.0" -187/ 1939V 0/ OH 5.50" 3.10 DF ( 625) M,M20HS,M18HS,M16 =MiTek MT series JT 2, 11: Heel to plate corner = 1.00" 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 = -0.222" @ 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 IL 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 Wind: 120 14-00 mph, h=20.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3-11-11 3-09-05 6-03 0-03 6-06 0- 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T �� - 6-03 3-09-05 3-11-11 load duration factor=1. , 12 Truss designed for wind loads T in the plane of the truss only. 7.00 2 • 12 \17.00 M-5x6 M-2.5x6 M-2.5x6 M-5x6 b i T3x8i M1ts M-1.5x4 NVo1=+=I .' r.13 N-3x8 19M-3x8 M-2.5x4 M-MSHS-3x10(S) 0 ), y J, 7-07-04 9-10-12 y y 9-10-12 7-07-04 y 15-11 y y y ), 19-01 1-00 35-00 1 y 1-00 JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H9 � 'n O P R OFFS Scale: 0.1900 Wa WARNINGS: GENERAL NOTES,unless otherwise noted: c, ' �/4/f ?,. Truss: A2-H4 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 and Warnings before construction commences. building component.Applicability of design 92 0 P E 1"" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of theui ding designer. o DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 11/19/2014 is the responsibility of the erecror.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length b y ��, the overall structure is the responsibilty of the building designer. 2x x Impact bridgingsheathr such l bracing cing required rawhen shown and/or dnywal BC. �,f,� - ti Cr 4. No bad should be applied to anycomponent until after all bracing and 4. Installation oftruss s the responsibility of trespective contractor. SEQ. : 6118553 pp �° yG ,OREGON / 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, TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. D 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 �O '�y 20� �-}.� fabrication,handling,shipment and installation of components. 7necessary. IIIIII VIII VIII 11111 VIII 11111 VIII IIII Iif 6. This design is furnished subject to the limitations set forth byDesign assumes ca ed one drainage iso sa TPIMTCA in BCSI,copies of which will be furnished upon request. 8. nes coincide with joint center linesps of truss,and placed so their center '` R R't v MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. i- 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) FXPIRFS7 1 2131/9111 5 l_72(..W.., H1il Y,L 1KUn II I II I��I IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.0 TRUSS SPAN 35'- 0.0" 1 2IB 0) 57 2EMB=1-FOR 2615 /GDF/C 1.O 102 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=(-3200) 384 12-13=(-270) 3702 13- 3=( -64) 919 TC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 3- 3=(-3205) 384 13-14=(-472) 3702 13- 4=(-1-64) 284 BC: 2x4 DF #1&BTR 4- 5=(-2588) 350 15-11=(-270) 2615 5-14=( -122) 375 WEBS: 2x4 DF STAND LOADING 4- 6=( 0) 0 14- 8=( -122) 375-122) 284 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3770) 592 4-18=( TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=( 70)) 0 8-15=( -64) 919 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-2588) 350 15-10=( -26) 102 9-10=(-3080) 384 .=---.-.....=_,=====_-,-...-..,_-..=_-.=====-_====_- Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 19-10=(-3080) 384 NOTE: 2x4 BRACING AT 12"0C UON. FOR $ Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 11-12=( 0) 57 ALL FLAT TOP CHORD AREAS NOT SHEATHED ....-..-,...-..-_-...=_-=========-_,========.- 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 5'- 0.0" -234/ 2011V -79/ 79H 5.50" 3.22 DF ( 625) vertical members (uon). 30'- 0.0" -234/ 2011V 9/ 9H 5.50" 3.22 DF ( 625) Connector plate prefix designators:CVERTICAL DEFL =DEFLECTION LIMITS: -L=0.0"0, llTLowed80 M,M2OHS, 18HS (or16 n= eprefix) = riesuTrus, Inc MAX C = -0.002" @ SL L/24 Allowed 0 0.100" M,M20HS,M18HS,M16 =MiTek MT series 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" MAX HORIZ. TL DEFL = 0.141" @ 34'- 6.5" 16-00 3-00 16-00 '( Wind: 120 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE T 1-06f 3-03 f1-09 6-06 3-09-05 3-11-11 (All Heights), Enclosed, Cat.2, Exp.B, CEMW7-10,Dir), 3-11-11 3-09-05 6-06 1' T T load duration factor=l.6, T T 12 Truss designed for wind loads 12 in the plane of the truss only. ',M-4x4+ 7�M-4x4+ 7.00 7.001/ y. $ 1-4x4 :M-6x6 -4x4 -6x6 8 9 4 5 $ g" M-1.5x4 r 10M-1.5x4 N o . 1 3 1 1 ` r 19 . o I o M-3x10M-2.5x4 M-3x10 M-3x10 0 MSHS-3x10(S) * y y * y9-10-12 7-07-04 7-07-04 9-10-12 * 15-11 19-01 i_ p �Q PROF y y 35-00 Cy�' '�N ��1 sf�'� 1-00 Scale: 0.1756 11119 '9 JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-HS tr. •92S11PE t'' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1' This design ing is based only c upon t of he rametersa oshown rs and for propern individual Truss: A2-H5 and 4 Warnings before construction commences. incorporation of component is the responsibility of the building designer. Air `�. 2.2x4 compression web bracingatngmust be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �r,_� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ng(TC)andlorheirle drywall(BC). A_OREGON �� DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ }�L/ "'7q 14 ��,`O 4. No load should be applied to any component until after all bracing and 4.5.Design assumes t n of truss issesthe ar�eto be usedresponsibility the respective rrosive environment, +? p, S E Q. : 6118554 fasteners are complete and at no time should any loads greater than and gggn for"dry full condition" use. shown Shim or wedge y ary. /Lf design loads be applied to any component. 6.Design assumes full bean at all supports �R R L�- TRAN S I D: 412698 5.CompuTnu has no control over and assumes no responsibility for the Desinecgn assumes adequate drainage is provided. fabrication,handling,shipment and installation of components. 6.This design is furnished subject to the limitations set forth by 8.Platenes ss coincide be ewith joint on boar lines. oftruss,and placed so their center TPIM/fCA in BCSI,copies of which will be furnished upon request 9. Digits indicate size of plate in inches. FXPI RFS'12/:11/2(115 11111111111111111111111111 MiTek USA,InC.ICOmps of Software be furnished L)-Z 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 1111111 WIZU .ICL W 1KU6 ,s 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=(-1428) 3027 3-10=(-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=(-2121) 89 11-12=(-1252) 2581 4-11=(-847) 233 LOADING 4- 5=(-1500) 126 12- 8=(-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=(-1500) 126 11- 6=(-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 Connectorplate Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 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,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 8: Heel to plate corner = 1.25" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -61/ 1584V -2800/ 2800H 5.50" 2.53 DF ( 625) 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" MAX LL DEFL = -0.111" @ 17'- 6.0" Allowed = 1.704" 17-06 17-06 MAX TL CREEP DEFL = -0.248" @ 17'- 6.0" Allowed = 2.272" 10-07-15 6_1(1_()1 6-10-01 10-07-15 MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" 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" MAX HORIZ. TL DEFL = 0.110" @ 34'- 6.5" 12 12 7.00 V M-4x 6 \I 7.00 !COND. 2: 2800.00 LBS SEISMIC LOAD, 4"0rr 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, M-3x6(5) ` M-3x6(S) Truss designed for wind loads in the plane of the truss only. M-2.5x44• 6M-2.5x4 M-1.5x4 M-1.5x4 3 7 \ /N No N �� 0 lige--- 10 11 12 -' 9 " O o M-3x8 M-2.5x4 M-3x8 M-2.5x4 M-3x8 0 MSHS-3x10(S) y y ), 1, y 8-11-15 8-06-01 8-06-01 8-11-15 y y )- 15-11 19-01 1-00 35-00 WEDGE REQUIRED AT HEEL(S). 1-00 � n OPROpp, JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A6 Scale: 0.1500 5 !_`%GAN (��y�yy53 1 WARNINGS: GENERAL NOTES,unless otherwise noted: ZCJ ,92'S + ��-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 �' .92•SPE E t� Truss: 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 DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length j y 1_r' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. 1/ 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++ 12.- OREGON ��(/ SEQ. : 61185554. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. trussesfasteners are complete and at no time should any loads greater than 5.Design assumes are to be used in a non-corrosive environment, tx TRANS I D: 412698 design loads be applied to any component and are for"dry condition"of use. / 4j' y �(�� �S S. CompuTrus has no control over and assumes no responsibility for the 6.De�cessassumes full bearing at all supports shown.Shim or wedge if 4, T fabrication,handling,shipment and installation of components. necessary. + L b n'��vo 7.Design assumes adequate drainage is provided. CC c 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 11111 VIII 11111 VIII VIII VIII 11111 (III(III TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTu k USA,Ino./CompuTrus Software 7.6.6(1 L)E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS 19/ 1/9015 �,tcm, A/KILSL AKuoo III IIIIIII 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=1 0) 57 2-10=1-1396) 3080 3-10=1-394) 242 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=1-2629) 221 10-11=1-1223) 2630 10- 4=1-182) 598 3- 4=(-2263) 89 11-12=(-1093) 2091 4-11=1-809) 276 WEBS: 2x4 DF STAND LOADING 4- 5=1-1866) 126 12-13=1-1223) 2630 11- 5=(-172) 1035 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1866) 126 13- 8=1-1396) 3080 5-12=1-172) 1035 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2263) 89 12- 6=1-809) 276 TOTAL LOAD = 42.0 PSF 7- 8=1-2629) 221 6-13=1-182) 598 8- 9=( 0) 57 13- 7=(-394) 242 OVERHANGS: 12.0" 12.0" 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) = CornpuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,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. 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 MAX LL DEFL =-0.002" @ 36'- 0.0" Allowed = 0.100" 17-06 ,' MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed= 0.133" 10-07-15 6-10-01 6-10-01 10-07-15 T MAX HORIZ. LL DEFL = 0.077" @ 34'- 6.5"6-01-15 5-08-01'( 5-08-01 T 5-08-01 T5-08-01 6-01-15 MAX HORIZ. TL DEFL = 0.107" @ 34'- 6.5" 1' '1 f ' '' T T 1COND. 2: 2800.00 LBS SEISMIC LOAD. 1212 x 6 lZ Wind: 120 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.001/ 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 5 4 err in the plane of the truss only. ;� M-3x6(S) JL\ M-3x6(5) M-2.5x4 M-2.5x4 4 6 0 / Sill\SIIIIIIIIIIIIIIIISIII N M-1.5x9M-1.5x4 37 , °( \ M-3x4+ NoM \ \/3X4+,I I I 1Y6 .. \g 1 o 1 10 11 12 13 0 17 M-3x8 M-2.5x4 I-4x4 M-4x4 M-2.5x4 M-3x8 I MSHS-3x10(5) Ilr50# * 7-03-09 y 6-02 y y 8 01 y 6-02 y 7-03-09 y 15-11 19-01 1-00 35-00 1-0 ��t,ti GPN OFE`sd/ JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A7 Scale: 0.1730 �riN'/1i r/ �444 ?,� WARNINGS: G. hRAe NOTES,unless upon otherwise noted: s92'WE r- '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 _Ater� Truss: 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 tem re bract to Insure stabil' dun construction 2.Design assumes the top and bottom chords to be laterally braced at A- DES. BY. BS temporary 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f"�1r• - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 04 1`'�,'. DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ OREGON `CJ 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. : 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, j �4 design loads be applied to any component. and are for"dry condition"of use. GAO 14, 0� TRANS I D 412698 6.Design assumes full bearing at all supports shown.Shim or wedge if h 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR n L� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FT n 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 111111111111111111111111111111111111 TPI/W1-CAin BCSI,copies of which will be furnished upon request. 9. Iines Digits ines. ndicate with size lof oint plate inriniches. 110. MiTekUSA,InC./COmpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS.. 12/31/91115 11 1 11 1111 ummt, Hit1CL 1rtU.7A w LUMBER SPECIFICATIONS 16-09-00 HIP SEIHACH 8-00-00 FROM END WALL TC: 2x9 DF#1&BTR IAAD DURATION INCREASE=1.15 (Non-Rep) IBC 2012 49 1-18=-167) 0WR/2-F/C 1.30 BC: 2x9 DF#16BTR 1-2=)-2672) 249 1-8=1-167)2320 2-6=(-173) 106 WEBS: 2x4 DF STAND LOADING2-3=1-2586)291 8-9=1-123) 2156 8-3=( 0) 331 Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 3-9=1-2163)227 9-6=1-155) 2280 8-4=1-62) 100 TC LATERAL SUPPORT<= 12"0C. UON. Cs=1,Ce=1, Ct=1.1, I=1, L�50' 4-5=1-2585) 236 9-9=( 0) 309 5-6=1-2849)290 9-5=(-124) 119 BC LATERAL SUPPORT <= 12"0C. VON. TC UNIT'LLI 25.0)+0L( 7.0)= 32.0 PSF 0'- 0.0"TO 16'- 9.0"V 6- 7=( 0) 57 BC UNIF OVERHANGS: 0.0" 12.0" TC UNIT'LL(75.0)4DL( 1 21.0)= 96.0 PLF 8'- 0.0"TO 18'- 9.0"V BC UNIF LII 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0"TO 16'- 9.0"V PEERING MAX TION MAXREA HORZrION SIZ SQ.IN.IISPE AREA I 0'- 0.0"0NS REACTIONS 0/ACPI� SIZE 59 5.50" . (SPECIES) 625) TC C@IC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" 16'- .0" -83/ 2042V -70/06OH 5.50" 3.27 DF(625) TC CCNC LL( 466.7)+DLI 130.7)= 597.3 LBS @ 8'- 9.0" Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DE TO THE SPATIAL VERTICAL DEFLECTION LEOlE: LL=1/290,IL=L/180 C,Cl,CI8,CN18 (or no pprefix) =ri�iifrus, Inc REQJIREMENPS OF IBC 2012 AND IRC 2012 NOT BEING MEP, MAX IL DEFL=-0.066"@ 8'- 9.0" Allowed= 0.792" M,NPOHS,MIBHS,ML6=MiTek Mf series NIX TL CREEP DEM,=-0.127"@ 8'- 9.0" Allowed= 1.056" JT 1, 6:Heel to plate comer=1.00" B01TCN1 CHORD CHECKED FOR 101SF LIVE MAD.TOP8810 LL IN t'L=-0.002"@ 17'- 9.0" Allowed= 0.100" AND B0PN4 CHORD LIVE WADS ACT NON-OINCURRENTLY. NIX TL CREEP DEFL=-0.003"@ 17'- 9.0" Allowed= 0.133" N41X HORIZ.IL DEFL= 0.032"@ 16'- 3.5" MAX HORIZ.It DEFL= 0.046"@ 16'- 3.5" Wind: 12A0lrgh=5)f,tEnTDoL=d.,2CC =6E.x0p,.ACENE7V-FR1S0, Dir), load duration factor-1.6 Truss designed for wind loads in the plane of the truss only. 8-00 �0-09f 8-00 3-11-11 4-00-05 0-09 4-00-05 597.36# 1' 3-11-11 1' M-5x6 y597.30# 12 12 7.00 p ow :M-6x6 Q7.00 III M 1.5x4 M-1.5x4 My v. N 00 emm NE 4 N 00 10 8 O 9 0 M-3x8 M-3x8 M-2.5x4 M-3x8 b 7-07-04 y 1-08-04 y 7-05-08 k 16-09 1-00 y ti9�° PROrto JOB NAME: DR NORTON PLAN 3727 ELEV A GR = Bl-Hl Scale. 1/2" ,C;\ !N/G)1N .0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��� `/�/1� ( / 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 E 9'f"� Truss: B1-H1 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 DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 ` �® DATE: 11/19/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)antl/or drywall�BC). / '��.- 9 3.2x Impact bridging or lateral bracing required where shown++ S E Q. : 6118557 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. yG OR EGON fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / y O�� �� TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. L 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 14, rZ �T fabrication,handling,shipment and installation of components. 7. necessary. 6.This design is furnished subject to the limitations set forth byDesign assumes adequate drainage is provided. ��F' �'�` 1 IIIIII 11111 VIII VIII VIII 11111 VIII IIII IIII TPI/WTCA in BCSI,copies of which will be famished upon request. 8. nes ncidates shall eewith joint centlocated on er lines of truss,and placed so their center + MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.9. Dorits basic connector plize of ate design late in inches. a ues see ESR-1311,ESR-1988(MiTek) FXPIRFS! 12/31/21115 umnLa Al±EW IKUUR IIHNIM IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LUMBER4PDFIFICATIONS 6-00-00 GIRDER DURATIOINI 2-00-00A =1.15 Non-Rep TO 7-00-00 1-2=1-643) 32 1-4=1-53) 501 9-2=1 0) 488 TC: 2x8 DF S1&BTR LOAD DURATION INCREASE=1.15 (Non-Rep) 2-3=(-94) 49 4-5=(-53) 490 2-5=1-616) 65 5-3=(-91) 29 BC: 2x8 DF SS LOADING WEBS: 2x9 DF STAND Snow:ASCE 7-10, 25 PSF Roof SnowlPs) AREA TC LATERAL SUPPORT<=12"01. UON. Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BOG REQUIRED BRG LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT<=12"0C. UON. 0'- 0.0" -10/ 471V -56/ 1120 5.50" 0.75 DF ( 625) TC UNIF LI( 25.01+DLI 7.0)= 32.0 PSF 0'- 0.0"TO 8'- 0.0"V 8'- 0.0" -169/ 17880 0/ OH 2.00" 2.86 DF ( 625) Connector plate prefix designators: BC UNIF LL( 0.0)+DLI 10.0)= 10.0 PSF 0'- 0.0"TO 8'- 0.0"V C,CN,CI8,CN18 (or no prefix) =CospuTrus, Inc CONC LL+DL=1587.0 LBS @ 7'- 1.5" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 M,M20HS,M18HS,M16=MiTek MT series ASDL: BC 1695 LL DEFL= 0.003"@ 4'- 4.6" Allowed= 0.369" LIMITED STORAGE DOES NCT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL=-0.017"@ 4'- 4.6" Allowed= 0.492" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1415 HORIZ. LL DEFL=-0.001"@ 7'- 8.5" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL= 0.002"@ 7'- 8.5" AND BOTTCWI CHORD LIVE WADS ACT NON-CONCURRENTLY. Wind: 120 oph, h=15ft, TCDL=4.2,BCSL=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 4 12 M-1.5x4 7.000 -1 I M-2.5x4 * 0 I 11 0 u7 M-2.5x4 x ��W� of ®� x OWI C..441....- 9 5c91 o M-3x8 M-1.5x4 M-4x12 1 ), 15878+ y 9-04-10 3-07-06 1 b 8-00 4.(tr 1P/R Op, JOB NAME: DR HORTON PLAN 3727 ELEV A OR - Cl Scale: 1/2" �4^`J I'I1y fir ,O1' WARNINGS: GENERAL NOTES,unless otherwise noted: 4/:' •92'.P E 1. Builder and erection contractor should be advised of all General Notes 1.This building designcois based only upuo nity of n the paderameters shown and properand is for n individual Truss: Cl and4 Warnings before we bracing commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �,�` 3.Additional temporary bracing to insure stability during construction 2'O.E.and at 10'o.c.respectively unless braced throughout their lergth by �"�'�.- DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �<J DATE: 11/19/2014 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 es boss sses the es to b us ed oin f thenon-corrosive environment, O SEQ. : 6118558 fasteners are complete and at no time should any loads greater than and Desiare for"dry condition"of use. L/ ��y 1 d, 2d, Q�' TRANS ID: 412698 design loads be applied to any and sut. 6.Design assumes full bearing at all supports shown.Shim or wedge if } 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R I t-�- • fabrication,handling,shipment and installation of components. 7.Design ssumes 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 11111 11111 1111 11111 11111 11111 11111 ILII ILII TPIIN?CA in BCSI,copies of which will be furnished upon request. lines coincidediatwith joint center lines. , 9. Digits indicate size of plate in inches. EXPIRES'12/3119(11 F MiTek USA,IBCSI,copies of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) AMIN II IIII uxn., AltiML .LAUb LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR TRUSS SPAN 5'- 1.0" BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1-2=( 0) 57 2-6=(-19) 115 6-3=(0) 98 2-3=(-185) 0 6-4=(-19) 115 3-4=(-185) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 57 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -26/ 328V -28/ 28H 5.50" 0.52 DF ( 625) 5'- 1.0" -26/ 327V 0/ OH 5.50" 0.52 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, 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" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 6'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 6'- 1.0" Allowed = 0.133" 2-06-08 2-06-08 MAX TC PANEL LL DEFL = 0.007" @ 1'- 3.9" Allowed = 0.146" 12 T MAX TC PANEL TL DEFL = 0.007" @ 1'- 3.9" Allowed = 0.219" 7.00 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.5" 7.00 MAX HORIZ. TL DEFL = 0.001" @ 4'- 7.5" Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 34,0" Truss designed for wind loads in the plane of the truss only. I 00 1 NOe- CV Erg o /A1110rillLHHI -2.5x4 M-1.5x4 M-2.5x4 5 b b y 2-06-08 2-06-08 y 1, 1-00 5-01 y 1, 1-00 JOB NAME: DR HORTON PLAN 3727 ELEV A GR - D1 ����0 PRQfihs Scale: 0.6009 a' /I G ©�f WARNINGS: GENERAL NOTES,unless otherwise noted: �f'1✓`� `'%/7�9 /-`j T T U S S: D 1 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 tt]] and Warnings before construction commences. building component.Applicability of design parameters and proper � �P E 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DATE: 11/19/2014 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 `� the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(13C). f��. A. 4. No load should be applied to anycomponent until after all bracing and 4. Install2x ationofis theeresponsibility of time respectivehecontractor. "+„ Zti SEQ. : 6118559 pp p° or lyL , ,OREGON fasteners are complete and at n o time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. D� 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 �O '9y 2�1 �-{� fabrication,handling,shipment and installation of components. 7necessary. 14, I IhIll 11111 VIII VIII VIII VIII VIII IIII IIII 6 This design is furnished subject to the limitations set forth byDesign assumes adequate drainage is provided. �fiR R I` TPI/WTCA in BCSI,copies of which will be famished upon 8. Plates shall be located on both faces of truss,and placed so their center rl 1. Po request. MiTek USA,Inc./CompuTnls Software 7.6.6 1 L-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS: 12/R1/2015 U.K.CA, AAIZLI 1rCUJJ IBC 20121-2 MAX MENNER FORCES7 O) 419 WR/GDF/C10) 98 TRUSS SPAN 1.1" 1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE=1.15 2-3=1-190) 0 5-4=(0) 119 TC: 2x4 DF Al&BTR SPACED 24.0"O.C. 3-4=1-186) 0 BC: 2x4 DF ST&BTR WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT<=12"OC. UON. LL(25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT PMHORZ BRG RE4UIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE RE.UI. (SPECIES) BC LAANRAL SUPPORT<=12"0C.UON. TOTAL LOAD= 42.0 PSF 0'- 0.0" -33/ 357V -21/ 25H 5.50" 0.57 DF ( 625) OVERHANGS: 12.0" 0.0" Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 1.0' 0/ 210V 0/ OH 5.50" 0.34 DF ( 625) Connector plate prefix designators: Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LUL/290, TL-L/180 C,CN,CI8,CN18 (or no prefix) = us, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL=-0.002"@ -1'- 0.0" Allowed= 0.100" M,M20HS,M18HS,M16=MiTek Mf serriesies REQUIREMEENTS 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= 0.007"@ 1'- 3.9" Allowed= 0.146" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PALL TL DEFL- 0.007"@ 1'- 3.9" Allowed= 0.219" AND BOTTa•1 CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= 0.000"@ 4'- 7.5" MAX HORIZ.TL DEFL= 0.001"@ 4'- 7.5" Wind: 120 0111 Heights), Enclo ed,2Caa6 .0,t.2, Exp.B,MEMWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 2-06-08 2-06-08 1212 7.00V- Q7.00 I 14-4x4 34.0" Co N0 O of Ma _ 1 1 9 4 o -2.5x4 . y ), b 2-06-08 2-06-08 J, J, 1-00 l 5-01 f� cO PRoFess Scale: 1/2" J 'C'11/191/T7 wo'9 SOB NAME: DR HORTON PLAN 3727 ELEV A GR -D2 � �P C (" WARNINGS: GENERAL NOTES,unless up otn herwise e noted:para 1.Builder and erection contractor should be advised of all General Notes 1. building��mpobased .App rl cab lity of hees'gntparameters and proper individual Truss D2 and Warnings before we bracing ng mustcommences. incorporation of component is the responsibility of the building designer. Arier `/ • 2.2x4 compression web bracing be installed where shown+. 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.respectively unless braced throughout their length by CC DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). aa--OREGON f,. DATE: 11/19/2014 theNo overall sllstructure ea is athe pplied to an ncom component until dafter allrraciing and 4. Installing designer. 3.2x ation ofact ftruusss is the ing or responsibil responsibility of the respective contractor. �C 4...,9 1 , N 1),al_'' to ired where shown++ 4. No load should be app Y Po5.Design assumes trusses are to be used in a non-corrosive environment, P SEQ. : 6118560 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. design bads has appliedon to any overnd component.u6.Design assumes full bearing at all supports shown.Shim or wedge if n,�� TRANS I D: 412698 5.Comp tion, no control and assumes no responsibility for the necessary. n 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.Platescoincide be located ith joint center(face of truss,and placed so their center 111���III 111111111 X111111111IN���1111111 MiTe USA,InCSCOmicopies o s which Software 7.6 6(1 L)of request. For9. Digits bas indicate connector pf late design late in inches. see ESR-1311,ESR-1966(MiTek) FXPI RFS:12/ 1/201 s-I i 111111111 l.7.V.Z.0 tucinl, 1KUJJ LUMBER SPECIFICATIONS TC: 2x9 DF#1&BTR TRUSS SPAN 10'- 0.0" BC: 2x4 DF(11&BTR LOAD DURATION INCREASE=1.15 INCIBC 2012 MSX 1-2=R FORCES 9WR/GDF/Cq=1.00 SPACED 24.0"0.C. 1-2=( 0) 57 2-5=10) 0 TC LATERAL SUPPORT<=12"0C. UON. 2-3=1-110) 141 BC LATERAL SUPPORT<=12"0C. UON. LOADING 3-4=(-111) 7 LL(25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE OVERHANGS: 12.0" 0.0" DL ON BCCTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: Snow:ASCE 7-10, 25 PSF Roof Snout)Ps) 0'- 0.0" 0/ 442V -45/ 133H 5.50" 0.71 DF ( 625) veuTrus, Inc 7'- 9.2" 0/ NOV 0/ OH 5.50" 0.14 DF ( 625) C,CN,CI8,CN18 (or no prefix) =Co M,M20HS,Fn6HS,M16=MiTek MT series Cs=1, Ce=1, Ct=1,1, I=1 7'-11.2" -124/ 488V 0/ OH 1.50" 0.62 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL, 10'- 0.0" -89/ 15V 0/ OH 1.50" 0.02 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOL'BEING NET. VERTICAL BOTTOM CHORD CHECNED FOR lOPSF LIVE LOAD. TOP WELL DEFL E 0,002L 1 0/0'9'0 Allowed0.100" BO MAX TL CREEP DEFL=-0.003"@ -1'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TC PANEL LL DEFL=-0.131"@ 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"@ 7'-11.2" IMAX HORIZ. TL DEFL=-0.001"@ 7'-11.2" Wind: 120 aph, h=15ft, TCDL=4.2,BCDL=6,0,ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. I 12 7.00 1( N O N N O ,,At 1 5,..--amy -2.5x4 y y 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,41 y 2-00 y JOB NAME: DR HORTON PLAN 3727 ELEV A GR -J1 ���Efl PR op.,, Scale: 1/2" /, ° °4// T.,9/INP V�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: VV \�I! Truss J 1 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 Sy and Warnings before construction commences. building component.Applicability of design parameters and proper !92!S P E • 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /// DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Adi DATE: 11/19/2014 is the responsibility of the erector.Additional permanent bracing of c2n nc.and at 1 a' i suchrespectivelyly oodss sheathing(TC) (TC)throughout their lengthl(B )y `-- `� the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aired ing(TC)own+tlrywal C. /' ' SEQ. : 61185613. Installation Impact bridgingoiors lateralebracing ity of the where shown 4. No load should be applied to any component until after all bracing and 4. of truss is the responsibility of the respective a contractor 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, 7L 47O R EGON �J TRANS I D• 412 6 9 8 design loads be applied to any component. and am for"dry condition"of use. • 5.CompuTlus has no control over and assumes no responsibility for the 6. Design full bearing at all supports shown.Shim or wedge if /Q .4)., j 2.° �4� fabrication,handling,shipment and installation of components. 6.This design is furnished subject to the limitations set forth byT Design assumes adequate both Page is tress,provided. ML R R,�L III 11111 VIII 1111111111 11111 VIII IIII Ift TPIM?CA in BCSI,copies of which will be furnished upon rquest. 8.lines coincide with joilates shall be nt on center lines. of truss,and placed so their center CC MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES! 12/31/21115 arra ruclnL 11.(UJD IBC 2012 MAX MEMBER FORCES 4WR/GDF/Ccp1.00 TRUSS SPAN 3'- 6.0" 1BER( 0) 57 WR/GD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE=1.15 1-2=(-70) 19 TC: 2x4 DF#1&BTR SPACED 24.0"O.C. BC: 2x4 DF#1fiBTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT<=12"0C. UON. LL( 25.0)+DL( 7 O) ON TOP CHORD= 32.0 PSF LOCATIONSBEEPNGREACTIONS REACTIONS SIZE (SPECIES) BC LATERAL SUPPORT<=12"OC.UON. DL ON BOTTOM CHORD= 10.0 PSF p'- 0.0" -20/ 323V -17/ 570 5.50" 0.52 D£ ( 625) TOTAL LOAD= 42.0 PSF 3'- 7.0" -24/ 940 0/ OH 2.00" 0.15 DF ( 625) OVERHANGS: 12.0" 0.0" 3'- 8.0" 0/ 61V 0/ OH 2.00" 0.10 DF ( 625) Connector plate prefix designators: Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) C,CN,C18 CN16 (or no prefix) = us, Inc Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 M,M20HS,M1BHS,M16=14iTek ME serriesies 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 TC PANEL LL DEFL=-0.006"@ 2'- 11.6" Allo.0" wed = 0.232" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL=-0.010"@ 2'- 1.6" Allowed= 0.346" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BORIS. LL DEFL=-0.000"@ 3'- 7.0" MAX HORIZ.TL DEFL=-0.000" @ 3'- 7.0" Wind: 120(All Heights), Enclosed,2Cas6 t.2, Exp.B,MEMv7FRS(Dirl, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-08 T 12 7.00 7 N ,i 1 N O N N 0 C -/ O ,J111111111111111111114 1 �-•Q O -2.5x9 y3-07 0 01 l 1 1-00 l 3-08 !PROVIDE FULL BEARING;Jts:2,3,4I tsk0 PROFF", Scale: 1/2" SLC' `)til i fi 1/2vA-�' JOB NAME: DR HORTON PLAN 3727 ELEV A GR - J2 92• P E WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design comp basedt.only upo lily of n the parameters ramn parameters shown rsand a and for an proper individual TrussJ2 and Warnings before construction commences. bincorporation of component is the responsibility of the building designer. Ale `� : 2.2x4 compression web bracing must be installed where shown+. 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.respectively unless braced throughout their length by , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC). �� CC DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9 �'OREGON • 4. No load should be applied to any component until after all bracing and 9.Installationeassumes trusses areof truss is the to beusetl�n a non-corrosive respective enviro ment S E Q. : 6118562 fasteners are complete and at no lime should any loads greater than and are for"dry condition"of use. d'r Qy. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if , C R R I O, TRANS I D: 412698 5.CompuTrushas li ,ship)over and assumes no responsibility for the T Design assumes adequate drainage is rodded. C fl fabrication,hidesignis handling, dismeect tot installation of components. faces 6.This is furnished subject the limitations set forth by 8. Pli^aPtsesCAshall coincidewith joint center lines. oftruss,and placed so their center IIIIIII1111111111111 III 11111IIIIIIIIIIIIIIIIIIIIII MTPI/WTCA in BCSI,copies iTe USA,InC./COmpsof which oftwa 7.ishedu E request. 9.0 FForbaISCConnecto tdesign values see ESR-4311,ESR-1988(MiTek) FXPtRFS 171R1t9(li5` 1111111"1 I,KC,I, AK11SL 1KUbb "-.. " LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" ME TC: 2x4 DF#1&BTR INC 2012 MAX 1-2R FORCES 2-4=GDF/0q=1.00 BC: 2x4 DF#1&BTR LOAD DUSPAIED INCREASE C 1.15 2-3=1 0) 57 2-4=10) 0 SPACED 29.0"O.C. 2-3=(-54) 0 TC LATERAL SUPPORT<=12"0C. 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 POF 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) Connector plate prefix desi 1'- 9.2" -30/ 20V 0/ OH 5.50" 0.03 DF ( 625) gnators: Snow:ASCE 7-10, 25 PSF Roof 500w)Ps) 2'- 0.0" -22/ 42V 0/ 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,M2OHS,M18HS,M16=MiTek MT series LIMITED STORAGE DOES NCC APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, 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= 0.002"@ 1'- 0.9" Allowed= 0.106" AND BcyrTOM 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"@ 1'-11.2" Wind: 120 uph, h=15ft, TCDL=4.2,BCDL=6.0,ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 7.001 N ' O M-2.5x9 ' io N0 0 ti o U 0 3 1-00 y b 2-00 (PROVIDE FULL BEARING;Jts:2,4,3J 0 PROFF.s JOB NAME: DR HORTON PLAN 3727 ELEV A GB - J3 Scale: 1/2" `.c ' �1///// +�O WARNINGS: GENERAL NOTES,unless otherwise noted: ^V nJ/ YI .� 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 ' R P E �"' 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. 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 `rte' I 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++ / S E Q. : 6118563 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 OREGON SIU 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, TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. / q y riO 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 O 14, Q" fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. i'R h'r�� III 11111 11111 VIII VIII VIII 11111 ILII ILII 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 fl TPUWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./COmpuTruS Software 7.6.6(1 L)-E late in inch . 10.Fo basic connector 9. Dits inicate size of ate design values see ESR-131 1,ESR-1988(MiTek) FXPI R FS:19/21/21115