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Plans (60) 4A, s i-Lac.- 0 sz5 pj 5 54) Se4 t‘if W7r4 C c: 0 C I 1 9 2016 Gil Y OF g1 r HORTON 7/12 JACKS D.R. 3727 rz, 1,1`--- • I I fl 1 ' I (-- I cul GARAGE LEFT i i ! 1 i I a, ! , / .: 0 ,; 1 I . , c6 1 1 • ; . 4 ),- . ,...........-- . ' . inarr4"11P' . ;Air Aie .1. . ., 35-00-00 / SPatiffabligtriPrCZa-----" .16419111°- r--- -i - (29 .. 1 7/12 PITCH ..„ l f7/12 1 - 1-0 O.H. I 2800# SHEAR___-* ! L_ , 25# LOAD -----o [7/12 ARIEL TRUSS Cri-2•Hc-.) IL - 574-7333 41144,42144/ _ _____,__ ____ All : - -.I -OrftMlIP DRAWN BY: wy11111.11/151111111. • • 1 KEVIN LENDE .,, 14--fli ccccobo,, ,............., ..........!...re - " e,1 rn- 1 a , 1 ' AT- ---e----- 1 1 II --/ TAILS OVERHANG THIS POP-OUT ' a 11. . - !N- C>(J.) DI -ID STRUTS 15-09-00 SPAN n .o '1'5-01-00-4 .< -, SPAN.... m• a a -0 -5 -, 09 ,-1 z 0 0 D.R. HORTON 7/12 JACKS o PLAN 3727 "A° 1 1 1 I "' GARAGE RIGHT 7/1•. io b � �• i o I I m n ir W / 1,, - e•t : -00-00 SPAN _-i e - - 01 FA � _.. 7/12 PITCH �.�_.... . 1-0 O.H. ._ ..,.. C 7/12 25# LOAD �_ __ 2800# SHEAR___._; —._. . . q f 7/12 /' : 1 (17....:.,!- ' -'') ARIEL TRUSS 574-7333 , (1-4-i7:).. _ j 'IV- , •G i 1., E... _- DRAWN BY: KEVIN LENDS ,(Si•-i-P. _:-- __ __ ___ . , 1 __,! _i_. .1 __ 1 I I 4\ 1 I ., 7/1" a � '� �a ��I m i I - i o . ,i ' i a - 7/1 Ij �� 1 :.e. at TAILS OVERHANG THIS POP-OUT cn- • ADD STRUT` D( 1, ), 16-09-00 SPAN o '5-01P-00 SAN M• m 7• Pf A n o 3 O C 1 C N rt 7 7 nnNIHI l>KCU AILLCL 1KUJJ LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR TRUSS SPAN 35'- 0.0" BC: 2x6 DF #1 LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER1366)FORCES 9WR3-13=) -.80 WEBS: 2x4 DF STAND; SPACED 24.0" O.C. 1- 2=( 0) 56 2-13=(-366) 5728 3-13=( -28) 522 2x8 DF SS A 2- 3=(-6896) 494 13-14=(-550) 8672 13- 4=( -108) 2356 LOADING 4- 5=3- (-6086) 446 15-11=498 14 (-260) 4630 7540 13-5-19=(-3360) 1370 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. U . BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-9742) 700 14- 6=( -734) 86 TOTAL LOAD= 42.0 PSF 6- 9=(- 884) 700 14- 5=( 3664) 2986 _ffi�__�� 7- 9=(-94884) 330 7-15=(-3669) 306 NOTE: 2x4 BRACING AT 24"0C UON, FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=( 0) 0 9-15=( -120) 2458 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 9-10=(-5669) 366 15-10=( -16) 400 _��--__--------..-.-�.---�- 10-11=(-5590) 368 ADDL: TC UNIF LL+DL 96.0 PLF 8'- 0.0" TO 18'- 0.0" V 11-12=( 0) 56 OVERHANGS: 12.0" 12.0" ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 18'- 0.0" V Connector plate designators: ADDL: TC CONC LL+DL= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Conn ctor pla (or no prefixrdesi) = orspuTrus, Inc ADDL: BC CONC LL+DL= 1788.0 LBS @ 18'- 1.5" LOCATIONS REACTIONS3955V REACTIONS SIZE SQ.IN..3 (SPECIES) M,M20HS,M18HS,M16 =MiTek MT series 0'- 0.0" -297/ 172 -76/ 76HO5.50" 6.33 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 35'- 0.0" -217/ 3172V 0/ OH 5.50" 5.07 DF ( 625) J� ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.001" 8 -1'- 0.0" Allowed= 0.133" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.112" @ 18'- 2.3" Allowed= 1.704" IFEX TL CREEP DEFL = -0.670" 8 18'- 2.3" Allowed = 2.272" 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x8 webs. + Laterally brace to roof diaphragm, MAX LL DEFL = -0.001" @ 36'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ 36'- 0.0" Allowed= 0.133" ** HANGER BY OTHERS TO APPLY CONC. MAX HORIZ. LL DEFL = 0.029" @ 34'- 6.5" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.101" @ 39'- 6.5" Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 18-08-04 1'-'1Truss designed for wind loads T 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 12 /,597.30# 1 T 7.001;7-2M-7x8 M-3x8 M-1.5x4 M-5x6 12 s � M-3x8 X7.00 GO°C 7 M-1.5x4 �-\IIIIOM-1.5x4 N O NliNsp... I- C i"ta.y O N Nap O -3x10 M-3x10M-4x9 ' 14 sr. 15 """a o M-7x12 M-3x8 1\ MHS-5x10(S) ** o ), y 11788# 7-07-04 10-07y y y y 9-02-08 y 7-07-04 16-00 y J‘ y 19-00 1-00 35-00 y 0 1-00 JOB NAME: DR HORTON PLAN 3727 ELEV A GR - Al-H1 `�p;E,D PROFp, Scale: 0.2024 r ! t WARNINGS: GENERAL NOTES,unless otherwise noted: �(V�\� `/f/f 9 /?j Truss• Al-H 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 v • and Warnings before construction commences. building component.Applicabilityof design �9 P E 9t✓ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is thresponsibility of the 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 DATE: 11 19 2 014 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'1 the overall structure is the responsibility of the buildingdesigner. con2x tinuous sheathing such lateral as acing re sheathing(TC)re d where ere shown+drywal C). `"�� . S 414 E Q. : 6118 5 4 9 4. No load should be applied to any component until after all bracing and 4. Installation� oftr truss is thing or responsibility of the respecive contractor. Q 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 OREGON TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. b 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 14, 2�1 P�� fabrication,handling,shipment and installation of components. necessary. 11111111111111111111111111111 I 6. This design is furnished subject to the limitations set forth 8.Plates assumes ca eduone oth Page io truss,a /y ../:4F1, An'1 TPIM?CA in SCSI,copies of which will be furnished upon by 8. Plates shall be located on both faces of truss,and placed so their center `rl rl l- po request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS-17/31/7(115 uxr,., tuclril, 11CV JJ ieleml 35-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: SPECIFICATIONS#1&B DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 56 2-12=(-344) 5084 3-12=1 -32) 590 2- 3=(-6156) 472 12-13=1-560) 7648 12- 4=( 0) 2042 BC: 2x4 DF 1&BTR 3- 3=(-6156) 478 13-14=1-560) 7648 12- 4=(-2690) 326 BC: 2x4 DF#1&BTR LOADING 4- 4=(-6370) 434 13-14=(-560) 5084 2-15=( 0) 1086 WEBS: 2x4 DF STAND Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5- 5=(-5518) 614 13- 3=( -932) 202 Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 6- 6=(-8462) 614 13- 6=( 0) 1086 BC LATERAL SUPPORT<= 12"OC. UON. 6- 7=(-8462) 434 3-17=(-2890) 326 BC LATERAL SUPPORT<= 12"OC. UCk4. TCF IL( 25.0)+DL( 7.01= 32.0 PSF 0'- 0.0" TO 35'- 0.0" V 8- 8=1-5518) 478 7-14=( 4) 2326 BC UNIF LL( 0.01+DL( 10.01= 10.0 PSF 0'- 0.0" TO 35'- 0.0" V 8-19=(-6370) 472 18- 4=( -32) 590 TC UNIF LL( 75.0)+DL( 21.01= 96.0 PLF 8'- 0.0" TO 27'- 0.0" V 10-10=( 0) NOTE: AT OPACHOR AT EASON UON• FOR BC�F LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 35'- 0.0" V 56 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 27'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -226/ 3670V -77/ 77H 5.50" 5.87 DF 1 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 30'- 0.0" -226/ 3670V 0/ OH 5.50" 5.87 DF ( 625) C,CN,CI6,CN18 (or no prefix) =CozrpuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LIrL/290, TIrL/180 M,M20HS,M18HSrM16 =t4iTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL=-0.001" @ -1'- 0.0" Allowed= 0.100" JT 2, 10: Heel to plate corner =1.00" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY• MAX TL CREEP DEFL=-0.001" @ -1'- 0.0" Allowed= 0.133" ( 2 ) ogere trussesyr3"x.13. + Laterally brace to roof diaphragm. MAX LL DEFL=-0.260" @ 17'- 6.0" Allowed= 1.704" J� nailsJoil togetherg2d ply with 3"x.131 DIA GUN MAX��EP DFL=-0.001" @ 17'- 6.0" Allowed= 0.100" " Allowed= 2.272" staggered at: MAX TL AXIL DEFL=-0.001" @ 36'- 0.0" Allowed= 0.133" / 9" oc in 1 row(s) throughout 2x4 top chords, /�/\/�(\, 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX HORIZ. LL DEFL= 0.092" @ 39'- 6.5" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL= 0.142" @ 34'- 6.5" Wind: 120 nph, 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 T597.30# T 597.30# 12 12 -6x6 2 7.00 7.001 :M-6x6 -4x4 M-1.5x4 1-4x4 r 5 64$ ,,..N.0 7 r� M-1.5x4 M-1.5x4 + +. N O I (V , 1 �(V Li..„ o r 2 13 M-3x10 M-3x: o I rM-3x8 M-3x10 M-3x8 o MSHS-3x10(S) y y ), 7-07-04 y 7-07-04 y 9-10-12 y 9-10-12 y y 19-01 y y 15-11 1-00 35-00 1-00 S.;<6 a INOFFss/o2 Scale: 3/16" �� Nil -9 JOB NAME: DR NORTON PLAN 3727 ELEV A GR - A2-H1 _'g2sSPE " WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This building rimn s based onlApy caub lity ofn the d parameters shown and is for an parameters and proper individual / Truss' A2-H1 and4 Warnings before we bracing must commences incorporation of component is the responsibility of Me building designer. r' 2.2x4 compression web 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 7 o.c.and at 10'o.c.respectively unless braced throughout their lerx�M by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(ec). OREGON �� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ DATE: 11/19/2 014 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`/ ,4 Y 14, 2�'`, 6118550 fasteners are complete and at no time should any loads greater than 5.Design assumes muses are to be used in a non-corrosive environment, R,‘1.. A S EQ• : and are for"dry condition"of use. ff.. design loads has ao controln to any over and assn 6.Design assumes full bearing at all supports shown.Shim or wedge if ��R i,�� TRANS I D: 43.2698 5.CompuTnu no 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.Plateses shalltclocated on center lines.aeof truss,and placed so their center y 1111 11111111111 TPIIk U Ain BCSI,copies of whkh will be furnished upon request. 9Digits indicate ith of plate in inches.MiTekUSA,Inc./GompuTrusSoflware 7.6.6(1 L)-E 10.Forbas,cconnectorplatedesgnvaluesseeESR-1311,ESR-1988 FXPIRFS, 17/31!?(115 minim tsxnt, Hx,TL 1xUJJ 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. WEBS: 2x4 DF STAND 2- 3=(-2525) 133 13-14=(-75) 3331 13- 9=( 0) 937 3- 4=(-2414) 121 14-15=(-75) 3331 13- 6=(-1511) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=( 0) 0 15-11=(-63) 2012 6-14=( 0) 253 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=(-3906) 142 7-15=(-1511) 85 TOTAL LOAD = 42.0 PSF 7- 9=(-2069) 121 9-15=( 0) 937 NOTE: 2x4 BRACING AT24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0-11=(-2525) 121 Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2525) 133 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 BRG REConnector plate prefix designators: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS MAX HOIONS SIZE SQQINRED(SBRG PECIES)A 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,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 T 12 5 8 12 T 7.00p M-4x6 M-3x6 M-3x6 M-4x6 "J7,00 6 7 N O 1 M-1.5x4 cD 3 + '\,/- ... M-1.5x4 + o koN O 1 N 1�M-3x8 M-31x10 14 ~�z 0 M- 2.5x4 M-3x10 M-3x8 0 MSHS-3x10(S) l y 7-07-04 9-10-12 9-10-12 7-07-04 1-00 35-00 1 y 1-00 ��'S; PROFFs JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H2 I( p� rS Scale: 0.1638 ! ,a1 //.�,p OA WARNINGS: GENERAL NOTES,unless otherwise noted: ��\� il1 ( I iA 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 n 2 P E 91' 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. 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: 11/19/2 014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood shined where shown and/or tlrywall(BC). / 'V, - 9 3.2x Impact bridging or lateral bracing required shown++ SEQ. : 6118551 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. OREGON (V 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, ��S7. TRANS I D: 412698 design loads be applied to any component and are for"dry condition"of use. '9 y 2� AT 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. `_ fabrication,handling,shipment and installation of components. 7necessary. �y VII VII 6.This design is furnished subject to the limitations set forth b 8 Design assumes adequate drainage is truss,tlRI I II I1II 1 NSI 1 II� TPI/W ICA in BCSI,copies of which will be furnished upon request. 8 nes cncidhall eewith oint celocated on nter lines.faces of truss,and placed so their center N'IHI 'll MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.10.FFo Dits basic connincate eecto izerplplate te design values see ESR-1311,ESR-1988(MiTek) FXPIRFS:12m/2m 5 l>Khli Ht(ifl 1KUJJ AMIE 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 N1&BTR SPACED 24.0" O.C. 2- 3=(-2829) 216 13-14=(-189) 2936 13- 4=) 0) 865 WEBS: 2x4 DF STAND3- 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"0C. 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"0C. 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 15-10=( -1470) 123 89:18:i-2553j 9=( 0) 0 9--10=1-2553) 208 Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) ALLE: 2x4 OPACIOR AT EASON UON. FOR $ Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2829) 216 ALL FIAT TOP CHORD AREAS NOT SHEATHED 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 0.0" -139/ CIONS -78/S ACTIONS SS IZE" SQ.IN.ZE DSPECIES) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 0.0" -139/ 1851V 0/ OH 5.50" 2.96 DF ( 625) Connector plate prefix designators: M,M2OHS,M18HS,M16 ( = prefix) = riepuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 =tfiTek 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 mph, h=19.7ft, 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 12-00 11-00 12-00 in the plane of the truss only. T5 'f 3-11-11 3-09-05 4-00 � 2-06 6-06 2-03 4-03 3-09-05 3-11-11 T T 8:M-4x4+ 12 12 ,M-9x9+ * #- Q7"00 7.00 r a' M-4x6 - M-4x6 I-4x4 I-4x4 6 $ 7 M-1.5x4 + M0-1.5x4 17\/ N O N Addlillillibb. o=. . 13 .. 14 Al5 `�2 I 4-3x8 M-3x10 M-2.5x4 M-3x10 M-3x: o MSHS-3x10(S) J, J. y 9-10-12 y 9-10-12 b 7-07-04 7-07-04 y y 15-11 y 19-01 y )' J. 35-00 1-00 �p,E0 PROF( N JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-H3 Scale: 0.1894 �� <(,,GI QI 17/a' s/O29 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 2• P E ti' 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. 'i 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f•�, - DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). OREGON CC DATE: 11/19/2 014 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. 2 A�+� SEQ. : 6118552 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a ran-corrosive environment, G/-�q y 1 4, O, [- and are for"dry condition"of use. TRANS I D• 412698 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedged t7 5.CompuTrus has ra control over and assumes no responsibility for the necessary. ER R i tL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111111 111111 liii 1p 1„�1 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with jont center lines. �I'I IilNln'I I If 9. Digits indicate size of plate in inches. FX PI R FS'19131/9(11�i MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111 I+KGIs HKlbL 1KubD LUMBER SPECIFICATIONS TC: 2x4 DF Sl&BTR TRUSS SPAN 35'- 0.0" BC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq 1.00 WEBS: 2x4 DF STAND SPACED 29.0" O.C. 1- 2=( 0) 57 2-13=(-201) 2482 3-13=( -97) 102 2- 3=(-3052) 300 13-19=(-324) 3234 13- 4=( -21) 806 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 9=(-2837) 296 19-15=(-329) 3234 13- 6=(-1103) 197 BC LATERAL SUPPORT <= 12"OC. UON. 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 15-11=(-201) 2482 6-19=( -98) 351 DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-2372) 273 19- 7=( -98) 351 6- 7=(-3309) 393 7-15=(-1103) 197 ��= `a'a =- TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"0C UON. FOR 7- 9=(-2372) 273 ALL FIAT TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) 8- 9=( 0) 0 9-15=( -21) 806 Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 9-10=(-2837) 296 15-10=( -97) 102 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-3052) 300 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=( 0) 57 M-1.5x9 or equal at non-structural vertical members (uono BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP BEARING MAX VERT MAX REACTIONSHORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS0'- 0. 79H SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0 0.0" -187/REACTIONS1934V -79/ 5.50" 3.10 DF ( 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 35'- 0.0" -187/ 1939V M,M20HS,M18HS,M16 =MiTek MT series 0/ OH 5.50" 3.10 DF ( 625) 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 TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. TL DEFL = 0,1126" @ 34'- 6.5" T 14-00 7-00 14-00 Wind: 120 mph, h=20.3ft, TCDL 9.2,BCDL 6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' T T If 043 6-03 3-09-05 3-11-11 load duration factor=l. , 3-11-11 3-09-05 6-03 0-03 6-06 12 �� T T in the Trussplasineeofd fthe or wtruss ind oonly. 7.00/ 12 \17.00 M-5x6 M-2.5x6M-2.5x6 M-5x6 6 7 M-1.5x4 \/ ' + + M-1.5x4 N O 1 g ;T 1.7,4N O O o h-3x8 M-3x8 14 15d M-2.5x4 M-3x8 . o MSHS-3x10(S) M-3x8 0 y y y 7-07-04 9-1 ), y y y0-12 9-10-12 7-07-04 15-11 J- y 19-01 1-00 35-00 ), y 1-00 JOB NAME: DR NORTON PLAN 3727 ELEV A GR - A2-H4 ��ED PROFFs Scale: 0.1900 ��5 �2. P cr�O WARNINGS: 9 ,(%- 1. Builder and erection contractor should be advised of all General Notes 1.GENERALThis NOTES,based unless I otherwise u e n the noted: Truss: A2-H4 and Warnings before construction commences. is Y Po parameters shown and is for an individual ('C 2.2x4 compression web bracing must be installed where shown+, incorporationu of comApplicability Anent is�the respodesnsibility ity of the designer. •��,,r G 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 erector.Additional 2 o.c.and at 10'o.c.respectively unless braced throughout their length by permanent bracing of pe '= theIll overall structure is the responsibility of the building designer. 2xcoImpact sheathing such lateral b acing tl required in ere s own+drywall BC). SEQ. : 6118553 4. No load should be applied to any component until after all bracing and 4. Installation of�truss is theing or responsibility f the rreespectivecontractor. / fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. ,�OREGON 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 G fabrication,handling,shipment and installation of components. necessary. /O y 14, 2�1 A�� (III IIIIh'I ff111 tltrynl�III n VIII Ill �II6.This design is furnished subject to the limitations set forth by 8.DeSSn assumes caed one oth fage io tr ss,a II'� INI IIpI1�Il II,,NII II TPIM?CA in BCSI,copies of which will be furnished upon8. Plates shall be located on both faces of buss,and placed so their center �R R ILA_ po request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 19/31/7!115 i,xnu tfiCl Y.L liCVJJ 11111111 IBC 2012 MEMBER FORCES 9WR/GDF/Cq=1.00 TRUSS SPAN 35'- 0.0" 1- 2IB 0)2 MAXM 2-13=1-270)EMBR2615 /3-13=1GDF/C -26) 102 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=(-3200) 384 12-13=1-270) 3702 13- 3=( -64)2919 TC: 2x4 DF 1&BTR SPACED 24.0" O.C. 3- 3=(-3205) 384 13-14=(-472) 3702 13- 4=(-1364) 284 BC: 2x4 DF #1&BTR 4- 5=1-2588) 350 15-11=1-270) 2615 15-14=1 -122) 375 WEBS: 2x4 DF STAND LOADING 4- 6=( 0) 0 8-15=1-1334) 284 375 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3770) 542 4-18=( -64) 375 TC LATERAL SUPPORT <= 12"OC. U . DL ON BOTTOM CHORD= 10.0 PSF 7- 9=1 0) 0 19-15=1 -26) 102 BC LATERAL SUPPORT <= 12"OC. U . TOTAL LOAD= 42.0 PSF 8- 9=1-2588) 350 919 9-10=(-3080) 384 --__. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 19-10=1-3080) 384 ANTE: 2x4 BRACING AT AREASSON CON. FORCs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-12=( 0) 57 ALL FLAT TOP CHORDSHEATHED== $ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12 0" 12 0^ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -234/ IONS -79/ O 5.50"E3.22 DS ( IES) ver.ica4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 0.0" -234/ 2011V 0/ OH 5.50" 3.22 DF ( 625) vertical members (uon). Connector plate prefix designators: VERTICAL FL =DEFLECTION0. 0 LIMITS: -L=0/0"0,Allowedlow80 C,nn,ctorCpla (or noprefix) =orrQuTrus, Inc MAX LL DEFL = -0.002" @ -1'- 0.0" = 0.100" C,CH,C18,CN1B (or =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 TLS 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 =MAX HORIZ. TL DEFL = 0.1401" @ 34'- 6.5" 3-00 16-00 16-00 Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1-06 3-03 1-09 6-06 3-09-05 3-11-11 (All2Heights),h=20. Enclosed, .2,BC Exp.B,6.O, CEF-10 3-11-11 3-09-05 6-06 load duration factor=1.6, Truss designed for wind loads 12 in the plane of the truss only. 12 �M-4x4+6 7.M-4x4+ 7.00 7.00 $ I-4x4 -4x4 :M-6x6 :M-6x6 9 9 5 8 f^IPAIIII' llrilik/A11111111116M-1.5x4 -11 f4 to M-1.5x4 3 -� N O o1 `r T 1, 15 o M-3x10 M-3x10 I M-3x10 M-3x10 M-2.5x4 O MSHS-3x10(5) 7-07-09 9-10-12 9-10-12 7-07-04 15-11 19-011-00 1-00 �,�` O FRQFFnr,71,9SS 35-00 '� N ,....., Scale: 0.1756 .9 JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A2-HS _-9��P E 1-- Truss: 7 GENERAL NOTES,unless otherwise rated: WARNINGS: 1.Builder and erection contractor should be advised of all General Notes f' building��mpobne�Applicability of n thees'gnters parametersnand antlis for an proper individual '� and Warnings before construction commences. buildsincorg cornation of component. cas thety design sty of the buildingndesigner. �'Y•U$$• A2-H5 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 construction2'o.c,and at 1o'o.c.respectively unless braced throughout their le ih by pREGON�� is the responsibility of the erector.Additional permanent braang of continuous sheathing such as plywood sheathing(TC) h red whereCshown and/or drywalBC). DES. BY: BS ung �Gj��Y O -� DATE: 11/19 2 014 theNo load overall structure applied is te responsibility of the ntilaite d 11 bracin 34.. l Im io bri i os t e nal onsibibracing reqy Q' Z Q' 4. No ene should m tetto at any componentmeshould until after all bracing and 5.Design tiassumes trusses are to be used in a non-corrosive environment, S EQ, : 6118554 fasteners are complete and no time should any bads greater than and are for"dry condition"of use. • R R I�� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 412 6 9 8 5.CompuTrn,has ra control over and assumes no responsibility.for the 7.Design necs assumes adequate drainage is provided.fabrication,is banding,shipment and installation of corn bents. on faces III apa1np��1��nn�p1�1p1�,t�11�p1I1��,I1��11�I11,�1II1 ,1��INI1'III Ipn��nNHI 6.This design is furnished subjea a the limitations set forth by 6'Pn�e�ncide(with joent neat!lineso�'and placed so their centerFX PI R FS'1?/ 1/?(11IIII Burl B'N '�I�'Iry I.,1 MiTe SA,incJCompuT S ISofwware 7.6 6(1 L}Z request 0.FCo rbasic'connector pl a design values see ESR-1311,ESR-1988(MiTek) AIME IaKCI. HKI.CL 1KUJJ LUMBER SPECIFICATIONS ' TC: 2x4 DF #1&BTRCTRUSS SPAN 35'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER 1428) 7WR/3 1 0C) 394) BC: 2x4 DF #1&BTR 1- 2=( 0) 57 2-1D=(-1928) 3027 3-10=(-399) 238 WEBS:: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-2566) 260 10-11=(-1252) 2581 10- 4=( -76) 536 LOADING 3- 4=(-2121) 89 11-12=(-1252) 2581 9-11=(-897) 233 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1500) 126 12- 8=(-1428) 3027 11- 5=( -54) 1123 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2121) 126 6- 7=(-2121) 89 11- 6=(-897) 233 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 9=(-2560) 260 6-12=( -76) 536 12- 7=(-394) 238 Connector plate prefix designators: Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=( 0) 57 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Cs=1, Ce=1, Ct=1.1, I=1 M,M20HS,M16HS, or = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M16BOTTOM CHORD CHECKED FOR lOPSF 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" 17-06 17-06 MAX LL DEFL = -0.111" @ 17'- 6.0" Allowed = 1.704" 10_07_15 T MAX TL CREEP DEFL = -0.248" @ 17'- 6.0" Allowed = 2.272" 6-10-01 6-10-01 10-07-15 MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" 6-01-15 MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" 5-08-01� 5-08-01 5-08-01 �5-08-01 6-01-15 12 T MAX HORIZ. LL DEFL = 0.080" @ 34'- 6.5" fffff7.00)/ 12 M-4x6 MAX HORIZ. TL DEFL = 0.110" @ 34'- 6.5" 7,00 'COND. 2: 2800.00 LBS SEISMIC LOAD. NO M-3x6(5) 9• 4,0" 6 M-3x6(S) l Wind: 120 n plha=nn1.o3nnd . nB CD L=6.0, ASCE 7-10,leight ), Cat.2, Exp.B, MWFRS(Di lo d r),5 O auratin factor=1.6, udsiged loadsM-2,5X4 M-2,5X4 M-1,5x93 7M-1.5x4 O1,.. J , r 911 2o M-3x8 M-2.5x4 M-3x8 M-2.5x4 M-3x8 Oo MSHS-3x10(S) J, 8-11-15 y 8-06-01 y 8-06-01 y y J. ), 8-11-15 y y 15-11 19-01 y 1-00 35-00 WEDGE REQUIRED AT HEEL(S). y 1-00 JOB NAME: DR NORTON PLAN 3727 ELEV A GR - A6 ��G��O PR OFFS Scale: 0.1500 ( O WARNINGS: GENERAL NOTES,unless otherwise noted: ��\� `/f/t�� /?j T rU S$ A 6 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 111 and Warnings before construction commences. building component.Applicabilityof design � �P E 9� 2.2x4 compression web bracing must be installed where shown+, inco n parameters and proper DES. BY: BS 3.Additional temporary bracing to insure stability during construction 'potion of component and bottom chresords to eof the laterallybuilding p y designer / r. 2.Design assumes the to DATE 11 19 2 014 is the responsibil ty of the erector.Additional permanent bracing of 2 continuouso.c.and at 10'o.c.respectively unless braced throughut their length by '/ the overall structure is the responsibility of the building designer. sheathing such as plywood sheathing(TC)and/or drywal�BC). `�� - S E Q. : 6118555 Cr 4. No load should be applied to any component until after all bracing and 4. Install2x ationact bofftrur sus or the respolateral nsibility of the respective contractor. 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, �G OR EGON ((� TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. s 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 k 14 2°� ATS fabrication,handling,shipment and installation of components. 7necessary. `_ fluI Iryt l II�1 II�VIII�hI 11111 IIII SII 6.This design is furnished subject to the limitations set forth by8.Design assumes.adequate drainage is provided. rI ihl II II NTPI/WeCA In BCSI,copies of which will be furnished upon Plates shall be located on both faces of truss,and placed so their center �<r�R v po request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) FXPIRFS-19/31/9015 UMW, HICIGL 1KUJJ ININIIII IBC 2012 MEMBER FORCES 9WR/GDF/Cq=1.0 TRUSS SPAN 35'- 0.0" 1- TIB 0)2 MAXM7 MEMB=1-FORC) 3080 GDF/C=1.0 242 LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=(-2620) 221 12-10=(-1396) 2630 10- 0=(-394) 598 TC: 2x4 DF #1&BTR SPACED 24.0" O.C. 3- 3=(-2629) 89 11-12=1-1093) 2091 0-14=(-182) 276 BC: 2x4 DF #1&BTR 4- 5=1-1866) 126 12-13=1-1223) 2630 11- 5=(-172) 1035 WEBS: 2x4 DF STAND LOADING 5- 6=(-1866) 126 13- 8=1-1396) 3080 5-12=(-172) 1035 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 6- 6=1-1866) 89 12- 6=1-809) 276 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 7- 8=1-2629) 221 6-13=1-182) 598 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=( 0) 57 13- 7=(-399) 242 OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1CBEARING MAX MAX HORZ BRG REQUIRED BRG Connector plate(or prefix designators:) = ComLOCATIONS MAX VERTRTS REACTIONS SIZE SQ.IN.EQU (SPECIES)BRGAREA M,M20HS,M18HS,M16 no= Tek1MT seriesuTrus, Inc ADDL: BC CONC LL+DL= 50.0 LBS @ 17'- 6.0" OC_ O -46/ 1609V -2800/ 2800H 5.50" 2.57 DF ( IES) BOTTOM CHORD CHECKED FOR 10PSF 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/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 = -0.112" @ 23'- 2.9" Allowed= 1.704" MAX TL CREEP DEFL = -0.252" @ 13'- 5.5" Allowed= 2.272" MAX LL DEFL =-0.002" @ 36'- 0.0" Allowed= 0.100" 17-06 17-06 ,1 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" '( MAX HORIZ. TL DEFL = 0.107" @ 39'- 6.5" T 5-08-01 1' 5-08-01 f5-08-01 6-01-15 6-01-15 T 5-08-01 T 'COND. 2: 2800.00 LBS SEISMIC LOAD. I 12 Wind: 120 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 14-4)(6 \f7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00/ load duration factor=1.6, Truss designed for wind loads 4 0" in the plane of the truss only. 5 ;pf M-3x6(S) \ M-3x6(S) M25x9 4 I M-2.5x4 M-1.5x4 M-1.5x4 7 3 M-3x4+ M-3x4+ rq No II I1 ---.%,4c Y•" 1 o c I. 12 13 o 10 11 M-2.5x4 M-3x8 ' M-3x8 M-2.5x4 M-4x4 ,)1-4x4 MSHS-3x10(S) /1r50# y y y y y 8-01 6-02 y 7-03-09 y 15-11 19- 7-03-09 6-02 y y 01 1-p E) PROF en y y 3 5-0 0 c��<��N� IN 11�l ! s/O2 1-00 Scale: D.1730 / '9 JOB NAME: DR HORTON PLAN 3727 ELEV A GR - A7 .9/11 { WARNINGS: GENERAL NOTES,unless only upon i he parametersnoted:e 1.Builder and erection contractor should be advised of all General Notes 1. building ign is cemponent Applicab lily of esign parametersaand proper individual Truss: A7 and Warnings before webrconstructionacing ngm commences incorporation of component is the responsibility of the building designer. `i 2.2x4 compression web bracing must be installed where shown*. 2,Design assumes the top and bottom chords to be laterally braced at `!� , 00' 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 bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall Bc). OREGON �•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 9.Installation assumes s is thsea sp be usetl�nthe respective contractor. !'/0 -/k 14 ZD��AT SEQ. : 6118556 fasteners are complete and at no time should any bads greater than and are for"dry condition"of use. A. �f design loads be applied to any component. 6.Design assumes full bat all supports shown.Shim or wedge if 41/ R'1� TRANS I D: 412698 5.CompuTms has no,ship over and assumes no responsibility en s.for the 7 Decess assumes adequate drainage is provided. fabrication,handling,shipment and installation of components. faces 6.This design is furnished subject to the limitations set forth by 8.plattsess n ll be located c joe^t on both lines.of truss,and placed so their center 111111111111111 MITe SAnIncJC:::;frus1SOftwaref766(111 -E request t0.Digits asin c?onoedo�platedesgn values see ESR-1311,CSR-1966(MiTek) FXPIRFS• 19/31/9(11`5 ninon latCiSli I-IU VAL 1ttleb0 LUMBER SPECIFICATIONS LU: 2x4 EF FICATR 16-09-00 HIP SETBACK 8-00-00 FROM END WALL [ , BC: 2x4 DF#1&BTR LOAD DURATION ItxRFASE=1.15 (Non-Rep) IBC 2012 t917{MEMBER-163) 0Wy8Cc�1730 BC2x9 DF#1(B 2-2=1-2586)249 8-R=1-123)2320 2-8-1-173) 106 Snow:ASCE 7-10STAND ,25 PSF Roof Snow(Ps) 2' (-2586)241 8-9=1-123)2156 8-3=( 0) 331 TC LATERAL SUPPORT<=12"OC. UON. 3-9=1-2585)227 9-6=(-155)2280 8-9=(-60) 100 BC LATERAL SUPPORT<=12"OC. UON. Cs=1, Ce-1, Ct=1.1, I=1,Lu=50' 4-5=1-2595)238 6=(-28490) 257 4-9-( 0) 304 TO UNIF LLI 25.0)+DLI 7.0)- 32.0 PSFI-i 0'- 0.0"TO 16'- 9.0"V 9-5=(-129) 119 OVERHANGS: 0.0" 12.0" EC INIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0"TO 16'- 9.0"V It UNIF LL( 75.0)+DL( 21.0)- 96.0 PLF 8'- 0.0"TO 8'- 9.0"V BEARINGREQUIRED BRG AREA EC UNIF IL( 0.0)+DL( 30.0)- 30.0 PLF 0'- 0.0"TO 16'- 9.0"V LOCATI� RMIXEA VERT Milt I'RZ , CTIGNS 1071LTI6511 5I5E 3O IN. FP1 625) TC CO4C LL( 466.7)+DLI 130.7)= 597.3 1,&S @ 8'- 0.0" 0'- 0.0" -57/ 4 -70/ 6OH 5 50" 3 27 DF(625) CWpp TC CCNC LL( 966.7)+DL( 130.7)= 597.3 194 @ 8'- 9.0" 16'- 9.0" -83/ 2042V 0/ OH 5.50" 3.27 DF(625) Cctor pla (or designators: 'tus, IncC,PPOHS,M1816,(or- pp 1 LEMS D NOT APPLE CUE 12 THE SPATTAL MiTek M!series REQ[HREFEI4N'OF IOC 2012 AND IRC 2012 NCR BEING MEP. MAX VERTICAL DEFIEC0.17 LL@ 8 LL=9/240, llowe - JT 1, 6:Heel to plate miner-1.00" BOPlt'i4 CHORD CIECKED FOR lOPSF LIVE MAD.100 Mot TL GREE�F�T._-0.127"@ 8'- 9.D" A11 1.056" AND BOITCM OfORD LIVE WADS PCT'NON-C.CNQJRIUNIT,y, MX LL LEFL--0.002"@ 17'- 9.0" A13owed= 0.100" MAX TL CREEP DEFL=-0.003"@ 17'- 9.0" Allowed= 0.133" MAX HORIZ.IL!EFL= 0.032"@ 16'- 3.5" FAX HORIZ.TL LEFL- 0.096"@ 16'- 3.5" Wind:120 ophr h-lSft,TCDL-4.2,5(DIr6.0,ASZE 7-10, (911 duration Enclosed,Cat.2, Exp.B, M851l5)pirl, load duratifactor=1.6 Truss designed for wind loads in the plane of the truss only. T 8-00 �0-09f 8-00 3-11-11 1 4-00-05 0-09 4-00-05 T i,597.36# 3-11-11 M-5x6 T 12 �597.30# 7.007 :M-6x6 12 oto, 441, Q7.o0 M-1.5x4 M-1.5x4 i"e N O a O 1;�1� Gid O 1` O 8 I I 9 ��I{r 7 -3x8 yo M-3x8 M-2.5x9 M-3x8 J. l 7-07-04 y 1-08-04 l y 7-05-08 16-09 J• 1-00 l JOB NAME: DR NORTON PLAN 3727 ELEV A GR -B1-H1 �� o P R OFFS WARNINGS: Scale: 1/2" �,r�GJ ! ,,// ^ s�O Truss: Bl-H 1 1.Builder and erection contractor should be advised of all General Notes G1.ENhIRAL�NOTn ES,unlased ess otn herwise parameters shown and is for an individual ` I/l,pT 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 92 P E 2.2x4 compression web bracing must be installed where shown+, incorporation DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design ames the top and botnent is tom chordresponsibility to beof laterally brrraaced designer DATE: 11 19 2 014 is the responsibility of the erector.Additional permanent bracing of c o.c.and at 10' res the overall structure is the responsibility of the building designer. respectively unless braced throughout their le m by '=1. Ilcontinuous sheathinggr such bracings cing re sheathing(TC) wn+tlrywall�BC). S E 4• : 6118557 4. No load should be applied to any component until after all bracing and 4. Installaoonbo bridgingorIs tthhlateral posiility of the respectivevecontractor. / I TRANS fasteners are complete and at no time should any loads greater than 5. Design assumes muses are to be used in a non-corrosive environment, • Cr I D: 412 6 9 8 design bads be applied to any component. and are or"dry condition"of use. �` OREGON ((i 5.CompuTrus has no control over and assumes no responsibility tor the 6.Design assumes full bearing at all supports shown.Shim or wedge H fabrication,handling,shipment and installation of components. necessary. 'O 'l y .� + 20� A^►� l II I Il l II�II,�Iryll nrll Iles I��II 6.This design is furnished subject to the limitations set forth by 8.Designlaesassumesllocated o adequate drainageh iso truss, and M ci`-` II'�II N� II NI III TPIM?CA in SCSI,copies of which will be furnished upon8.Plates shall be withJoin on both faces of truss, placed so their center •�{3 R `X- V po request lines coincide joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS:17/31/9(115 uy(r,V [itCl YiL 1iCVJJ 1111 Inns IBC 2012 MAX NEWER FORCES 9WR/GDF/Cq=1.00 8-00-00 GIRDER SUPPORTING 2-00-00 FRCM 0-00-00 TO 7-00-00 1-IBC 2012 32 1-4=(-5R) 501 9-24W 0) 488 BSPECIFICATIONS IR4D DURATION INCREASE-1.15 (Non-Rep) 2-3=1-94) 49 4-5=1-53) 490 2-5=('616) 65 16) 29 TC: 2x4 DF STAlil&ND LOADING BC: 2x8 DF SS BRG WEBS: 2x4 SUPPORT START Snow:PSs-,-CO, , PSFt=1 Roof, I SnowlPs) BEARING MAX VERT MAX HIRS SIZE RQUI�IBOG AREA GCIES) Cs-1, Ce=1, CL=1.1, I=1 LOCATIONS REACTIONS TC IATERAL �=12"OC.UON. 0'- 0.0" -10/ 471V -56/ 1120 5.50" 0.75 DF 1 625) BC IATF.RAL SUPPORT<=12"OC.UCN. TC UNIF LLI 25.0)+DLI 7.0)= 32.0 PSF 0'- 0.0"TO 8'- 0.0"V 8'- p,p" -169/ 1788V 0/ OH 2.00" 2.86 OF (625) Connector plate prefix designators: BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0"TO 8'- 0.0"VVERTICAL DEFLECTION LIMITS: LL-L/240,TL=L/180 C,C11,C18,041S8,Mor noPpref MT series TSI Inc ADDL:EC CONC I,U*DIr 1587.0 LBS @ 7'- 1.5" MAX I,L DEI7,= 0.003"@ 9'- 4.6" Allowed= 0.369" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL=-0.017"@ 9'- 4.6" Allowed= 0.492" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX HORIZ.TL DEFL= 0.002"@ 7'- 8.5" BOLTON CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND&riT(kt CHORD LIVE LOADS ACT NON-CONCURRENTLY. Wind: 120 eph, h=15ft, TWL=4.2,BCDL=6.0,ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, Nh1FRS(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 12 M-1.5x4 7.0077 -y 1 M-2.5x4 0 I �p o V) M-2.5x4 V� I Qj4 111.. -,, o �__ 4 1 I -3x8 M-1.5x4 M-41:12 1587#♦ 1 4-04-10 l3-07-1056 y l 8-00 �?' ° JPAR QF�Azilto A Scale: 1/2" J /l/1 7 it I /Ofy, JOB NAME: DR HORTON PLAN 3727 ELEV A GR -Cl 9 2 P E r G. his a NOTES,unless otherwise noted: WARNINGS: 1.Builder and erection contractor should be advised of all General Notes 1' building igwmponent Applicability of design parametersrameters and s for proper Individual '� Truss: Cl and4 Warnings before webracing construction commences. incorporation of component is the responsibility of the building designer. " 2.2x4 compression web must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ng `,_ , 3.Ais the nal temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless sheathing(TC)cdthand/orhout heir le l(BC).y / OREGON �� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pl woo 2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '9`/O A_�y O >h DATE: 11/19/ 4. No load should be applied to any component until after all bracing and 4.5.Desglln assumes trussestion of truss is eare to be used eta nrespective n cOnosive contractor. t aronment, ",7:41 7 c 14, 2 �A SEQ. : 6118558 fasteners are complete and at no time should any loads greater than D Designd gne fssum tress n"of use. �`R R 1 L,' design loads be applied to any component. 6. assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 412698 5.Comp h AIS ce shipment rand installation of ce and assumes no mponrents.for the T pig^assumes adequate drainage is provided. fabrication,hissiris 6.This design is furnished subject to the limitations set forth by 8.Plates ncidevn'th joent ceon ntetr faces lines.of • truss,and placed so their center qnp n NNII ILII Ipl TPIIN?CA in SCSI,copies of which will be tumished upon request. indicate size of plate in inches. FXPI R FS'1 2/ 1III 1111 tll�nI� III I �I INNt,�� MiTek USA,Inc./COmpuTfUs Software 7.6.6(1 L)-E 196Thasic connector plate dessn values see ESR-1311,ESR-1988(MiTek) nInml Wn,✓u AtlinL it(un LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-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 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -26/ 328V -28/ 28H 5.50" 0.52 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=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" @ -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 LL DEFL = -0.002" 0 6'- 1.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 0 6'- 1.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 3.9" Allowed = 0.146" 2-06-08 2-06-08 MAX TC PANEL TL DEFL = 0.007" @ 1'- 3.9" Allowed = 0.219" 1 1 T 12 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.5" 7.0017 Q 7.00 MAX HORIZ. TL DEFL = 0.001" 0 4'- 7.5" Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIM-4x4 load duration factor=l.6, Truss designed for wind loads /- 34.0" in the plane of the truss only. 4101111111,111, c I rn O 1-1 N CA O[ -/O O 1111 �i cr 1 6 �o 5 M-2.5x4 M-1.5x4 M-2.5x4 /, .1 3 2-06-08 2-06-08 3, 3, 3, ), 1-00 5-01 1-00 ��`�° PR°FFss Al JOB NAME: DR HORTON PLAN 3727 ELEV A GR - D1 Scale: 0.6009 5 NGIN WARNINGS: GENERAL NOTES,unless otherwise noted: ///8 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 4 !�It P E "r Truss: D1 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 fir• d� ` continuous sheathing such as plywood sheathing(TC)and/or drywallBC). cr DATE: 11/19/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -1111 S E 6118559 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 'y` ,�OREGON �� Q• 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, TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. , 9 y 201 `� 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.e assumes full bearing at all supports stwwn.Shim or wedge'rf 4, Q fabrication,handling,shipment and installation of components. DsML h�'`� V 7.Design assumes adequate drainage is provided. CC rl III Im u nnn 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..ItI III II11 IIIA nn 111110 ILII TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I'lll Iryll' ')II'��I'NI�III'I LIN I'I) 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:19/31 01115 t-,KGI, HKiC.L 1KUJ.7 iglnlm UMBER SPECIFICATTCSIS TRUSS SPAN 5'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 1)1&BTR LOAD DURATION INCREASE=1.15 1-2=) 0) 57 2-5=(0) 119 5-3=10) 98 BC: 2x4 DF 91&BTR SPACED 24.0"O.C. 2-3=1-190) 0 5-4=10) 119 WEBS: 2x4 DF STAND 3-4=(-186) 0 LOADING TC LATERAL SUPPORT<=12"OC.LUN. LL(25.0)+DL( 7.0) CN TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<=12"0C.UCN. DL ON RSI'rOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIOI4S 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 DF ( 625) Connector plate prefix designators: Cs-1, Ce=1, Ct-1.1, I=1 C,CN,C18,CN18 (or no prefix) -CrnpuTrus, Inc VERTICAL DEFLECfIQ1 LIMITS: LL=L/290, TL=L/160 M,M2OHS,M18HS,M16-MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL==0.002"@ -1'- 0.0" Allowed= 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL=-0.003"@ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL= 0.007"@ 1'- 3.9" Allowed= 0.146" Barron CHORD CHECKED FOR lOPSF LIVE IABD. TOP MAX TC PANEL TL DEFL= 0.007"@ 1'- 3.9" Allowed- 0.219" AND BOTTOM 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 nph, h=15ft, TCDIr4.2,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 12 12 7.007" Q7.00 IM-9x4 39.0" ,r4.,,riN N lC•4 O Ia,Xi� O r i �4 1 O -2.5x4 M-1.5x4 M-2.5x' 1 y 2-06-08 2-06-08 y 1-00 l 1 5-01 't�kt.D P RyrOpee„S JOB NAME: DR HORTON PLAN 3727 ELEV A GR-D2 Scale: 1/2" i.\J v/�/�QI)�}' /�jL9 WARNINGS: GENERAL NOTES,unless otherwise noted: !920 OPE ti' 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: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 4� DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by `.�N- . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal BC). Q DATE: 11/19/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A.OREGON �E 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. : 6118560 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, 2 ASS design loads be applied to any component. and are for"dry condition"of use. G/� y 14, 6� `T TRANS I D: 412698 5.CompuTms has no control over and assumes no responsibility for the 6.Dnesign full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. MFR R I 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 VIII 1011 0111011111111111 110 ILII TPI/WfCA in BCSI,copies of which will be furnished upon request. Digit coincideiatwith jof in incheiN,Nq 9. lines ndsize of tplate ein lines. • M)Tek USA,Ina./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:12ini i2ni nnunn l.+Xbl.i H1CizL 1r<uJJ UPR SPECSFICATIONS TC: 2x4 DF FICATR TRUSS SPAN 10'- 0.0" " BC: 2x4 DF Wl6BTR LOAD DURATIW INCREASE=1.15 IBC 2012 MAX MEMBER=) F02-5=10) 0q=1.00 TC LATERAL SUPPORT<=12"0C,UCV, SPACED 29.0"O.C. 1-2=( 0) 57 2-5=10) 0 BC LATERAL SUPPORT<-12"0C,UQ9. WADING TOP 2-3=(-110) 141 LL(25.0)+DL( 7,0) ON TOP CHORD= 32.0 PSF 3-4=(-111) 7 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF Connector prefix designators: TOTAL LOAD= 42.0 PSF BEARING MAXE VERT MAX HORZ SIG REQUIRED SPE AREA C,nn,ctor platela (or nof x prefix) LOCATIONS'- REACTIONS 0/ACTIOOH 5I5E 0.14 (SPECIES) I25) M,M20HS M18HS M16= ries nus, Inc Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" 0/ 442V -95/ 13311 5.50" 0.71 DF ( 625) MiTek MT series Cs-i, Ce=1, Ct=1.1, I=1 7'- 9.2" 0/ 88V 0/ OH 5.50" 0.62 DF (625) 7'-11.2" -124/ 415V 0/ OH 1.50" 0.62 DF (625) LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL 10'- 0.0" -89/ 15V 0/ OH 1.50" 0.02 DF ( 625) REQUIREMENTS OF SBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFIECTICN LIMITS: LL=L/240, TL=L/180 AND BOTTQ4 CHORD LIVE LOADS ACT NON-CON(x1RREMlT,Y. 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 It PANEL TL DEFL=-0.231"@ 3'-11.0" Allowed- 0.854" MAX HOR1Z. LL DEFL=-0.001"@ 7'-11.2" MAX HORIZ. TL DEFL=-0.001"@ 7'-11.2" Wind: 120 nph, 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. -1 I( 12 7.00 )01 N O 1 N cs Jo N O Ov pz, r �� 0 .� -2.5x9 5� -' 1-00 8-00 IPROVrnc a a aarN 3 41 2-00 JOB NAME: DR HORTON PLAN 3727 ELEV A GR-Jl ��EO P R oFF,S WARNINGS: Scale: 1/2" \� ! ��(� ' SS Truss: J 1 1. Builder and erection contractor should be advised of all General Notes 1.GENh1s RALL NOTES,s unless otherwise �� ,/� J7,a and Warnings before construction commences. designonly upondesignparameters par mete and is roper individual C] ( -!� 2.2x4 compression web bracing must be installed where shown+, incorporation aomponent.componenttisith responsibility parameters and proper 92 P E DES. BY: BS 3.Additional temporary rporetion of is the of the building designer. po ry bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATEE .: 11/19/2 014 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 building designer. Son Impact sheathing orng such lateral bracing cwood meat w ere s howls+drywall BC). �/ S E Q• : 6118 5 61 4. No load should be applied to any component until alter all bracing and 4. Installation offf true ns Is thresponsiility of the respective shown++ " fasteners are complete and at n o time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 412698 design loads be applied to anycomponent. ��contractor �G ,�OREGON tv and are for"dry condition"of use, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge W s fabrication,handling,shipment and installation of components. necessary. /O �Y 14, 2�� t�T� 1111111 1Jill JIll II!I!IIIJ.I III ��I�I6. This design is furnished subject to the limitations set forth by8.P�gn assumes adequate othifage io truss,a TPI/WTCA in BCSI,copies of which will be furnished upon 8. Plates shall be located on both faces of truss,and placed so their center �Fp R'`t po request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 LYE 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 19/31/71115 uxn� t1K1GL 1KUAb 1111111111 IBC 2012 MAX MEMBER FORCES 4WR/®F/C¢1.00 TRUSS SPAN 3'- 8.0" 1-2-) 0) 57 4WR/GD) 0 ION INCREASE=1.15 1-2-)-70) 19 LUMBER SPECIFICATIONS Il�4D SS 24.0"O.C. TC: 2x4 DF AlfiBTR BC: 2x4 DF A1fiBTR LORDING BEARING MAX VERT MX HORZ BEG REQUIRED BRG AREA TC LATERAL SUPPORT<=12"OC.UCNI. LLI 25.0)+DL( 7.N) BO TOP CHORD= 32.0 PSFREACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT<=L2"OC.UCN. DL ON BOTTOM CHORD= 10.0 PSFLOCATIONS" -20/ 323V -17/ 57H 5.50" 0.52 DF ( 625) TOTAL LOAD= 42.0 PSF 3'- 7.0" -24/ 23V 0/ 7H 5.50" 0.15 DF ( 625) OVERHANGS: 12.0" 0.0" 3'_ 8.0" 0/ 61V 0/ OH 2.00" 0.10 DF (625) Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) Connector plate prefix designators:Trus Inc Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=1J240, TL=L/180 C,CN,C18,C118 (or no prefix) -Carpu MAX IL DEFL=-0.002"@ -1'- 0.0" Allowed= 0.100" M,M20HS,M18HS,M16=MiTek Mf series LIMITED STORACF DOES NOT APPLY DUE TO THE SPATIAL INIX TL CREEP DEFL=-0.003"@ -1'- 0.0" Allowed= 0.133" REQUIREMENTS OF IBC 2012 AND IRC 2012 NCr'BEING MET. MAX TC LCL LL DEFL=-0.006"@ 2'- 1.6" Allowed= 0.232" BUITIX4 CHORD CHECKED FOR 1085£LIVE LOAD. TOP MAX TC PANEL TL DEFL--0.010"@ 2'- 1.6" Allowed= 0.348" AND B(GDTCM CHORD LIVE LOADS ACP NON-CONCURRENTLY. MX HORIZ.TL DEFL=-0.000"@ 3'- 7.0" Wind: �lnHeights), Enclosed,2Caat.2,6Exp.B�MNFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3-08 12 7.00 :/ N w1 0 N N O I ..11101111.1111!4 --fI O -2.5x4 LL 3-07 0-01 1-00 3-OB ,<<r,C O PROFet, Scale: 1/2" J v`/fI�I�91 IC /�-v-,, JOB NAME: DR NORTON PLAN 3727 ELEV A GR -J2 unless otherwise noted: g�f P L r GENERAL NOTES, WARNINGS: building component.Applicability of design parameters and proper '' 1.Builder and erection contractor should be advised of all Gene21 Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. incorporation of component is the responsibility of the building designer. T r U S S J2 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at L,l� • 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / OREGON �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). "37 DAT. BY: /1BSlO� DATE: 1119 2 014 theNo load overall structure dbe a is athe pplied to responsibility until after allrrac ng and 4. Installation offttmsss is the responsibility bracing of the respectiired where ve contractor. `,,,9 y 14, 2 Q} 4.No ne should completeapp Y 5.Design assumes trusses are to be used in a non-corrosive environment, S E Q, : 6118562 fasteners are and at no time should any loads greater than and are for"dry condition"of use. shown Shim or wedge'rf SCR R,4� design loads be applied to any component. 6.Design assumes full bearing at all supportsrl TRANS I D: 412698 5.CompTrnhas In , over and nssumes nor comp nems.ty for the 7 p�gn arysuumes adequate drainage is provided.fabrication,hiis handling,shipment and installation of cometh by on 111111 11n11��1I1I tlnNN 111111 6.This design is furnished subject to the limitations set forth by 8'Pn�e�ncidevnth joent centetr IIchesces of truss,and placed so their centerFXPI R FS�1911/9(11II II]] IIIA I�III II�IIIII M Te SA,inCJCompuTnls ISoftw a 7.6 6(1 L)E request 0.FFo Iba�s a connector pate design values see ESR-1311,ESR-1988(MiTek) iannm l31(C,l7 H11.1C,L 1K VJJ LUMPER SPECIFICATIONS TC: 2x9 DF/1SBTR TRUSS SPAN 2'- 0.0" BC: 2x9 DF 91dBTR LOAD DURATION INCREASE=1.15 IBC 2012 MAX MEMBER FORCES 9-4-10) Cq=1.00 TC LATERAL SUPPORT<- SPACED 29.0"O.C. 1-2=1 0) 57 2-9=10) 0 BC LATERAL SUPPORT<=12"OC. UCH. 2-3=(-59) 0 LL(25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0" A DL ON Barrett CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG TOTAL MAD= 92.0 PSF TI REACTIONS REACTIONS SIZE 50.48 DFP( 62IRED BRG 5)) Connector plate prefix designators: O0'-CA 0.0" -39/ IONS -9/ 38H 5.50" SO O ( IES) ) C,CN,Clg,INlg (or no prefix) =CcepuTrus, Inc Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 9.2" -30/ 20V 0/ OH 5.50" 0.03 DF ( 625) M,M20HS,M16HS,M16=MiTek Mf series Cs=1, Ce=1, Ct=1.1, I=1 2'- 0.0" -22/ 20V 0/ OH 1.50" 0.07 DF (625) LIMITED DOES NOT APPLY REQUIREMENTSSiOFCC 2012 AND IRCC22012T BEING MET.THE SPATIAL LL DEFL__ -1'-VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1g0 MAX TL CREEP DEFL=-0.003"@ -1'- 0.0" Alloowed= 0.133" • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.002"@ 1'- 0.9" Allowed= 0.106" MMX TC PANEL TL L€FL= 0.002"@ 1'- 0.9" Allowed= 0.159" AND BOTTOM CHORD LIVE LORIS ACT NON-CONCURRENTLY. MAX HORIZ. LI.DEFL=-0.000"@ 1'-11.2" MAX HORIZ. TL DEFL=-0.000"@ 1'-11.2" Wind: 120 nph, h=15ft, TCDL=9.2,BCDL=6.0,ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERSIDir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 12 7.00 0 N M-2.5x4 ° o I o I ...=..... y co L- L 1-�� 2-- 1.a.M w u acap L„ iso I JOB NAME: DR NORTON PLAN 3727 ELEV A GR - J3 ��ED PROFes WARNINGS: Scale: 1/2" ��\� /��r s/OA� Truss: J3 I Builder and erection contractor should be advised of all General Notes 1.ThIRAesiNOTES,bsed onlessotherwise upooe noted: eters shown and is for an individual 4 /y v " and Wamings before construction commences. building component.Applicability of design parameters and C 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. •92i,P E 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 erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by the overall structure is the responsibility of the building designer. 3.2x continuous n a Impact brI sheathing suchlateral as bracing required where h re shown+tlrywall�BC). `41110111 R/ SEQ. : 6118563 4. No load should be applied to any component until after all bracing and 4. Installation oftruss is theresponsibilityng or of the respective contractor. / I 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, TRANS I D: 412698 design loads be applied to any component. and are for"dry condition"of use. �G OREGON ((� 5.CompuTrus has no control over and assumes no responsibility for the 6.Designesassumes full bearing at all supports shown.Shim or wedge if q� fabrication,handling,shipment and installation of components. ry. /Q y 14, 201 �4tx � I1„III III,I 11111111111111 6. This tlesign is furnished subject to the limitations set forth b 7 DeSSn assumes ca equate drainage is provided. tN NN' TPIIWrCA in BCSI,copies of which will be fumished upon request. 8. lines coincis shall de joint center lineses of truss,and placed so their center `�Fp R `, MiTek USA,InC./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS: 19/S1/2015