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Plans (47) /fr/ 5,-7-0/Ce--06‘14r 20-00-00 kGt/-06-9%. SPAN OCT 06 Z016 GABLE D.R. HORTON PLAN A110 A/C e-13 PORCH RIGHT 7/12 7/12 PITCH DRAG 1-0 O.H. 25# SNOW PA V ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: KEVIN LENDE V. R/S 411, ci ki3 GirkyitE. @.91 0 / ADD STRUTS8 4-3 JACKS 2-3 JACKS 1 -06-00 UPPE SPAN 7-08-12 SPAN / 20-00-00 SPAN GABLE 093 D.R. HORTON PLAN A110 A/C PORCH LEFT 7/12 (P7_,_ SAG 7/12 PITCH 1-0 O.H. 25# SNOW D Q v l� ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: KEVIN LENDE V R/S0Y I� G • Att% 0 -I_CD, I R� I l i LJJ ADD STRUTS 0 ED 2-3 JACKS 4-3 JACKS 13-06-00 UPPER SPAN 7-08-12 SPAN Job Transmittal MiTek USA, Inc. I�II�I� IUIlIllIHBIHIflhI 250 Klug Circle, Corona, CA 92880 Transaction ID: 429602 (951)245-9525 Fax(951)273-0040 TO: ARIEL TRUSS CO., INC./WA DATE: 7/8/2015 ATT: Truss Department Drawings Repairs Sequence#'s Description 11 0 6296448-6296458 DR HORTON PLAN A1102 - Transmittal Notes: Design Notes: FTP:429602.zip 7/8/2015 11:26:20 AM Page 1 1111111111 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF 416BTF. LOAD DURATION INCREASE = 1.15 1- 2={ 0) 57 2- 8=(0) 975 3- B=(-27?) 98 BC: 2:4 DF #16BTA. SPACED 29.0" O.C. 2- 3=(-1225) 37 8- 9=(0) 645 8- 9=( -2) 486 WEBS: 2::4 DF STAND LOADING 3- 4=(-1075) 62 9- 6=(0) 975 4- 9=( -2) 486 TC LATERAL SUPPORT '= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1075) 62 9- 5=(-277) 98 BC LATERAL SUPPORT c= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1220) 57 6 ?_( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 954V -98/ 98H 5.50" 1.53 DF 1 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 0.0" -41/ 954V 0/ OH 5.50" 1.53 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.028" @ 13'- 2.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.067" @ 13'- 2.0" Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013" 8 19'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.021" @ 19'- 6.5" fT 5-02-15 4-09-01 9-09-01 5-Q2-15 Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T (All Heights), Enclosed, Cat.2, Esp.B, MWFRS(Dir), T load duration factor=1.6, 12 12 00 M-4x6 End vertical(s) are exposed to wind, Q 7.00 Truss designed for wind loads 4 4.0" in the plane of the truss only. n`--f JL )11.110 M-1.5-x.4 M-1.524 3 5 %t N O vv" N 1 r'.� "^ �i 5 it o M-2.5x4 19-2.5x4 14-2.5x424-2.5x40 11 1 1 6-09-15 6-09-01 6-09-15 11 1-00 20-00 1 1 1-00 �tiQ ,O PROFfis'b' JOB NAME: DR HORTON PLAN P.110 - Al Scale: 0.2869 ��GJ tNGIN�'F� /p, WARNINGS: GENERAL NOTES,unless otherwise noted: Q y/ Qg70217 1.Budder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual / c..7� Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and per 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibllly of the building designer. rp'T `/-f�/.L�.- DES. BY: MJ 3.Adtitlonal temporary bracing to insure stability during construction 2.Design " the top and bottom chords to be laterally braced at WW I - is the responsibility of the erector.Additional permanent bracing of continuous2o.cand at 1a' i respectively ch unldss braced(TC)and/orheir ull B ). DATE: 7/8/2015 the overall structure is the responsibility of the bunting designer. 3. sheathing r lateral acing eq iced w ere s antlfor drywMea(BC). f u SEQ. : 6296448 `"Ofyofthe"'I'��e`co o -7 OREGON �'(� 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the rosponsibifiry of the respective contractor. .i fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �-4,�.Y�4 pY ,�y) 2 C.s TRANS I D: 429602 design bads be appied to any component. end are for"dry condition*of use. /57 1 S.CompuTrus has no control over and assumes no responsibility for the 8'Design assumes bearing at a1 supports shown.Shim or wedge if ir fabrication,handing,shipment and installation of components. 7.Dnerry' Pjq UL C'` MO Iu' 6.This design is furnished subject to the imitations set forth by 8.Plates rsh�be locateds uoneboth faaccees of truss,is and placed so their center IIID�I�111111101 1111 ILII(III III) MTe USA,IncIANTCA In iCompuTrue Software 7 6 7(1 L)E request. 10.Forbasic connector plate desiglines coincide with joint center n values see ESR-1311,ESR-1888(MiTei) EXPIRES: 12/31/2016 9 Digits indicate sin of plate In inches. 1111111111GREG design prepared from computer input by INI GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2:•:4 DF #1&BTR. LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 57 2- 8=1-1124) 1663 8- 3=( 0) 212 BC: 2::4 DF #1&BTR SPACED 24.0" O.C. 2- 3=1-1514) 343 8- 9=1-1126) 1861 3- 9=(-593) 237 WEBS: 2u4 DF STAND 3- 4=( -946) 118 9-10=1-1126) 1861 9- 4=( 0) 535 LOADING 4- 5=( -946) 118 10- 6=(-1124) 1863 9- 5=(-593) 237 TC LATERAL SUPPORT '= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1514) 343 5-10=1 0) 212 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BP.G AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -127/ 985V -2200/ 2200H 5.50" 1.50 OF 1 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -127/ 985V -2200/ 2200H 5.50" 1.58 DF 1 625) 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 = -0.037" 8 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.069" @ 10'- 0.0" Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.031" @ 0'- 5.5" 10-00 10-00 MAX HORIZ. TL DEFL = -0.040" 8 0'- 5.5" f T T 'COND. 2: 2200.00 LBS SEISMIC LOAD. 5-04-11 4-07-05 4-07-05 5-04-11 T f T T f Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Esp.B, Mt4FRS(Dir), 7.00 I IM-4x4 Q 7.00 lTrrussduration designed ffor owind Floads 4.0" in the plane of the truss only. 4 ,f--,( M-2.5x4 M-2.5x4 3 5 6J11111 0 0 4. t,.� 14' ra r 0 1 _ 8 5 10 0 I r o M-2.5x6 M-1.5x4 M-3x8 M-1.5x4 t•9-2.5x6 1 , J. b b 5-02-15 4-09-01 4-09-01 5-02-15 b ). * * 1-00 20-00 1-00 ��,��o PRQp �Co NGINEF• /G� JOB NAME: DR HORTON PLAN A110 - AIDRAG Scale: 0.2869 �(? �p'(y p R 4i9 WARNINGS: GENERAL NOTES,unless otherwise noted: CC. ,/ $9782'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 / ,r-• Truss: Al DRAG 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 responsibilityof the building designer. l• T�f,rI"� 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 J continuousg(B sheathing such as plywood sheathing(TC)and/or drywaC). ( OREGON Q''� DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.Sr Impact bridging or lateral bracing required where shown++ 15. 74f!/ 2 .4;.r• SEQ. : 62964494.No bad should be appled to any component until after all bracing and 4.Installation of truss is the responsibthly of the respective contractor. "1/9/1.. ,r�Y }5•7 n<<„TRANS I D: dleads be applied to any component end are for dry condition"of use. [� V • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if PA UL T`` fabrication,handling,shipment and instalation of components. necessary. 7.Designlaesassumes adequate face aftru ,provided. S.This design is tarnished subject to the Irritations set forth by 6.Plates shag be located on both faces of true,and placed so their center I III1 IIID IIID IIIA I.1 III1 ILII Ilii III) TPIA4ffCA in SCSI,copies of which wig beNralshed upon request. glee coincidetwith joint ate inrinche. EXPIRES:12/31/2016 II ggg 9,thou ndsize oplate in lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2r4 DF B1&BTP. LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(0) 975 3- A=(-282) 98 BC: 2x4 DF 81&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1225) 37 8- 9=(0) 645 8- 4=( -2) 438 3- 4=(-1075) 62 9- 6=(0) 975 4- 9=( -2) 438 LOADING 4- 5=(-1075) 62 9- 5=(-282) 98 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1225) 37 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" )1-1.5::4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BF.G REQUIRED BRG AREA vertical members (von). Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 954V -98/ 98H 5.50" 1.53 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -41/ 954V 0/ OH 5.50" 1.53 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.028" @ 13'- 2.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.067" @ 13'- 2.0" Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013" @ 19'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.021" @ 19'- 6.5" f f T Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-02-15 4-09-01 4-09-01 5-02-15 T _-�'- t .( ,( ((All Heights), Enclosed, Cat.2, Esrp,B, MNFRS(Dir), T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 7.00 F7' M-4x6 Q 7.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 �r JU M-2.5x4 or equal at non-structural diagonal inlets. I M-1.57.4 ` M-1.5x9 3 1011),5 Cu ullill C IO O4.t ✓ T 'r oo1 = 8 9 =f ilik\o M-2.5x4 M-2.5x4 M-2.5x4 M-2.5x4 o 1 y y 1 6-09-15 6-04-01 6-09-15 ,1 ), 1-00 20-00 l J- 1-00 1-00 JOB NAME: DR HORTON PLAN A110 - A2 co- GpN�F�`rsi Scale: 0.2869 �c� FiN 9 0 WARNINGS: GENERAL NOTES,unless otherwise noted: ' j 4.94;e 2 ��" 1.Builder and erection contractor should be advised of al General Notes 1.ThisY`�� design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be;rrstalled where shown+, incorporation of component is the responsibility of the building designer. �..,jy - - 3.Additional temporary2.Design assumes the topand bottom chords to be laterally DES. BY: MJ bracing to insure stability during constructiongho braced at is the responsibility of the erector.Additional pemrerroM bracing of 2'o c.and el V o.c.respectively unless braced throughout their length by DATE: 7/8/2015 the overall structure is the responsibility of the buliding designer. 2n continuous sheathing such lateral as cingoe sheathing(TC)where s own+drywall(EC). `f .47,/,OREGON O o- be3.In Impact bridging is the bracing required the shown++ �� S EQ. : 6296450 4.No load should m applied W any component until after all r than and 4.Installation of truss is the responsibility 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 noncorrosive environment, 1; n !S, design bads be applied to any component g and are for"dry condition"of use. J �T Y 1 2 `� TRANS I D: 429602 5.CompuTrus has no control over and assumes no res b ry for the 8.Design assumes full bearing at all supports shown.Shim or wedge if -itnecess / 4 1'L �.�� IIII III1 V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. �'1 v I H��IIS IIIA IIIA III III IIID III Illi 6.This design is furnishedsubject n the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - TPd sCA in SCSI,copies of which wig be furnished upon request. tines coincide with Joint center lin as. S Digits coincide size of platen Inches. EXPIRES:12/31/2016 MiTek USA,Inc./Cool uTrus Software 7.6.7(11..)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) 10 111111 This design prepared from computer input bye . Il I' GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2::4 DF #1&BTP. LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2r4 DF #1&BTP. SPACED 24.0" C.C. load duration factor=1.6, End vertical(s) are exposed to wind, TC LATERAL SUPPORT <.= 12"0C. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOP. lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-00 10-00 T '( T 7.00 12 I IM-4x4 12 00 3 �.I7• O 2 \ 0 � P 1 II �/ //l///!//!/////////////////////////l/J////////l/////////////!//////1////////////////i////////////.'///////////l//////7////7/ 7/77.7 /////////7////77/7/7/ 71111111'a / �. 5 O O O M-2.5K4 M-2.5x4 y 1, 1 / 1-00 20-00 1-00 ��955) PROFFs 5 1AGINe • s) JOB NAME: DR HORTON PLAN A110 - A3 Scale: 0.3990 ��? 9 '7/ 17 WARNINGS: GENERAL NOTES,unless othe,wise noted: Ct >•/ x878 •• 1' 1.Builder and erection contractor should be advised of at General Notes 1.This design is based or,ty upon the parameters shown and is for an individual / Truss: A 3 and Wanings before construction commences. bulking component Applicability of design parameters and proper / 2.2x4 compression web bracing must be instated where shown+, incorporation of components the responsibiity of the building designer. W - - - 3.Additlonal temporary bracing to insure stabibty during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: MJ permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additionalcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC), r y y OREGON d'��. DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ /� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the respor,siG'ity of the respective contractor. ,.y� Vq 5 2 (Z. SEQ. : 6296451 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, 77 -4 Y A design loads be applied to any component and are for*dry condition"of use. NI TRANS 1 D 429602 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fir/bearing at at supports dawn.Shim or wedge if pA U L R\ • fabrication,handing,shipment and installation of components. necessary. 7.DesignlaesassumesadequateothaeIsl provided. 8.This design is furnished subject to the Imitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center IIID III Iii IIIA IIII Inll 11111 IIII IIII TPuwrcA in BCSI,copes of which will be famished upon request. Digs coincide cote withjointp centerinches. EXPIRES:12/31/20 6 I' Ou II 9.Digits indicate size of plate in orches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ...11111111 GREG design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2v4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(0) 900 3-10=( 0) 310 BC: 2c4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1177) 0 10-12=(0) 903 4-11=(-1121) 45 WEBS: 2x4 DF STAND 3- 4=( -884) 40 12- 8=(0) 901 11- 5=( -7) 177 LOADING 4- 5=( 0) 154 10-12=( 0) 903 TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 154 11- 6=(-1121) 45 BC LATERAL SUPPORT c= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -884) 40 12- 7=( 0) 310 TOTAL LOAD = 42.0 PSF 7- B=(-1177) 0 OVERHANGS: 12.0" 12.0" B- 9=( 0) 57 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 considered for this design. BEARING MAX VERT MAX HORZ BRG REQUIRED BP.G AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 10'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 985V -9B/ 98H 5.50" 1.58 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -22/ 985V 0/ OH 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXLL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.231" @ 13'- 1.8" Allowed = 0.954" MAX TL CREEP DEFL = -0.402" @ 13'- 1.6" Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" 10-00 10-00 T ' ,i MAX HORIZ. LL DEFL = 0.010" @ 19'- 5" 6-10-04 1-05-031-08-09 1-08-091-05-03 6-10-04 MAX HORIZ. TL DEFL = 0.019" @ 19'- 6.5" T 1 I T 1 T / Wind: 120 mph, h=19,lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 IM-4X4 ]7.00 load duration factor=l.6, End vertical(s) are exposed to wind, 4.0" Truss designed for wind loads 5 ,, in the plane of the truss only. 4M-3x4 M-3"4l�- 6 M-1.5x4 ►n�'�lipi M-1.5z4 3 11 7 ' M-2.5x4 0 II 0 c 6-00 N pq NO O o1 r_� m T r� nv 9 c to zt 1o M-2.5x4 M-4z6 M-2.5x4+ M-4x6 M-2.5x9 0 I J. *62.50# J. 7-00 3-00 3-00 7-00 J. J. / J. 1-00 20-00 1-00 ��e`Ea PROF4- ca NGINEF -4-Sia JOB NAME: DR HORTON PLAN P.110 - A4 Scale: 0.2738 � ,e 2 � WARNINGS: G.This GENERAL NOTES,uessotherwise noted: �' r" �J $87$2 1.Builder and erection contractor should be advised of all General Notes 1.This design is baseddonly upon the parameters shown and is for an individual / Truss: A 4 and Warnings before conshuctlon commences. building componentApplicability 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 atalality during o.a and at 10'o.c.respectively unless braced throughout their length by g construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of a continul sheathing such as plywood sheathing(TC)andfor drywallf9v C). / h DATE: 7/8/2015 the overall structure is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ 9j�OREGON Q'' 4.No bad should be applied to any component until after al bracingand 4.Installation of truss is the rex Ityrespective contractor. /. SEQ. : 6296452 fasteners are complete end at no time should any bads greater than 5.Dodgy assumes trusses are to be used of the onon-corrosive environment, 99 v'-,RY i 2<r, design bads be applied to any component. end are for"dry condition"of use. TRANS I D: 429602 5.CompuTrus has no control over and assumes no mss8.Design assumes full bearing at all supports shown.Shim orwedge if {1 Presponsibility formanecessary. PA U`-. �"`` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. IIID 111111111111111 111111111111116.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 7PINJTCA in SCSI,copies of which willbe furnished upon request. Tres coincide with joint center Noes. 9.Digits inchoate size of plate in inches. 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131 t,ESR•1SB8(Mak) a�1III�II This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" Wind: 120 mph, h=18.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 OF 818BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), BC: 2::4 DF R1&BTR SPACED 24.0" O.C. load duration factor=l.6, End vertical(s) are exposed to wind, TC LATERAL SUPPORT <= 12"00. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT := 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-lx2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow)P3) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 T T 4 12 12 7.00 p IIM-4x4 Q 7.00 3 I I EV 2 of 4 0 l I 7.441 ig o'er 1 / ////////////////////////////////////,//////////////////////////////////////////////////////////////// // 5 : c. M-2.5x4 M-2.5x4 b L ) y 1-00 13-06 1-00 ',��,q PROp JOB NAME: DR HORTON PLAN A110 - Bl0.5027 �� l';''4 IN �'9 �O Scale: fit? pp /- WARNINGS: GENERAL NOTES,unless otherwise noted: CC / W 70 "Sri,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B1 and Warnings before construction commences. building co,nponent.Applicability of design parameters and proper r _ 4/,,r '- 2.204 compression web brad ng must be installed where shown+, incorporation of component is the responsibility of the building designer. x.+( i(,.f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai(BC). / V h DATE: 7/8/2015 the overall structure is the responsibility of the bulking designer. 3.2a Impact bridging or lateral bracing required where shown a+ A "7��t_OREGON �'` �, 4.No load should be tippled to any component until atter all bracing and 4.Instatiation of truss is the responsibitty of the respective contractor. `T -Y 2 !� SEQ. : 6296453 fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used In a noncorrosive environment, 1,9 G'4:y AS �` TRANS I D: 42 9 602 design bads be appied to any component. 6.a are forruma on bead of e.supports7 5.CompuTns has no control over and assumes no responsibility for then Dteary, n8 shown.Shim or wedge if PA U L �\ fabrication,handing,shipment and installation of components. 7.Design assumes drainage 6.This design is furnished subject to the irritations set forth by 8.Plates shall be locatedon botfaces is of truss, placed so their center IIIIII IIIII II IN Pi VIII VIII II IIII TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 'I N .Digits indicate size of plate in inches. MiTek USA,IncInc./CompuTrus Software 7.6.7(IL)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) .hIIIIIII1This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2n4 DF #1&BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 217 6-3=(0) 166 BC: 2x4 DF #1&BTP. SPACED 24.0" O.C. 2-3=1-324) 0 6-4=(0) 217 WEBS: 2x4 DF STAND 3-9=(-324) 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 BAG 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" -30/ 439V -41/ 410 5.50" 0.70 OF ( 625) M-1.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 7'- 8.8" -30/ 939V 0/ OH 5.50" 0.70 DF ( 625) vertical members (uon). 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 TL CREEP DEFL = -0.015" @ 3'- 10.4" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 8'- 8.8" Allowed = 0.100" 3-10-06 3-10-06 MAX TL CREEP DEFL = -0.003" @ 8'- 8.8" Allowed = 0.133" T f ,( MAX TC PANEL LL DEFL = 0.014" @ 1'- 10.9" Allowed = 0.249" 12 12 7.00 Q v 00 MAX HORI2. LL DEFL = 0.001" @ 3.2" MAX HORIZ. TL DEFL = 0.002" @ - 3.2" IIM-4x9 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 34.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ill, Truss designed for wind loads in the plane of the truss only. 1 N C>t ..41111111111111111111111111111111111111111kLIIIIIIIIIIINII -/C, a' O PlilliFi O M-2.5x4 M-1.5x4 M-2.5x4 1 1 1 3-10-06 3-10-06 1 1 1 1 1-00 7-08-12 1-00 <�%c O PR OFFS, JOB NAME: DR HORTON PLAN A110 - Cl Scale: 0.5823 r.? OG`(N �J9 , WAR) itGS: GENERAL NOTES,unless otherwise noted: 1. / cw78 re 1.Sunder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: Cl and Warnings before construction commences. building component Applicability of design parameters and proper ,// /.0' 2.244 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the balding designer. t I - , 3.Addtional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'sc.and at 10'o.c.respectively unless braced throughout their length by is the resporsibt'Sly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / v h DATE: 7/8/2015 the overall structure is the responsibity of the buildng designer. 3.24 Impact bridging or lateral bracing required where shown++ , ,9,y OREGON o'r 4„ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibily of the respective contractor. !y, SEQ. : 6296454 fasteners are conplete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, s� �,'T Y 1, 2 TRANS I D: 429602 design bads i e apcontrollied to any component. assumest. 8.n re r`dry condition' l beeanng at a8 supports shown.Shim or wedge if PA t t L ��4 $.CompuTrus has no over and no responsibility for the V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage 6.ThIs design is furnished subject to the Imitations set forth by 8.Plates shall be located on both fces of tr uss,s,,aand placed so their center II��IIS I�(1 IIIA IIIc 11111 VIII 1111 IIII TPIM/1 CA in BCS1,copies of which will befpm shed upon request Digit coincideindicwith Joint ain che. EXPIRES:12/31/2016 Ii II gN8 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) !EMIThis design prepared from computer input by. GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2:f4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 51 2-5=(0) 220 5-3=(0) 166 BC: 2i4 DF #1&BTP. SPACED 24.0" O.C. 2-3=(-328) 0 5-4=(0) 220 WEBS: 2x4 DF STAND 3-4=1-325) 0 LOADING TC LATERAL SUPPORT '= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BP.G AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -35/ 457V -34/ 38H 5.50" 0.73 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7'- 8.8" -1/ 323V 0/ OH 5.50" 0.52 OF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIHITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 TL CREEP DEFL = -0.015" @ 3'- 10.4" Allowed = 0.454" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.014" @ 1'- 10.9" Allowed = 0.249" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.2" 3-10-06 3-10-06 MAX HORIZ. TL DEFL = 0.002" @ - 3.2" Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 12 12 7.00 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, IM-4x4 Truss designed for wind loads in the plane of the truss only. 34.0" PR i (J (J v,1-. M� a W oo � 1 5 �4 of M-2.5x4 M-1.5X.4 M-2.5x4 • y ), y 3-10-06 3-10-06 l l b 1-00 7-08-12 c. �c� NG{NEE /0 JOB NAME: DR HORTON PLAN A110 - C2 Scale: 0.5484 �� -I, 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. . $9782 >' 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 ��Q Truss: C2 and Warnings before conduction commences, building component Applicability of design parameters and proper / 2.2v4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /N ,a- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be throughout braced at DES. BY: MJ is the responsibility h tidy of the erector.Adltlonei permanent brat ng of r o.c.and at 10'o.c.such as respectively unless braced throughout their length by �y continuous sheathing such plywood sheathing(TC)and/or drywal(sC). 9 OREGON o DATE: 7/8/2015 tins overall structure is the responsid3ry of the building designer. 3.W Impact bridging or lateral bracing required where shown++ r 4Q• 4.No load should be applied to any component until after al bracing end 4.Installation of truss is the responsibility of the respective contractor. ,.y 1�,� Y 15 SEQ. : 6296455 fasteners are complete and at no time should any loads greater than 5,Design assumes susses are to be used In a noncorrosive environment !G TRANS I D: 429602 design be applied to any component 6.and Design assumes for AA biheearing atmall supports shown.Shim or wedge if ri �'A U L RV4 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and instalation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIID ill 1111 III 11111 E)(III Wick USA,Inc./CompuTrus(Software 7 6.7(1 L)E request. 10.Forbasicc coinciof de with plate din esign values see ESR-1311,ESR-1986(WIWI EXPIRES:12/31/2016 IIIMIMIl This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2z9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2:c4 DF #1&BTP. SPACED 24.0" O.C. 2-3=(-80) 53 TC LATERAL SUPPORT 12"0C. DON. LOADING BC LATERAL SUPPORT '= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 341V -20/ 6'H 5.50" 0.55 DF ( 625) 4'- 2.0" -30/ 111V 0/ OH 2.00" 0.18 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 3.0" 0/ 72V 0/ OH 2.00" 0.12 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 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 TL CRMAX CR LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" EEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.013" @ 2'- 5.9" Allowed = 0.277" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.021" @ 2'- 5.4" Allowed = 0.415" 9-03 MAX HORIZ. LL DEFL = -0.000" @ 4'- 2.0" f T MAX HORIZ. TL DEFL = -0.000" @ 4'- 2.0" 12 7.00 F77 Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. d1 c 1 rn (V N O f CI) c O kill r--01 ►.4 14-2.5x4 1 kJ- 9-02 19-02 0-01 / 1 3 1-00 9-03 'PROVIDE FULL BEARING;Jts:2,3,4J �ti�,D PRO �� ' ,.,t1GIN�F . JOB NAME: DR HORTON PLAN A110 - J1 Scale: 0.5775 �� R 2. WARNINGS: GENERAL NOTES,unless otherwise noted: 8578 'E 9I- 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 y Trus s: J1 and Warnings before construction commences. building component Applicability of design parameters and proper / 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the balding designer. j { I 3.Additional temporary bating to insure stabNny during construction 2.Design assumes the top and bottom chords to be later*braced at DES. BY: MJ is the responsi dity piffle erector.Additional permanent bracing of 2'o.c.and at o.c.respectively unless braced throughout their length by continuouscontinuous sheathing such as plywood sheathing(TC)and/or drywall C). - h DATE: 7/8/2015 the overall structure is the respadbiry of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ '9 OREGON '� SEQ. : 6 2 9 6 4 5 6 4.No bad should be appied to any component until after an bracing and 4.Installation of truss is the responsibnty of the respective contractor. ,1,• d fasteners are complete and at no time should arty loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '9 -Y" R y AS Z v TRANS I D: 4 2 9602 design bads be appned to any component and are for'dry condition"of use. 5.CompuTrus has no central over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if 4.. P^ PUL \ fabrication,handing, ,sNcomponents. ne 'y' A g pnent and installation of 7.Design assumes adequate drainage is provided. IIIIII IIIA VIII IIIA III HMI III)ill8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which wlll be furnished upon request. Files coincide with joint center Ines. Wick USA,Inc./CompuTrus Software 7.6.7(11)-E 0.ForFiDigits indicate of plate e inches. EXPIRES:12/31/2016 pit u,in hes. see ESR-1311,ESR-1988(MiTek) NIIIIIII11f This design prepared from computer input bye Hp GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 3.0" Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF Wl&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), BC: 2x4 OF 11&BTP. SPACED 24.0" O.C. load duration factor=1.6, WEBS: 2x4 DF STAND End vertical(s) are exposed to wind, LOADING Truss designed for wind loads LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. TC LATERAL SUPPORT <= l2"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous bearing wall for entire span UON. M-1.5:_4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) vertical members (uon). Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-03 • 1 1' 12 7.00 M-1.5x4 3 -' rr, 0 N c> I m Al 1 M-2.5x4 M-1.5x4 y ' y 1-00 4-03 ��F`�° PRopFs's NAGIN4- /0 JOB NAME: DR HORTON PLAN A110 - J2 Scale: 0.6070 �� S2(Q}� R �/,�, WARNINGS: GENERAL NOTES,unless otherwise noted: 4 / �yv.+70 t' 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: J2 and warnings before construction commences. building component Applicability of design parameters and proper 1 t /.L. • 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. I✓a YA!"` 3.Additional temporary bracing to insure stabigy during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the respo sibSy of tl e erector.Additional permanent bracing of T o.c.and at 1G o.c.suchrespectively unless brazed throughout their length by DATE: 43 7/8/2015 continuous sheathing such as plywood sheathing(TC)and/or oryweg(BC). -V OREGON �N Q the overall structure is the responshbitiy of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ G 2 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 ,�ii Y ,� �� SEQ. : 6 2 9 6 4 5 7 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: 4 2 9 6 0 2 design loads be applied to any component and are for'dry condition'of use. `4 • 5.CompuTes has no control over and assumes no responsibility for the 6.Design assumes fug beefing at all supports shown.Shim or wedge if PAUL ••� necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate malnage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINCA in SCSI,copies of which wig furnished upon request. linescInse) center 9.Digits Indicate with joint plate inches. EXPIRES:12/31/2016 INIINIIIIILI IIrlIII MiTek USA,IncJCompuTrus Software 7.6.7(1L)-6 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) 1111111 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.0" IBC 2012 MAX MEMBER FORCES 9NR/GDF/Cq=1.00 TC: 2x4 DF #1dBTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x9 DF #10TP. SPACED 24.0" O.C. 2-3=(-55) 9 TC LATERAL SUPPORT <= 12"0C. OON. LOADING BC LATERAL SUPPORT != 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 296V -11/ 42H 5.50" 0.47 DF ( 625) 2'- 2.0" -17/ 51V 0/ OH 2.00" 0.08 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 3.0" -17/ 35V 0/ OH 2.00" 0.06 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT 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'- 2.0" Allowed = 0.122" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.002" @ 1'- 4.6" Allowed = 0.183" 2-02 0-01 MAX HORIZ. LL DEFL = -0.000" @ 2'- 2.0" 1' TT MAX HORIZ. TL DEFL = -0.000" @ 2'- 2.0" 12 7.00 Hind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFP.S(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 - /' I I- 0 4-1 N ~ O{- 4111 ch, c eO a O M-2.57.4 b b y 1-00 2-03 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME: DR HORTON PLAN A110 - J3 Scale: 0.6596 WARNINGS: GENERAL NOTES,unless otherwise noted: 'Ct.' / fjS78 �1. 1.Builder and erection contractor should be alMised of all General Notes 1.This design is based only `l`'' Truss: J 3 and Warnings before construction commences. building "'pbli the parameters mews and is for anr individual 2.214 compression web brarirg must be installed where shown+, incorporation cont oven is thelity responsibility spon parameters and Ore r 3.Additional2 Desi n mponent is chordstobeolaterallythe bracedug designs. Al ' '. 414-, DES. BY: MJ temporary bracing to insure stability during construction 9 assumes the top and bosom chords to at S the responsibility of the erector.Additonad permanent bracing of oand at 10'o.c,such tively oodss braced throughout their length by DATE: 7/8/2015 the waren structure is the res nal of the bulking d continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). V Po bGN g r. 3.21 Impact bridging or lateral bracing required where shown++ -7 OREGON 0*�Q, SEQ. : 6296458 4.No load should be tippled to anyo component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. t� ! • estenes are complete and at no time should any bads greats than S.Design assumes trusses are to use.used Ina noncorrosive environment, 9i9 .'�r-f Y 1 2 V� TRANS I D: 429602 design loads be appied to any component. and are for'dry condition'of S.CorrpuTrus has no control over end assumes no responsibility for the 8.Design necessary.assumes bearing at an supports shown.Shim Sr wedge if 9 Pa U L ‘;" fabrication,handing,shipment and installation of components. 7 Design assumes adequate drainage is provided. I��ICI NIS 10 Intl 11111 IIII IIII 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of trss and placed so their center I TPIANeCA in BCSI,copies of which will be banished upon request. ares coincidehlt with joint center irnes. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.FForrbbasi'is connector plate of pninches.values see ESR-1311,ESR-1888 EXPIRES:12/31/2016 design@ATak)