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Plans (59) ru 5Th U/&. os 3- -- ?C ? 6-42 S �-r / / SPAN RECEIVED GABLES OCT 22016 0 cm ,OF TI G II _ -_ BUILDING DfV sio INN , " D.R. HOTN PLAN A1R 0OA/C ii_- ii II W1111PORCH RIGHT IIEI 7/12 II II _ _ II 1111=M-- ,• a Algal�, G 7/12 PITCH i11 1-0 O.H. i� wi '� 25# SNOW _Ill�r II 1IU P!J 1 111w lig511 II IIIA ii. 11 'I I - ARIEL TRUSS CO INC. An' lg (360) 574-7333 DRAWN BY: 1I- 11 KEVIN LENDS Ii ii IIIWI iF __ R/S_ - I ea I w __ 11.1 MAI CI CD liglatAMESilw 0 , I - I ADD STRUTS c+f . 4-3 JACKS 2-3 JACKS 1 -06-00 UPPE- SPAN 7-08-12 SPAN I. 20-00-00 SPAN GABLE iNG , D.R. HORTON PLAN A110 A/C _ �� PORCH LEFT 7/12 (/ '''-t-----: DRAG 7/12 PITCH 1-0 O.H. V 25# SNOW D _____ ________ _.._ ______. . ..,<( ... ._V ti... /\ ARIEL TRUSS CO INC. - - - - (360) 574-7333 DRAWN BY: KEVIN LENDE -- ._1 II R/S 10 w 4 -H ___,0 G LE 4J3 (0j J J2 G0VADD STRUTS 2-3 JACKS 4-3 JACKS 13-06-00 UPPER SPAN 7-08-12 SPAN Job Transmittal MiTek USA, Inc. 111101111M1111111111 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 429602 TO: ARIEL TRUSS CO., INCJWA 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 11101 This design prepared from computer input by GREG P.RIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Ca=:.00 TC: 2n4 DF kl&BTA LOAD DURATION INCREASE = 1.15 1- 2=1 8) 57 2- 8=(01 975 3- 8=(-277) 98 BC: 2n4 DF 1116BTP. SPACED 24.0" O.C. 2- 3=(-1225) 37 8- 9=(0) 645 8- 4=( -2) 486 WEBS: 2x4 DF STAND 3- 4=(-1075) 62 9- 6=(0) 975 4- 9=( -2) 486 LOADING 4- 5-(-1075) 62 9- 5=(-277) 98 TC LATERAL SUPPORT 12"0C. UON. LL( 25.0)FDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1225) 37 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 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 HOPI BRG REQUIRED 510 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 ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 0.0" -41/ 9541/ 0/ OH 5.50" 1.53 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS P. 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'- 8.0" 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" T T T Wind: 120 mph, h=19.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-02-15 4-09-01 4-09-01 5-02-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' / 4 T f load duratior. factor-1.6, 12 12 End vertical(s) are exposed to wind, 7.00 p M-4x6 7.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 4-,f A .1 M-1.5z4 4-1.524 3 s5 / \ 0.1 /:::.-- N 0 O r.+ o 1 = 8 5 = t 0 11-2.5x4 11-2.5x4 24-2.5x4 14-2.5x4 L y / L 6-09-15 6-04-01 6-09-15 ,1 / L 1 1-00 20-00 1-00 .(X.'•=O PR 0E4. JOB NAME: DR HORTON PLAN A110 - Al ,_\5 OGINEFR /a Scale: 0.2869 /Ij WARMNOB: GENERAL NOTES,unless otherwise noted: 4 / $978 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: Al and Warnings before construction commences. building component Applicability of design parameters and proppeer. �/�J/ I 2.204 compression web bracing lust be installed where shown 4. incorporation of component s the responsibility of the bolding designer. + - 3.Addtional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 DES. BY: MJ I is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'sheathing Such as plywood unless braced throughout their length Id DATE: 7/8/2015 i the overall structure is the responsibility of the building designer. 3.2r continuous lateral bradnge required ware shaown* (�1 9�OREGON Q'‘ 4.No load should be appded to any component until alter all bracing and 4.Installation of truss is the responsibitiN of the respechee contractor. Nr SEQ. : 6296448 fasteners are complete and at no time should any Wads greater than 5.Design assumes vases are to be used in a nen-conoswe environment, y,9 9 j y ' '2 ,Q' TRANS I D: 429602 design Wads be appded to any component. and are for"dry condition"of use. ii- NI 6 5.CompuTnds has no central over and assumes no responsibility for the .Designnassumes fug bearing at ad supports shown.Shim or wedge d PA U` C''\ ssary. fabrication,handing,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 shed be located on both faces of truss,and placed so their center 111.11111111111111111 TPINJfCA in SCSI,copies of which wil be famished upon request. a.liangesdece � joint f P�inffi � EXPIRES:12/31/2016 Mu ckUSA,Inc.lCompuTrusSoftware7.6.7(1L)E 10.For basic connector plate resignvauessee ESR-1311,ESR-11358 1NI1IIIIIII 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: 2:•:4 DF #1&BTP. LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 57 2- 8=(-1124) 1863 8- 3=) DI 212 BC: 2z4 DF #108111 SPACED 24.0" O.C. WEBS: 27.4 DO STAND 2- 3=(-1514) 343 8- 9=(-1126) 1861 3- 9=(-593) 237 3- 4=( -946) 118 9-10=(-1126) 1861 9- 4-) 0) 535 LOADING 4- 5=) -945) 118 10- 6=(-1124) 1863 9- 5=1-593) 237 TC LATERAL SUPPORT '= 12"0C. UON. LL) 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1514) 343 5-10=( 0) 212 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" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Cs-1, Ce-1, Ct=1.1, I-1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -127/ 985V -2200/ 22008 5.50" 1.58 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- 0.0" -127/ 985V -2200/ 2200H 5.50" 1.58 DF ( 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 IL CREEP DEE., _ -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.037" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.069" @ 10'- 0.0" Allowed = 1.272" MAX LL DEF:, _ -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TI CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.031" @ 0'- 5.5" 10-00 10-00 MAX HOAR. TL DEFT. = -0.040" @ 0'- 5.5" 5-04-11 4-07-05 4-07-05 5-04-11 1COND. 2: 2200.00 LBS SEISMIC LOAD. T 4 f T f Wind: 120 mph, h=19.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Esp.B, MWFRS(Dir), IIM-4x4 .00 Q 00 load duration `actor=1.6, Truss designed for wind loads 4 4.0" in the plane of the truss only. NN M-2.5x4 M-2.5x4 3 5 IA' N 0 / N I hill,„,Ialiiih. O 0 1 .._. 34 8 9 10 ~- o 14-2.5x6 M-1.5x4 M-3x8 M-1.5x4 M-2.5x6 0 l .1 t 5-02-15 4-09-01 4-09-01 5-02-15 1, 1-00 20-00 l y 1-00 SL PROFtc, �(, C� �NGN�E9io JOB NAME: DR HORTON PLAN A110 - hiDRAG Scale: 0.2861 2 WARMNGS, GENERAL NOTES,unless otherwise noted: ��// 89.7!5.2.E r- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: Al DRAG and Warnings before construe/ion commences. building component Appfoadlity of design parameters and proper I 2.2x4 compression web bracing Trost be installed where shown+, incorporation of component Is the responsibility of the building designer. �.{+{ DES. B Y- MJ 3.Additional temporary bracing to insure stability dining construction 2.Design assumes the tap and bottom chords to be laterally braced at } is the responsibility of the erector.Addrtionel c o.o.and at 10'o.c respectively unless braced throughout their length by lily permanent bracing of commnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i / h DATE: 7/8/2015 the overall structure is the to any component of the building designer. 3.26 Impact bridging or lateral bracing required where shown++ 9Z OREGON �''s SEQ. : 6 2 9 6 4 4 9 4.No load should be late applied o any co monanl until alter ell bracing end 4.Installation w was is the responsibility of the respective contractor. 99 j•4�y 15 rZ'� fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a nomcorrosue environment, TRANS I D: 429602 design loads be appied to any component and are for'thy condition-of use. 4 t S.CompuTrus has no control over and assumes no responsibility for the 6. 4- necessary. n assumes fug bearing at all supports shown.Shim or wedge if 't p,u` C\v fabrication,handing,shipment and instnllegon of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 6.Plates shall be located on both faces of truss,end placed so their center will be upon lines with joint I111I1,IINIIII III IIII III IIII IIII M7ek USA,TINWMA In`cSI,copies of lCOmpuTfus Software 7.6 furnished E request. 10.For basconnector sloe p plate In values see ESR-1311,ESR-19813(MiTek) 9.For basic Indicate atedsinehes EXPIRES:12/3112016 1111111 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: 2:4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 57 2- 8-(0) 975 3- 8=1-282) 98 BC: 2:4 DF #1&BTR SPACED 24.0" O.C. 2- 3=1-1225) 37 8- 9=10) 645 8- 4=( -2) 438 WEBS: 2x4 DF STAND 3- 4=(-1075) 62 9- 0=10) 975 4- 9-( -2) 438 LOADING 4- 5-1-1075) 62 9- 5=1-282) 98 TC LATERAL SUPPORT -= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 0=(-1225) 37 BC LATERAL SUPPORT c= 12"01. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 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 M-1.5.:4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -41/ 954V -98/ 908 5.50" 1.53 DF ( 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -6.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.028" @ 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" T T T Hind: 120 mph, h=19.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-02-15 4-09-01 4-09-01 5-02-15 (All Heights), Enclosed, Cat.2, Eu:p.B, MWFRS(Dir), '( / T 1 T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 7.00 M-4x6 Q 7.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 M-2.5::4 or equal at non-structural diagonal inlets.4 uL M-1.5x4 M-1.5-x.4 3 \ . 4 1 \ ' Ail. �o / I d, rrd _s o 1-2.5x4 M-2.5x4 1-2.524 M-2.5x4 o 1, 1 .6 t, 6-09-15 6-04-01 6-09-15 1 1 -- b y 1-00 20-00 1-00 Cos ..AG NEFFSs/p JOB NAME: DR HORTON PLAN A110 - A2 Scale: 0.2869 �C 9 4, 9 pp WARNIGS:NGENERAL NOTES,unless otherwise noted: �` ./ 70 I 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: A2 and warnings before construction commences. building component Appticabllity of design parameters and proper f•i:•, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /^ Z,y'f 3.Additional temporary bracing to insure stabifily 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 b the responsibility of the erector.Adddional permanent bracing of continuous sheathing such as plywood sheathing(TC) i v w,) the overall structure is the res nalb of the fou end/or dmweatBc). yy OREGON DATE: 7/8/2015 po Fly bulldog designer. 3.2x Impact bridging of lateral bracing required where shown++ 20 4.No load should be applied to any component until after a9 bracing and 4.Installation of truss is the responsrbisy of the respective contractor. Q, SEQ. : 6296450 fasteners am complete and at no time should any beds greater than 5.Design assumes teases are to be used in a non-corrosive environment, "/ty '4 tiY 'y 5 G design bads be appietl to any component nsell ere for'dN cortdibn'of use. `7 yv TRANS I D 429602 5.CompuTna has no control over and assumes no respondNiry for the 6.Design assumes fug bearing et all supports shown.Shim or wedge 11 11" PA UL A\ • fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject la the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTGA in I,copies of li 11IIII1I11111 IIIIIIINII 11 ISISII I MTekUSA,IncJCompuTrue1Software7.6.7(1L)-E request. 10.For basic conectorplate deesignvalues see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2016 9.Digits indicate size of plate in Inches. ��III�II This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" Wind: 120 mph, h=19.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2r4 OF Al&BTP. LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), BC: 2x4 DF Al&BTR.. SPACED 24.0" C.C. load duration factor=l.6, End vertical(s) are exposed to wind, TC LATERAL SUPPORT x= 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. 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-00 10-00 1' 1' 4 12 12 I 7.00 p t$-9x9 Q 7.00 3 11111 „,\ \\ \\ r., 2 4 <s o 1 Io A II O 5 t 0 M-2.5x4 M-2.5x4 1 1 -- 1 1-00 20-00 1-00 eS �`� �NG,INF�9 > JOB NAME: DR HOETON PLAN A110 - A3 Scale: 0.3990 �t7 0o ,t, WARNINGS: GENERAL NOTES,unless otherwise noted: �7c� ,..„ I.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: A 3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2r4 compassion web brad ng must be installed where shown+. incorporation of component Is the resporsibItty of the budding designer. - � _,.,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be l teraly braced at DES. BY: MJ2'or.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing ofs4 Q4') continuous or steas aywgoequeatiwhere s shown all(BC). w 9 OREGON 0 DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2:Impact bridging or lateral bracing required where ++ 4, 4.No load should be applied to any component until after all bradrg and 4.Installation of truss is the responsibilty of the respective contractor. .R. T. SEQ. : 6296451 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment 1:9 L' 1y a1 6 2( ' TRANS I D: 4 2 9602 design loads be rippled to any component. and are for"dry condition"of use. 6.5.CompuTrus has no control over and assumes no responsibility for the Design assumes full beating at al supports shown. ({- Shim or wedge If pA U R\ fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainagetcis provided. (VIII��IInI I��VIII ILII IIII Ilii IIII 6.This design is furnished subject to the Imitationsfurnished set forth by 8.Plates coincide be located center bdh faces of truss,and placed so tack center TalnvrcA in Besl,copes orvmich w ll be furnished upon request. N indicat wiz jelnt te iceche. EXPIRES:12/31/2016 9.Digs indicate sire of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7{1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by .aIIIIIN1 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #101TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(0) 900 3-10=1 0) 310 BC: 2::4 DF Ol&BTR SPACED 24.0" O.C. 2- 3=(-1177) 0 10-12=(0) 903 4-11=1-1121) 45 WEBS: 2x4 DF STAND 3- 4=) -884) 40 12- B=(0) 901 11- 5=) -7) 177 LOADING 4- 5=( 0) 154 10-12=( 0) 903 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 154 11- 6=(-1121) 45 BC LATERAL SUPPORT .= 12"0C. IJON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) -884) 40 12- 7=) 0) 310 TOTAL LOAD - 42.0 PSF 7- 8.)-1177) 0 OVERHANGS: 12.0" 12.0" 8- 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 BP.G 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 -98/ 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/290, TL=L/1BO 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= 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.231" 8 13'- 1.8" Allowed = 0.954" MAX TL CREEP DEFL = -0.402" 8 13'- 1.8" Allowed = 1.272" MAX LL DEFL = -0.002" 8 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 21'- 0.0" Allowed = 0.133" 10-00 10-00 % -- ' / MAX HORIZ. LL DEFL = 0.010" 8 19'- 6.5" 6-10-04 1-05-031-06-09 1-08-091-05-03 6-10-04 MAX HORIZ. TL DEFL = 0.019" @ 19'- 6.5" / 1' f T T T ' Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Eap.B, MWFRS(Dir), 7.00 p IIM-4x4 7.00 load durtion End vertia cal(s) are a posed to wind, 9 0" Truss designed for wind loads 5 in the plane of the truss only. M 3x9 RF M-3x4 4 4III�_n 6 M-1.5x4 r 441 M-1.524 3 11 7 c M-2.5x4 i • to • c, 1 0 1 c 6-00 N .1111111111 cV O O 1v 1 - - 10 12 -'.: 9 0 M-2,5x4 M-4z6 M-2,5x4- M-4x66 M-2.5x4 'o o ✓ 1 l $62.5O# y 7-00 3-00 3-00 7-00 1 1, / .1 1-00 20-00 1-00 .<<" O Op4. JOB NAME: DR HORTON PLAN A110 - A4 Scale: 0.2736 �C?�5NC'INF9 s� �� WARNINGS: GENERAL NOTES,unless otherwise nous: Cr / "782 �1'e 1.Builder end erection contractor should be advised of ail General Notes 1,This design is based only upon the parameters shown end is for an Individual �/ / _.-_, } ...-- Truss: A4 and Warnings before construction commences. building component Applicability of design parameters and proper 71 . / 2.2s4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. p/ + 3.Additional temporary bracing to testae 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 drywall(C). , `:-.7 'h DATE: 7/8/2015 the overall structure is the responsibility of the brdktmg designer. 3.20 Impact bridging or lateral bracing required where shown++ �A-OR�GON O'er 4.No load should be stapled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -Y �y, SEQ. : 6296452 fasteners are complete and at no lime should any loads greater than 5.Design assumes tsetses are to be used In a noncorrosive environment, iy� '4 R y 16j 2/'t design loads be applied to any component. and are for"dry condition"of use. 7 V TRANS I D: 429602 5.CompuTser has no control over and assumes no rasponsibilty for the 6.necessary. essasswn¢s full bearing at all supports shown.Shim or wedge if ,ef PA u L a`sA fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set font by 6.Plates shall be located on both faces of truss,and placed so their center I IIiIM IIS NIN IIIA IIII VIII VIII IIII IIII TPIA'VTCA In SCSI,copies of which will be furnished upon request. Noes coincide with joint center Ines. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,InC./C6mpulrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Weld dd This design prepared from computer input bye x11111101 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" Wind: 120 mph, h=18.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 224 DF R1&BTP. LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 224 DF R1&BTP. SPACED 24.0" G.C. load duration factor=l.E, 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 POE TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-122 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 FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 4 1' 1 12 12 7.00[7' 1114-4x4 4 3 iii Cu 2 4 N O Q _ I cs i� 1 /. ////////////////////,'////////////////////,/////////////////////////////////////// 't////////////////// // g ' M-2.5x4 S1-2.5x4 / Y is / 1-00 13-06 1-00 ��to PROp JOB NAME: DR HORTCN PLAN A110 - B1 Scale: 0.5027 ��?\Co �O'N(yG'oN �`Q /O�' WARNINGS, GENERAL NOTES,unless otherwise noted. Itt- ,./ cyU7o2 E �� t.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 irdddual Truss: B1 and Warnings before construction commences. building component Appkcati8ry of design parameters and proper. / r 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the bilding desgner. 401/.-: - _ .... 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: MJz o,c.and at to'o.c.respectively unless braced throughout their length by is the responsibiity of the erector.Additional permanent bracing o1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a OREGON d'�40 DATE: 7/8/2015 the overall structure is the resporsibity of the bulking designer. 3.2r irract bridging or lateral bracing required where shown*+ A� 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 SEQ. : 6296453 fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, 1,9, �,4 RY A st <c,4`" `" design bads be applied to any component. and are for"dry condition"of use, 7 n V TRANS I D: 429602 5.CompuT us has no control over and assumes no respons h fy for the 8.nDescg assumes full beating at al supports shown,Shim or wedge if /f PAUL L C*` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drain is 6.This design is famished subject to the imitations set forth by 8.Platesshall be located on both faces of truss,,aand placed so their center I 111111111111111111111011 IIII TPIAMCA in SCSI,copies of which will famished upon request. Digit carsdewtihjofpcanter nche. EXPIRES:12/31/2016 9.Digins intricate size o1 pate in inches. MiTekUSA,Inc./CompuTrus Software7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MTep 1111011 This 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: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 217 6-3=10) :66 BC: 2::4 DF 81&BTR. SPACED 24.0" O.C. 2-3=1-324) 0 6-4=(0) 217 WEBS: 2x4 DF STAND 3-4=i-324) 0 LOADING 4-5=1 0) 57 TC LATERAL SUPPORT '- 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT c= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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/ 41H 5.50" 0.70 DF M-1.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 7'- 8.8" -30/ 4391 0/ OH 5.50" 0.70 DF ( 625) vertical members LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/i80 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TDP MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" 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" 0 8'- 8.8" Allowed = 0.133" - T T MAX TC PANEL LL DEFL = 0.014" @ 1'- 10.9" Allowed = 0.249" 12 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.2" 7.00 Q 7.00 MAX HORIZ. TL DEFL = 0.002" @ 7'- 3.2" IIM-4x4 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 34.0" (All Heights), Enclosed, Cat.2, Ecp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. 1' N T CJ I izu a -IC' O oCi f 1 -► 6 "- -''o M-2.5x4 M-1.5x4 M-2.5x4 1 ). 1. 3-10-06 3-10-06 J.. ,1. 1, b 1-00 7-08-12 1-00 �4Q`O) PROFfiS JOB NAME: DR HORTON PLAN 0.110 - Cl \� t,NG`(N 'iQ S�a� Scale: 0.5823 �� fi WARNINGS: GENERAL NOTES,unless otherwise noted: ;8 t'•• 1.Builder and erection contractor should be advised of all General Notes 1.This designisbased 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 ow r c e 2.2r4 compression web bowing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. Ff 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 pemlanent bracing of 2'o.c.and at 10'on.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywai(BC). / V 4.9 DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown it r A '9 OREGON 0's• 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y 2G Z A� S EQ. : 6296454 fasteners are complete and at no time should any loads greater than 8.Design assumes misses are to be used in a non-corrosive environment 7,,9 -4(�Y 5 / " design bars be applied to any component. and are for'thy condition"of use. p R TRANS I D: 429602 6.Desn�igne assumes full bearing at all supports shown.Shim or wedge if ff L 5.CompuTres has no control war and assumes no responsibiity for the 9 y. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.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 HIIII IIN III III VIII VIII VIII IIII(III TPINVTCA in SCSI,copies of which win be furnished upon request. Ines coincide with joint center lines. Il MiTek USA,InC./CornpuTrus Software 7.6.7(1 L)-E 9.Digits Indicate size of pate m inches, EXPIRES:12/31/2016 10.For basic connector plate design values see ESR-1311,ESR-1988(MITel() 11111111 This design prepared from computer input by " GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" TC: 2:4 IF #108TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER -5= 20RJ5- ) 166 1-2-) 8)) 50 2 5-5=1(0O) 220 5-33==((O01 166 BC: 2:-:9 DF #1&BT F. SPACED 24.0" C.C. WEBS: 2x4 DF STAND 2-3=(-328) 0 5-9=(0) 220 3-4=(-325) 0 LOADING TC LATERAL SUPPORT '- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT K= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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(P3) - 8.8" -1/ 323V 0/ OH 5.50" 0.52 DF ( 625) Cs-i, Ce=1, Ct=1.1, I-1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL 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. TCP MAX TL CREEP DEFL = -0.015" @ 3'- 11.4" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.019" @ 1'- 10.9" Allowed = 0.249" MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.2" 3-10-06 3-10-06 MAX HORIZ. TL DEFL - 0.002" @ 7'- 3.2" T T 1' 12 12 Wind: 120 mph, h=17.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 7.00 Q 7,00 (All Heights), Enclosed, Cat.2, Erup.B, MNFRS(Dir), load duration factor=l.6, End vertical(s) are etposed to wind, IM-4x.4 Truss designed for wind loads in the plane of the truss only. 34.0" 1 rJ f I ... il ii. il. I �� 54 y.o 0 1 / o M-2.5x4 M-1.5X4 M-2.5x4 1. J. 1 3-10-06 3-10-06 y 1, - 1 1-00 7-08-12 � 'tGNG P�Fgss/o JOB NAME: DR HORTON PLAN P.110 - C2 Scale: 0.5489 2 IP WAMPUM: GENERAL NOTES,unless otherwise noted: Cr� / 78'z 1.Budder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sham and Is for an individual Truss: C2 and Warnings before construction tion commences. building component.Applicability of design parameters and proper r 2.2,4 compression web bracing must be installed where shown+, 2.incorporation of component theere chords toty ofthe building designer. DES. BY: MJ 3.Additional temporary bracing to insure stability during construction '�Y braced at is the responsibility arts erector.Additional permanent bracing of r o.c.and at 10'o.c.respectively unless braced throughout dry length by continuous sheathing such as plywood sheathing(TC)s erdJor tlryvnll(BC). 9 OREGON 0'444" DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2i invest bridging or lateral bracing required where shown++ SEQ. : 62 9 6 4 5 5 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. ti fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a ren•corrosive environment, ',^ vq riY 1>j �'`�� TRANS I D• 429602 design loads be tippled to any component and are for"dry condition'of use. �+ V S.CompuTers has no control war and assumes no responsibility for the 8.nDesign e a aasssumes full bearing at all supports shown.Shim or wedge if �t n" fabrication,handing,shipmentPA U L c` and Installation of components. 7.Design assumes adequate drainage is truss, MIN 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of t ,and placed so their center Ines coincide with joint center lines. IIID IIS 11111 IH MIN 111 1 TPIAMTCA in SCSI,copies of which will be furnished upon request, M T USA,)nC.lCompUTrus Software 7.6.7(1 L)-E 0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 12/31/2016 1IIIIII�II This design prepared from computer input by H GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTP LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF #1&BTP. SPACED 24.0" 0.C. 2-3-(-80) 53 TC LATERAL SUPPORT := 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BPS 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 PSP 0'- 0.0" -20/ 341V -20/ 67H 5.50" 0.55 DF ( 625) 4'- 2.0" -30/ 111V 0/ OH 2.00" 0.18 DF 0 625) Snow: ASCE 7-10, 25 PSP 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" 0 -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 = -0.013" @ 2'- 5.4" Allowed = 0.277" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC PANEL TL DEFL = -0.021" @ 2'- 5.4" Allowed = 0.415" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-03 MAX HORIZ. LL DEFL = -0.000" @ 4'- 2.0" '( '( MAX HORIZ. TL DEFL = -0.000" 0 4'- 2.0" 12 7.00 hind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Erp.B, MNFRS(Dir), load duration factor=1.6, 3 -/ End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ra / 1 on0 / N N , O,,_ o' er 1 I ='4 M-2.5r.4 1 ll 4-02 0-01 r .1 3- 1-00 1-00 4-C3 (PROVIDE FULL BEARING:Jts:2,3,41 u 0 PRop'.�,s JOB NAME: DR HORTON PLAN A110 - Jl Scale: 0.5775 4✓�\• 1NGIN '�.9 /O p 2"S' WARNINGS: GENERAL NOTES,unless otherwise noted: 'Cr' / 4,978 r. 1.Builder and erection contractor shah be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indbidual Truss: J1 and warnings before construction commences. building component.Applicability of design parameters and propet 2.2s4 compression web bracing must be installed where shown+, incorporation of component Is the responsidlity of the building desgner. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chords to be laterally braced at DES. BY: MJ is the responsibtty of fhe erector.Additionalpemlacent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). / v 4D 1.DATE: 7/8/2015 the overal structure is the responsiNlily of the building designer. 3.2e Impact brldging or lateral bracing required where shown++ 9A.OREGON O� 4.No load should be appied to any component until alter a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. ��Y(Jq 5 �. �, SEQ. : 6296456 fasteners are complete and at no time should any bads greater than 5.Design assumes Musses are to be used in a nomcarrosive environment, 4 R y S ` TRANS I D: 429602 design bads be appied to any component and a for dry condition'A use. l supports shown,slam or wedge If t P Jv 5.CompuTros has no control over and assumes no responsibility for the e.Des n assumes aril bearing at A U U fabrication,handling,shipment and installation of components. nary' 7.Plates assumes adequate both face s f truss,a p 6.This design is furnished subject to the irritations set forth by 8.Plates shat be boated on both faces of cods,and placed so their center III IIIA VIII VIII(III I VIII BII(III TPl WTCA In acsl,copies of which wit be furnished upon request. Drax caudat with joint ate in inches. EXPIRES:12/31/2016 g.hoes coincide size of plate in mines. MiTekUSA,Inc.lCompuTrusSoftware7.6.7(IL)-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 9'- 3.0" TC: 2z4 DF IiliBTP, LOAD DURATION INCREASE = 1.15 Wind: 120 mph, h=17.4ft, .2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #lIBTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirt, WEBS: 2x4 DF STAND load duration factor=1.6, LGADING End vertical(s) are exposed to wind, TC LATERAL SUPPORT 12"OC. UON. LL( 25.0)iDL( 7.0) ON TOP CHORD = 32.0 PSF Truss designed for wind loads BC LATERAL SUPPORT := 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF in the plane of the truss only. TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous M-1.5::4 or equal at non-structural bearing wall for entire span UON. vertical members (uon). Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-03 12 7.00 Z 14-1.5x4 3 - i , 0 0 t N rv 2 O f c, lia i O // M-2.5x4 M-145x4 1 1, 1- 1-00 4-03 <,90 PR°fi�S JOB NAME: DR HOF.TON PLAN A.110 - J2 Scale: 0.6070 w� . ..3- '''',9 WARNINGS: GENERAL NOTES,unless otherwise noted: / $ 782 E �f"' Truss: J2 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • and Warnings More construction commences. building component Applicability of design parameters and proper // 2.2n4 compression web bracing must be instated where shown r, incorporation of component is the respoesibglly of the building designer. t/ DES. B Y: MJ 3.Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom dards to be laterally braced at /'*� - Ls the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length)try , DATE: 7/6/2015 the overall structure is the continuous sheathing such as acingoe retiwher es own+tlrywaN(BC). / v ro any componentibilty of the bulking designer,. 3.ar inset oftrus or lateral dating required where shown+. OREGON '�h SEQ. : 62 9 6 4 5 7 4.No bad should be applied to any until after al bracing and 4.Installation truss is the responsibility of the respective contractor. '17'1'(/ O 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, "-Q_ AR y 15 Z!Q^.P TRANS I D' 429602 design bads be applied to any component and are for'thy condition'of use. �3 V 5.Compulrus has no control over and assumes no responotbifry for the 8.Design assumes NI beating at all supports shown,Shim or wedge air fabrication,handing,shipment and installation of comments. Aa U L r`� drainage is provid . 6.This design a furnished subject to the imitations set forth by 8.pli7.ed tshoal bemponentesimes adeon both faces of truss,,aand placed so their center 111111 Iunnu I [11111101 II 111111111 III111ISInIi TANTCA� c1of which will be request oDigits isbcrze plate in inches. EXPIRES:12/31/2016MIe SqtnCmpuTrus Software 7.67(1L E t . igIndicate plate values see ESR-1311,ESR-1988(MnTek WllIII This design TRUpreSSpared from computer input by EL LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.0" IBC 2012 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 TC: 2z4 OF H1&BTP. LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 27.4 DF ))1&BTP. SPACED 24.0" 0.1. 2-3=(-55) 9 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 296V -11/ 420 5.50" 0.47 OF ( 625) 2'- 2.0" -17/ 517 0/ OH 2.00" 0.08 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow)PS) 2'- 3.0" -17/ 357 0/ OH 2.00" 0.0E IF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL - -0.002" 8 -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 = 0.002" @ 1'- 2.0" Allowed = 0.122" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TO PANEL IL DEFL = -0.002" @ 1'- 4.6" Allowed = 0.183" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 2'- 2.0" 2-02 0-01 MAX HORIZ. TL DEFL = -0.000" @ 2'- 2.0" 12 1. ff Wind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 7 (All Heights), Enclosed, Cat.2, Esp.B, MNFRS(Dir), load duration factor=1.6, End vertical(s) are e::posed to wind, Truss designed for wind loads in the plane of the truss only. 3 --, h' N .,_ ddlill 7 0 I ti N I o Wil -r I f I�� ►l4 0 M-2.5z4 .1 b b 1-00 2-03 PROVIDE FULL BEARING;Jts:2,3,41 .,� o PROFESS JOB NAME: DR HORTON PLAN A110 - J3 Scale: 0.6596 p�y �� ,NGINe9 /O�-f� WARNINGS: GENERAL NOTES,unless otherwise noted: // 7- )P�. 1.Builder and erection contractor should be advised of aft General Notes 1.This design is based only upon the parameters shown and is for an individual ! /�--. Truss: J3 and Warnings before construction commences. building component Appacablity of design parameters and proper YJ//'• 7 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: MJ n the of the erector.Additional rneneM of c'o.a and at ea hoin respectively unless braced thro0t)and%orhei wengM b/ / A v h responsibility pe bracing continuousactblt pingngsuehas acing plywood uiredwheresao n rdrywan(Bc)• y-S+C)REGON24'� Q- DATE 7/8/2015 theNo oadshould be istheresponsibilityanyconfthe nto alter designer. 3.Bz leImpact of rug oris lateral responsibility of the wheretive contractor.4.No IoM shrubs applied to any time should any Aad g bracing than and 4.Design of trs tr is the restonei use in a respective a environ 9 AI Ry i 5 SEQ. : 6296458 fasteners are soughed and at no time ahouN am toads greater Man 5.Design aor-dry mases are u be used M a nen co osve environment, design loads be applied to any component and are for"drycondition" NI a bearing M use. TRANS I D: 4 2 9 6 0 2 5.CompuTnts has no control over and assumes no responsibility for the 6.Design assumes NI bearing at all supports shown.Shim or wedge If P4() �� nen;assary. fabrication,handling,shipment o installation of r.piassumes adequate maa !seemed. B.Thidesign is furnished subject to tMlimaabo�set forth by B.Plates shall be located on both faces of truss,and in inches. d pieced so Meir center INI�I1uM III1H111111111 TFIANTCA in SCSI,copies furnished of MTe USA,InCompuTrs Software 671L)-E 10. basic connector plate design values see ESR-1311.ESR-1985(MRek) EXPIRES:12/31/2016