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Plans (72) /Li 57)-0/6P ---. 0,C4- a , 20-00-00 SPAN NOV 2 2010 GABLE .III. DN i i ( ,t 0 Ii I ■I�ti►1111 I. II 1111 - -- ii N PLAN A1R OOA/C M II 111111 A M " PORCH RIGHT II -- _MI 7/12 I ,I- I1 IIS II ,I ,• .tm_ i i 7/12 PITCH II VW" II 1-0 O.H. 25# SNOW MIIMIIMA II II. Irpai II ___ III ll iiii ARIEL TRUSS CO INC. � (360) 574-7333 II- II DRAWN BY: ii mows= II II1 II mm II II= II II' I -, _ I d C . 9 0 e I wail wig 0 I I i ADD STRUTS c i f 4-3 JACKS 2-3 JACKS 13-06-00 UPPER SPAN 7-08-12 SPAN 20-00-00 SPAN GABLE (`.._/ _____ D.R. NORTON PLAN A110 A/C '- PORCH LEFT 7/12 IMO -DRAG 7/12 PITCH 1-0 O.H. 25# SNOW ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: KEVIN LENDE -M R/S Lu tO dt ADD STRUTSella:_ 1131 i 0 2-3 JACKS 4-3 JACKS 13-06-00 UPPER SPAN 7-08-12 SPAN Job Transmittal MiTek USA, Inc. 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax (951)273-0040 Transaction ID: 429602 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 IIIIIIIIIIIII 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 #1&BTR. LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=10) 975 3- 8=(-277) 98 BC: 2v4 DF #1&BTR. SPACED 24.0" O.C. 2- 3=(-1225) 37 8- 9=10) 645 8- 4=( -2) 486 WEBS: 2::4 DF STAND 3- 4=(-1075) 62 9- 6=(0) 975 4- 9=( -2) 486 LOADING 4- 5=(-1075) 62 9- 5=1-277) 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 c= 12"0C. 00N. 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 BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 954V -96/ 98H 5.50" 1.53 of 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 8Y 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" 1' 1' 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 (All Heights), Enclosed, Cat.2, Esp.B, MWFRS(Dir), � 1 T T 1 load duration factor=1.6, 12 12 End vertical(s) are e::posed to wind, 7.00 D7-4d6 Q 7.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 ,f-,( AL M-1.524 M-1.57.4 4., Cu41161111111111111111 n 0 0 cr �.� A.i a I l 8 5 o o J1 M-2.5x4 i)-2.574 M-2.5x4 CD 1 1 1 1 6-09-15 6-04-01 6-09-15 * 1 J. 1 1-00 20-00 1-00 ��P0o PR Opt JOB NAME: DR HORTON PLAN 9,110 - Al q �?co �G)N�fi� �� Scale: 0.286. Qj 1. WARNINGS: GENERAL NOTES,unless otherwise noted: (t* / ;v 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual / Truss: A l and Warnings before construction commences. building component Applicability of design parameters and proper / 2.2e4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be latewny braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectivety unless braced ttnougheM their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). / V h DATE: 7/8/2015 the overall structure is the responsibihty of the building designer. 3.2r Impact bridging or lateral bracing required where sham 0♦ ,,.J -9OREGON 4.No load should be rippled to any component until after all bracing and 4.Installation of toes is the responsibility of the respective contractor. `9 SEQ. : 6296448fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive mment, 1,90'4 Fir A$ 2.t ngnG� TRANS I D: 429602 design loads be angled to any component 5and are for"dry condition"of use. 6assumesL ��V .CoCompuTrus has no eontrol over and assumes no responsibiNy for the B.Desig n Julbearing at all supports shown.Shim or wedge if ,tt p A U L fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. pyq N pryN 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 IIIIIS ill IIIN VIII VIII ISI VIII(III(III TPIIWTCA in BCSI,copies of which will be famished upon request. Digit coincidekwith joint centerin lines. EXPIRES:'12/31/2016 B.Digits indicate size of plate m orches. MiTek USA,Inc./CompuTtus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 „ 1111111111111 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 461R/GDF/Cq=1.00 TC: 2r4 OF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 57 2- 8=1-1124) 1863 8- 3=1 0) 212 BC: 2z4 DF 111&BTP. SPACED 24.0" O.C. 2- 3=(-1514) 343 8- 9=1-1126) 1861 3- 9=1-593) 237 WEBS: 2::4 DF STAND 3- 4=( -946) 118 9-10=1-1126) 1861 9- 4=( 0) 535 LOADING 4- 5=( -996) 118 10- 6=1-1124) 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=1 0) 212 BC LATERAL SUPPORT := 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 1 TOTAL LOAD = 42.0 PSF I OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BR.G AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -127/ 9850 -2200/ 2200H 5.50" 1.58 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -127/ 9850 -2200/ 2200H 5.50" 1.56 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 TL CREEP DEFL = -0.003" @ -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 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 = -0.031" @ 0'- 5.5" 10-00 10-00 MAX HORIZ. TL DEFL = -0.040" @ 0'- 5.5" T T GOND. 2: 2200.00 LBS SEISMIC LOAD. 5-04-11 4-07-05 4-07-05 5-04-11 1' --- T 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, E1:p.B, MWFR.S)Dir), 7.00 p IIM-4x4 00 load duration factor=l.6, Truss designed for wind loads 4 4.0" in the plane of the truss only. M-2.5x4 M-2.5x4 rogiiiiii.007 3 5 0 0 B 9 10 '_ cr r I c: M-2.5x6 M-1.5x4 M-3x8 M-1.5x4 M-2.5x6 r' 1 - .1 .1. 1, 5-02-15 4-09-01 4-09-01 5-02-15 1JJ. 1 1-00 20-00 1-00 *< - PRo' JOB NAME: DR HORTON PLAN A110 - AIDRAG ;� �Nr'IN��-r �- Scale: 0.2669 44? OO �7 WARNINGS: GENERAL NOTES,unless otherwise noted: CZ- ,./ 49782 E r' 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual /_ Truss: Al DRAG and Warnings before construction commences. building component Applicability of design parameters and 9 perg �l /i 2.2e4 compression web bracing must be Installed where shown+. incorporation of component is the responsibilityof the building designer. ,►'+! TGA°for j 3.Additional temporary bracing to insure stator 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 responsibitty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �y OREGON �'h�, DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown«+ 4.No bad should be rippled to any component until after all bracing and 4.Installation of truss is the responsiblly of the respective contractor. .el S EQ. : 6296449 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, 7�l� f�Y �� TRANS I D: 429602 design bads hasbe no con to anycomponent.assn 6.and are for ryassumesry condition` bearing at supports shown,slam a wedge it '` pA \� 5.CompuTrus no control over and assumes no responsibitily for the fabrication,handing,shipment and installation of components. 7.Design assumes adequate duinage is provided. 8.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of which wffi be fu with joint IIIllliiiJIM11111Hill 11111IIIIill TPIANTCA in upon request. MTchUSA,hicSCompuTrusSoftware 7.6h7-SP2(1L)E10.For basiccos onnectorplate nter lines. 9.Digdesig values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 er indicate size of plate In inches. 11111flI This design prepared from computer input by A 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- 0=(-282) 98 BC: 2x4 DF #1&BTR. SPACED 24.0" O.C. 2- 3=(-1225) 37 8- 9=(0) 645 8- 4=( -2) 438 WEBS: 2:,:4 DF STAND 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" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BR.G 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 (son). 0'- 0.0" -41/ 954V -98/ 98H 5.50" 1.53 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -41/ 9540 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" 8 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 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 (All Heights), Enclosed, Cat.2, Ecp.B, MWFRS(Dir), 1 T T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 00 p M-4x6 Q 7.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 f-,f A14-2.5A14-2.5Aor equal at non-structural diagonal inlets. M-1.5x4 M-1.5-r.9 5 01611111111 CA f u� ' 0I o 1 r� 8= 9 1 3o t M-2.5x4 M-2.5x4 M-2.5x4 M-2.5x4 _ o 1 ). y 1- 6-09-15 6-04-01 6-09-15 1 1 I 3, 1-00 20-00 1-00 �c��Or PRQ -, JOB NAME: DR HORScale: 0.2859 TON PLAN A110 - A2 �,� t' '-7. '�O� t. WARNINGS: GENERAL NOTES,unless otherwise noted: ,,� $9782 �f 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual ' Truss: A2 and Warnings beforeconstruction 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. pI/. I 3.Additional temporary bracing during cons rg to insure stabipdy duritruction 2.Design assumes the top and bottom chords to be laterally braced at - 2'o.c,and at 1 0'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional perply permanent bracing of continuous sheathing such as wood sheathirg(TC)ardlor drywall(BC). /' v40 DES. B Y: MJ DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9 OREGON 4.No load should be tippled to any component until after as bracing and 4.installation of truss is the responsibility of the respective contractor. .A SEQ. : 6296450 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive envimnment, 7,�q fly i5 Z<(,<Z" design loads be applied to any component and are for"dry condition"of use. '7L TRANS I D: 429602 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '1 PA u t_ a\� fabrication,handing, necessary. +1 shipment and installation of components. 7.Design assumes adequate drainage is provided. .This design is ocated on both faces of truss,and so ir center IN VIII VIII IIIN SII ILII Hi III IIII TPIANTCA in i 6MTel USA,Inc furnished s Softwopies of which willrimitations.6.7(1 L)-E nished upon req�� 09. ilinesbasics loin con nector wit joint tttc center lines. see ESR-1311,�ESRt 7ag66(f t Tek) EXPIRES:12/31/2016 111111This design prepared from computer input by I, GREG ARIEL TRUSS 4 LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=5.0, ASCE 7-10, TC: 2::4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2n4 DF #1&BTR. SPACED 24.0" O.C. load duration factor=l.5, 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-1u2 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 4 T T 12 1114-4x4 12 7.00 p 3 a 7.00 RSI N 2 \\ O o I c 1 ! //////////////.///////////////////////////1!/////////////U//LGLL///LU///l/////////i////�//1[1/L'////ll/!////ll////////////!/,///////////////i///////,-////� O o \5 I 0 M-2.5x4 M-2.5x4 1 1 1 / 1-00 20-00 1-00 ,c9,5D PROF4-6, JOB NAME: DR HORTON PLAN AUG - A30.3990 .. tNG�N��R / Scale: p kr 7p �i WARNINGS: GENERAL NOTES,unless otherwise noted: '' / $978 �� 1.Builder and erection contractor shookl be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual / j Truss: A3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2v4 compression web bracing mut be installed where shown+. incorporation of component is the responsibility of the building designer. "I/ 4 - _ _ 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)andfor drywafl(BC). ti �40 DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ OREGON a 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. : 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, 'S',4 �4 y ti 5 2�¢� design bads be applied to any component and are for condition'of use. TRANS I D: 429602 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnemmefor"dryys fullon bearing at all supports shown.shim or wedge it �7a U (�� y. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drank is provided. 6.This design is tumished subject to the Imitations set forth by 8.Plates shoe be located on both faces of truss,and placed so their center 1111111111111111111111111 TPIAWICA in SCSI,copies of which wA be furnished upon request. Ines 1x inw th joint center Boas. 9.Digits indicate sae of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 dm This design prepared from computer input by .dll(III GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(0) 900 3-10=) 0) 310 BC: 2x4 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- B=(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 .= 12"0C. 0ON• 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" 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 BOG REQUIRED BOG AREA ADDL: BC CONC LL+DL= 62.5 LBS 8 10'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIESS) 0'- 0.0" -22/ 9851 -98/ 9BH 5.50" 1.58 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -22/ 9851 0/ OH 5.50" 1.58 OF ( 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 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.231" @ 13'- 1.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.402" @ 13'- 1.8" 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" 10-00 10-00 T , / MAX HORIZ. LL DEFL = 0.010" @ 19'- 6.5" 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 T T 1 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, MWFRS(Dir), 7.00 00 load duration a IIM-4x4 Endvertical(s) are exposed to wind, n Truss designed for wind loads 54.0 in the plane of the truss only. Nf M-3x4M-3x4 4 !�_ 6 M-1.5x4 co��iilr' M-1.5x4 3 11 I 7 1, M-2.5x4 0 0 1 6-00 N CV a qt I� IIIII o 0 O 10 12 +" 9 0 M-2.5x4 M-4x6 M-2.5x4+ M-4x6 M-2.5x4 0 / *62.508 y / 7-00 3-00 3-00 7-00 / 1 / b 1-00 20-00 1-00 t`�w PR°FFS, JOB NAME: DR HORTON PLAN P.110 - A4 Scale: 0.2738 ,S..1 � /G 5 t,,- FR /p WARNINGS: GENERAL NOTES,unless othenvise noted: 4' / 49'782tpL71��_ 9<, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ordy upon the parameters shown and is for an individual / 7 . Truss: A4 and Warnings before construction commences. building component Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. �'. +f�+' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _... DES. BY: MJis the responsibility of the erector.Additional permanent Mating of 2'o.a and at 10'o.c.g such as ptywoody unless braced throughout flak length by 40 DATE: 7/S/2015 the overall structure is the responsibility of the building designer. 3.a,Ib,nuousbr�ingirorr lateral bracing req i� �Csaown*drywall(BC). / 9 OREGON G. QK. 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibifdy of the respective contractor. SEQ. : 6296452 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, ix? �'9RY i _ �� TRANS I D: 429602 design loads be tippled to any component 8.Desand ign assumre for es full bearing at all supportstt 5.CompuTrus has no control war end assumes no responsibility for the necessary. g shown.Shim or wedge if Aa U L n`v fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �l `y B.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (VIII I 1 111111111111 IIIN IIII IIII TPIM7ICA in BCSI,copies of which win be famished upon request lines coincidewith joint center lines. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) �0 11 This design prepared from computer input by iia p 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 DF 111&BTR. LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTA. SPACED 24.0" O.C. load duration factor=l.6, End vertical(s) are exposed to wind, TC LATERAL SUPPORT <= 12"0C. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"OC. 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-lr2 or equal typical at stud verticals. Snow: ASCE '-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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 1' T q 12 12 7.00 p I IM-4x4 Q".00 3 II rJ 2 4 N O O of r- 1 /-7/7////////////////////////////////////////// !/ 5 0 M-2.5x4 M-2.5x4 1 i 1 1, 1-00 13-06 1-00 .c(o ) PROFESS JOB NAME: DR HORTON PLAN A110 - Bl • NG)N��R , �i�WAScale: 0.502. QCT ;8;r;34Y RNINGS: GENERAL NOTES,unless otherwise noted: / 1-1.Builder and erection contractor should be advised of all General Notes 1.This design is based oily upon the parameters shown and is for an individualTruss: B1 and Warrings before construction commences. building component.Applicablity of design parameters and proper2.2x4 compression web brad ng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiity 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.a respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /� `:•17 N� DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2 OREGON O 'T' 4.No load should be applied to any component until after all leasing and 4.Installation of truss is the responsibility of the respective contractor. .et 2 .R. SEQ. : 6296453 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 7L� 4 R y ib �'t design loads be tippled to any component and are for"dry condition"of use. 7 TRANS I D: 429602 5.CompuTrus hes no control over and assumes no responsibly for the 6.Design assumes fad bearing at supports shown.Shim or wedge if PaUL �� fabrication,handing,shipment and installation of components. ecessary. 7.Design assumes adequate drainage isprovided. 6.This design is furnished subject to the)irritations set forth by 8.Plates shay be located on n both faces of truss,and placed so their center I li 1111111111111111111 IIIN 11 1 VIII InII VIII IIII IIII TPIMfTCA in SCSI,copes of which will be fpm shed upon request. Des coincide with joint center fines. EXPIRES: 12/31/20 II 9.Digits in=dicate size of platete in inches. 10. MITek USA,InciCompuTfus Software 7.6.7(1 L)-E For basic connector plate design values see ESR-1311,ESR-1966(viTek) HIIIIIIU 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 OF jtl&BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 217 66-3=(0) 166 • BC: 2z4 OF Al&BTR SPACED 24.0" O.C. 2-3=(-324) 0 6-4=(0) 217 WEBS: 2x4 DF STAND 3-4=(-324) 0 LOADING 4-5=( 0) 57 TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT c= 12"0C. 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" -30/ 439V -41/ 41H 5.50" 0.70 DF ( 625) M-1.5x4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 7'- 8.8" -30/ 439V 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" 0 -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -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" @ 8'- 8.8" Allowed = 0,133" '1' 1' ,( MAX TC PANEL LL DEFL = 0.014" @ 1'- 10.9" Allowed = 0.249" 12 7.00 Q 00 MAX HORIZ. LL DEFL = 0.001" @ 3.2" MAX HORIZ. TL DEFL = 0.002" @ - 3.2" 1114-4x4 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 34.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFR.S(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ',I ,OAILT1S1 I O5x4 M-2.5x4 3-10-06 3-10-06 1-00 7-06-12 1-00 ��c`�O PROF S,s JOB NAME: DR HORTON PLAN 0110 - Cl IS • .,N4 �'Q ,0�, Scale: 0.5823 �� WARNINGS: GENERAL NOTES,unless otherwise noted: Q=// 878 ' 1.Builder 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 Truss: Cl 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 responsiblity of the building designer. �j 3.Additional temporary bracing to insure stebitiy during 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by cis Impact sheathing suchr l s plcing d required where s owner drywaA(BC). .q�OREGON Q's �„ DATE: 7/8/2015 the overall structure is the responsibility of the bu ung des er, 3.2x Impact br doing or lateral bracing required where shown++ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6296454 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, Srz91..l✓q p y 15 ?'4. design bads be appied to any component and are(or'dry condition'of use. TRANS I D: 429602 5.CorrytuTrus has no control over and assumes no responsibility for the 6.Design n assumes N8 bearing at all supports shown.Shim or wedge If necesary. pA U L ?`" fabrication,handling,shipment and installation 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 VIII'IIII'IIIA IIIA II ISI VIII 1111 IIII TPIMlfCA in SCSI copies of which will be furnished upon request. lines coincide with joint centerinches. EXPIRES:12/31/2016 N N up 9.Digits indicate size of plate in inches. MiTCk USA,InC.JCompUTru6 Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTel) II1111101II This design prepared from computer input by" 000 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 220 5-3=(0) 166 BC: 2:4 DF 111&BTR. SPACED 24.0" O.C. 2-3=(-328) 0 5-4=(0) 220 WEBS: 2x4 DF STAND 3-9=(-325) 0 LOADING TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG 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) ..Aiii Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7'- 8.8" -1/ 3231' 0/ 00 5.50" 0.52 DF ( 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" @ -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" 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 TC PANEL LL DEFL = 0.014" @ 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" @ - 3.2" 1 T 4 12 12 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 '717.00 (All Heights), Enclosed, Cat.2, Ecp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, IM-4x4 Truss designed for wind loads in the plane of the truss only. 34.0" CJ 11111CJ Pli F IWW �I ,O 1 5 .14 0 41-2.5x4 M-1.5x4 M-2.5x4 111141 -' 1 1 1 3-10-06 3-10-06 1 1 1 1-00 7-08-12 K44�Ep PR0FFSo JOB NAME: DR HORTON PLAN A110 - C2 \� NC''�N� 'i4 Scale: 0.5984 �S O/fj WARNINGS: GENERAL NOTES,unless otherwise noted: ,� 91r 1.Builder and erection contractor should be advised of a%General Notes 1.This design is based only upon the parameters shown and is for an individual :41,, Truss: C2 end Warnings before censtruction commences, bu lding component Applicabl ty of aesgn parameters and proper /�/2.2v4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. d�,/ 3.Additional temporary bracing to insure stability during construction 2.Design assures 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 dnywa%(BC). 17/11,OREGON �'•43 DATE: 7/8/2015 the overall stmdum is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. !3, SEQ. : 6296455 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, �n�q-IR}, 1') 2`C� design loads be applied to arty component and are for"dry condition"of use. "7/� Ni V TRANS I D: 429602 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing eta%supports shown.Shim or wedge f p^u� l* necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the tndtatlons set forth by 8.Plates shall be located on both faces of buss,and placed so their center (� IIa Nil VIII nIII III IIII TPIANiCA in BCSI,copies of which wit be furnished upon request. Ines coincidetwith jointp ate in inches. EXPIRES:12/31/2016 9.ForDigitsb indicate size of plate Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) 11IIIIIIIII 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: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2::4 DF #1&BTP. SPACED 24.0" O.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 BRG REQUIRED BAG 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/ 67H 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAK 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" 0 -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSf LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.013" @ 2'- 5.4" Allowed = 0.277" MAX TC 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" 1' 1' MAX HORIZ. TL DEFL = -0.000" @ 4'- 2.0" 12 7.00 Wind: 120 mph, h=17.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, E::p.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. d. c , rn 0 N O/-- rn O 04 -/ M-2.5x4 1 // 4-02 0-01 / / / 1-00 4-03 (PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME: DR HORTON PLAN A110 - J1 Scale: 0.5775 �� •per. p WARNINGS: GENERAL NOTES,unless otherwise noted: 'f $9'78 9r- 1.Builder and erection contractor shoukl be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Indvtdual ./ Truss: J1 and Warnings before construction 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. ✓. (( 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at DES- BY: MJ2'o.c.and at 113'o.e.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 dryw ll(BC). i ., OREGON o'�40 Q,• DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Instagation of truss is the responsibility of the respective contractor. �. Q. SEQ. : 6296456 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, 17,e0 ..9/y ti S TRANS I D• 429602 design loads be applied to any component andare for"dry condipon of use. aro g 7/r P a� 5.CompuTrus hes no control over and assumes no responsibility for the 6 n assumes full bee' at al supports shown.Shim or wedge if w U L fabrication,handling,shipment and installation of components. necessary. �'f 7.Design assumes adequate drainage iso provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shop be located on both faces of truss,and placed so their center I IIID' VIII 11111 III(IIII IIII'III)IIII TF INVrcA in Bcsl,copies of which will befurnished upon request. lines coincide withsize p ate inn nche. EXPIRES:12/31/2016 1N B.Digits bi indicate s ze of plate in inches. MiTek USA,Inc./CompuTrus Software 7.67(1 L)-E I D.For basic connector plate design values see ESR-131 1,ESR-1866(MiTek) 11111111This design prepared from computer input by.I' 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: 2r4 DF #1&BTP. LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Er:p.B, MWFRS(Dir), BC: 2r4 DF #1&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 TC LATERAL SUPPORT 12"OC. 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 BC LATERAL SUPPORT 12"OC. UON. TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x.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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-03 1' 1' 12 7.00 M-1.5x4 3 -' W rn 0 N o f I c, W p�� iradr ��A 1 M-2.5x4 M-1.5x4 .6 1• l 1-00 4-03 .<,'c,,i`t0 PR0p4.„ Co W JOB NAME: DR HORTON PLAN A110 - J2 Scale: 0.6070 ei �‹? R ?/ 7 -3f,„. 1.WARNINGS: O. ha NOTES,unlss otherwise noted: �� /� 1.Builder andsbe erection construct should be advised of all General Notes 1.Thisldesign h basednet only upon the designtpar meter Is for an individual ,/ Truss• J2 and Warnings before construction commences. building component.Applicability of parameters and proper rte{,./� 2.2v4 compression web bracing must be installed where shown+. incorporation of component is the responsiboity of the briktirg 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 2'on.and at 15 o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). IfA-OREGON ', DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral brad required where shown+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. "Y� Z��.P SEQ. : 6 2 9 6 4 5 7 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9n q�y 15 TRANS I D: 429602 design bads be applied to any component and are for"dry condition'of use. wedge7/r �1 `�� 5.CompuTr s has no control over and assumes no responsibility for the 6.Design assumes full beads at all supportsShawn.Shim or if A U L fabrication,handling,slpment and installation of components. nom' 7.Design assumesltbladequatedonboth face is provided. a 6.This design s furnished subject to the limitations set forth by 8.Plates shag be located on both laces of truss,and placed so their center 1111111 Ills VIII VIII IIIN ILII III ISI IIII TPIMRCA in SCSI,copies of which will furnished upon request Arms coincide with pnt centerinches. EXPIRES:12/31/201 II 9.Digits Indicate of plate Inches. M)Tek USA,IncicompuTnis Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) HIIIIM11 This design prepared from computer input by IIIIII��, IIII GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cly=1.00 TC: 2x4 DF O188TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2:-:4 DF 81OBTR SPACED 24.0" O.C. 2-3=(-55) 9 TC LATERAL SUPPORT := 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 296V -11/ 42H 5.50" 0.47 DF ( 625) N 2'- 2.0" -17/ S1V 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" 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" '( If MAX HORIZ. TL DEFL = -0.000" @ 2'- 2.0" 12 Wind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.E, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ 4-1I r- A114111111111 .4. O I O{- �_� c. O Ot f � )��4 y M-2.57..4 b ,1 1-00 2-03 I PROVIDE FULL BEARING;Jts:2,3,4I .<<,W) PAopS. JOB NAME: DR HORTON PLAN A110 - J3 Scale: 0.6595 IS, l''' FEq "� WARNINGS: GENERAL NOTES,unlessothemdsenoted: Cr' / 8 78 9C 1.Builder 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: J3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2a4 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 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 drywa8(BC). 92 OREGON �'�h�, '- DATE: 7/8/2015 the overall structure is the responsibility of the bulling designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : (2 9 6 Q S S 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. (� 2 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a nos•cn,rosive environment, 1,9 �Q}i�r 1 Sj _`!� design bads be appfed to any component. and are for"dry condition"of use. PAUL ��V TRANS I D: 429602 5.comprTrus has no control over and assumes no responsibility for the 6.Desinecgn assumes full bearing at all supports shown.Shim or wedge if /1 ry. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111 ul�Illn nl1 IIII 1101111111101 ntl�I'I III IIII TPINVECA in BCSI,copies of which will be furnished upon request Ines coincide with joint center Ines EXPIRES:12/31 J2016 'I III' I� N a.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.7(IL)E 10.For basic connector plate design values see ESR-1311,ESR-1086(MiTek)