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Plans (378) N SEP 2 7 2016 %--) ` 3 SDAtAA\ M Tek® t, r tip..T , C An a 0I IGAR J!LD I DIVISION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 3726-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K 1448272 thru K1448288 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR©FFss �5 �NGINFF'7 p 14 `z 89782PE rr. 92 OREGON 5)N4(3 Ul_ R\40, 411111. ' r" 's.• •3112016 October 9,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 19'— 3.0" Wind: 120 mph, h=18.250, TCDL=4.2,BCDL=6.0, ASCE 7-10, TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 204 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"00. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. TOTAL LOAD = 92.0 PSF M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PIF 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. 7-01-08 7-01-08 T ,r I' 2 IIM-4x4 7.00 7.00 3 N 2 �O cu 1 O f —f0 ca c M-2.5x4 M—2.5 x 4 -ate c� y 1-00 y 14-03 y �C1G'P�Fe Wo ,_ R 2v :9782PE r v •'r • JOB NAME: DR HORTON PLAN 3726—A — Al Scale: 0.9771 -� WARNINGS: GENERAL NOTES, unlessotherwiseted'. '9 REGON 1.Builder and erection contractor should be advised of all General Notes 1.Th design is based only upontheparameters shownand is forindividual ./�.� �E Cf+ Truss: A l and Warnings before construction commences. building cop t.Applicability f tl g parameters d proper 1 r/ /;`... 2.2x4 compresaon web bracing must be instated where shown+. incorporation fcomponent' theresponsibility f thebuilding designer. '4 aa� 4 RY 5 ` ��(' 3.Additional temporary bracing to stability during construction 2.Design as the top and bottom chords to be laterally braced at //LsIIJ7 2 o.c.and at 10 o.c.respectively unless braced throughout their length by //yy �{ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /.)j U DATE: 10/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 14 4 8 2 7 2 4 No load should be applied to any component until after all bracing and 4 Installation of buss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. design loads be applied to an t and are for"dry condition"of use. TRANS ID: LINK g^ pp ycomponen. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. at. (� fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r + er 9,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPINJrCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inn./CornpuTrus Software 7.6.6(1 L)-E 16 For basic connector plate design values see ESR-1311.ESR-1986(MiTek) ' GREG This design prepared from computer input by ARIE LUMBER SPECIFICATIONS LU: 2x4 EF FICATR 14-03-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1927) 147 1-6=(-100) 1593 2-6=(-172) 68 WCBS: 2x4 DF STAND 2-3=(-1821) 166 6-7=( -36) 1119 6-3=( -74) 907 LOADING 3-4=(-1821) 166 7-5=(-100) 1593 3-7=( -74) 907 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4-5-(-1927) 197 TC LATERAL SUPPORT <= 12"OC. UON. 7-4=(-172) 68 BC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 14'- 3.0" V BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 14'- 3.0" VBEARING MAX VERT MAX TIOZ SIG S .REQUIRED. SPE AREA BC UNIF LL( 75.0)+DL( 51.0)= 126.0 PLF 0'- 0.0" TO 14'- 3.0" V LOCATIONS' 5R/AC1I96S REACTIONS SIZE 2.39 (SPECIES) 0'- 0.0" -105/ 1496V -61/ 61H 5.50" 2.39 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.0" -105/ 1996V 0/ OH 5.50" 2.39 DF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.029" 9 9'- 1.9" Allowed = 0.667" MAX TL CREEP DEFL = -0.070" @ 9'- 1.9" Allowed = 0.889" MAX HORIZ. LL DEFL = 0.007" @ 13'- 9.5" MAX HORIZ. TL DEFL = 0.011" 0 13'- 9.5" 7-01-08 7-01-08 T 9-00-15 T T Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-00-09 3-00-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 9-00-15 g '� load duration factor=1.6, Truss designed for wind loads 7,00 12 M-4x6 12 in the plane of the truss only. 7.00 9.0" 1010111111A 11M-1.5x4M-1.5x9 2 4 liAlkith, M-7x8M-7x8 EMI N OGEll OON so 1 MO O 6 M-3x8 - I��S of -M-4x4 -M-4x4 M-3x8 � y •5-01-02 y 9-00-13 I ) y 5-01-02 14 03 y ���„`GNEeack-t/ '9 IP Q 89782PE " JOB NAME: DR HOATON PLAN 3726-A - A2 • Scale: 0.9183 • WARNINGS: I MR 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted. • vJ Truss: A2 and Wamngs beforeontratorshouldon mences. 1.Th'design s based only uponM parameters shown ands for an'ndnclual 1, 2.204com building mponent.Applicab'try ftl ignparametersandproper -f 7 OREGON ,117 X„ pression web bracing must be instilled where shown+. incorporation of component' thesponsibliry 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 '� ���� G. IP 's the responsibility of theerectorAdditional permanent bracing of 2 .. dat10 respectively unless braced throughout their length by :7 .�1(V DATE: 10/8/2015 the overall structure is the responsibility of the building designer continuous sh M'g such as plywood sheathng(TC)and/or drywall(BC). l V SEQ. : K1448273 4.No load should be appld to y mponentuntil after all brachand 3.In pant oftr g thlaterelbrasngryofrhewhereshecobe �/�EJL 9 4.Instillation of truss s the tonsibil ty of the respective ce environment,or. A fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. S CompuTrus has no control over and assumes no responsibility for the 6 nnecessa sDesign wmes full bearing a[all supports shown.Shim or wedge if fabrication handling,shipment and installation of components, 7ry. EXPIRES: 1213112016. 6.This design is furnished subject to Me limitations set forth by Design assumes adequate drainage is provided TPI/WTCA in SCSI, of which will be furnished u 8.Platesscoincide be with join onbothlfaces of truss,and placed so their center October 9,2015 copiesPon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TRUSS SPAN 6'- 7.5" 1_2=( 0) 57 2-6=(0) 200 6-3=(0) 146 LUMBER 4PECIFICATIONS LOAD DORATION INCREASE 1.15 2-3=(-292) 0 6-4=(0) 200 TC: 2x9 DF ft1&BTR SPACED 24.0" O.C. 3-9=(-292) 0 BC: 214 DF STAIDR 4-5=( 0) 57 WEBS: 214 DF STAND LOADING TC LATERAL SUPPORT 5= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 POE Roof Snow(Ps) 0'- 0.0" -28/ 3920 -37/ 37H 3.50" 0.63 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 6'- 7.5" -28/ 392V 0/ OH 3.50" 0.63 OF ( 625) M-1.504 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 TL CREEP DEFL = -0.010" @ 3'- 3.8" Allowed = 0.403" MAX LL DEFL = -0.002" @ 7'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 7.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.0" Allowed = 0.206" 3-03-12 3-03-12 1 1 MAX 12 12 MAX HORIZ. TL DEFL = 0.002" @ 6'- 4.0" 7. 7.00 00 Wind: 120 mph, h=17.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4.0" Truss designed for wind loads �.) in the plane of the truss only. REFER TO COMPOT RUS STANDARD II O Allii GABLE END DETAIL FOR DETAILS � NOT.SHOWN. �N ISI O N WjM� ISI 1 o M-2.5xM-1.5x4 M-2.5x4 4 • 3-03-12 3-03-12 y y {, <, � O PR.Op4 y 1-00 y 6-07-08 1-00 `��...‘... GINE - si0 �" 8.782PE of ...0•7e • • Seale. 0.5665 v40 -7 OREGON ^ JOB NAME: DR HORTON PLAN 3726-A - B1 /�Q` WARNINGS: GENERAL NOTES, unlessotherwise noted: 4 1.Bu Ider and erection contractor should be advised of all General Notes 1.Th design is based only upontheparameters shown and' f individual -'SJh q R�r .0. r._ and Warnings before construction commences. building component Applicability of design parameters and proper ,7 \ V Truss: B 1 incorporation of components the responNb lity of the building designer. /1��� n 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at l"' `` 3.Adtlilional temporary bracing to insure stability during construction 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(BC). DATE: 10/9/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging orlateral bracing required where shown++ SEQ. : K 14 4 8 2 7 4 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.contractor. EXPIRES: 12/31!2016 fasteners are complete and at no time should any loads greater than s.Design assumes musses are to be used m e non-corrosive a environment,and are for"dry condition"of use. TRANS I D• LINK design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge if October 9,2015 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAARCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches CCQQ co_tw+cco_,nos,nn�+.vr MiTek USA.Inc./ComuuTrus Software 7.6.6(11_1-E re c=,"""^"""'^"'"' I This design prepared from computer input by GREG ARIEL TRUSS ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF ill&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 57 2-5=(0) 202 5-3=(0) 146 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-294) 0 5-4=(0) 202 WEBS: 2x4 DF STAND 3-4=(-293) 0 LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 5= 12"00. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 408V -30/ 34H 3.50" 0.65 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 7.5" 0/ 277V 0/ OH 3.50" 0.44 DF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1 PIP LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.010" @ 3'- 3.8" Allowed = 0.403" MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.0" Allowed = 0.206" MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.0" 3-03-12 3-03-12 MAX HORIZ. TL DEFL = 0.002" @ 6'- 4.0" 1 T T 12 12 Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 J 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x4 3 4.Orr 2.0 o m �o 0 M-2.5x4 M-1.5x4 M-2.5x4 y y > 3-03-12 3-03-12 y y y 1-00 6-07-08 ����p PR p�Fsd' •-k-- :9782PE ' JOB NAME: DR NORTON PLAN 3726-A - B2 Scale: 0.5701 11111, WARNINGS: GENERAL NOTES, unless otherwise rested: (.0. Truss: B 2 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 •RECON '• and Warnings before construction commences. building component Applicability of design parameters and proper 17 Q 2.2x4 compression web bracing must be installed where shown e. incorporation of components the responsibility of the building a designer. .q ` �� 3.Additional temporary bracing to' are stability during construction 2.Design assumes thetop and bottom chords to be laterally braced at 1� Lq R`Y 15 45'' �j- 's the responsibility of theerector Additional permanent bracing of 2 ..and at 10 .tsuch arespectively unless braced throughout their length by J V DATE: 10/8/2015 the overall structure is the of the building designer continuousImpact sheathing g Nasplywood requirede where shown a drywall(BC). N`��� ` 3.2x1 ct bntl lateral bracn SEQ. : K 14 4 8 2 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss's the respontbil ty of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes mes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for "dry condition"of use. 5.Com uTrus has no control over and assumes no re 6.Design assumes(all bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 p responsibility for the necessary fabrication,handling shipment and installation of components, 7.Design assumes adequate drainage is provided. October 9,2015 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPINVTCA in SCSI.copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompoTros Software 7.6.6(1 L)-E 10.For basic connector plate desgn values see E5R-1311,ESR-1986(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 57 2-5=( 0) 112 3-5=( -7) 70 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-188) 0 5-6=(-9) 15 5-9=( 0) 119 WEBS: 2x9 DF STAND 3-4=(-155) 9 4-6=(-199) 2 LOADING TC LATERAL SUPPORT <= 12"OC. SON. 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 HORE BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 357V -29/ 97H 3.50" 0.57 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 1.7" 0/ 209V 0/ OH 3.50" 0.33 DF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.0" Allowed = 0.206" MAX TC PANEL TL DEFL = -0.006" @ 2'- 0.2" Allowed = 0.309" MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.0" MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.0" 3-03-12 1-10 T T 12 12 Wind: 120 mph, h=17.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 "1 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x4 34.0" I�MhIIIIIII4No4 -2.5x4 2.0 0 f N O O INI a I O M-2.5x4 M-2.5x4 M-1.5x4 1 b y 3-05-08 1-08-04 y y ��c O P R Opt- 1-00 5-01-12 �,��, 4NGI NE c / -9r' 89782PE • JOB NAME: DR HORTON PLAN 3726-A - B3 Scale: 0.5299 • -,, WARNINGS: GENERAL NOTES, unless otherwise noted: tiv. 40 'qj. OREGON 1 1.Builder and erection contractor should be advised of all General Notes I.Thisdesign is based only upontheparameters shown and's f individual r�f f�� `( Truss: B3 and Warnings before construction commences building component.Applicability f dg parameters and proper1. V /L 2.2+4 compression web bracing must beinstalled wh shown+. incorporationofcomponent' M po bf b laterally building designer. '9 ARY 15 3.Additional temporary bracing t re stability during construction 2.Design ass de top and bolt' chords to be laterally bra d t W the responsibility of theto Additional permanent bracing of 2'o c.and at 10 respectively unless braced throughanout their length by " v DATE: 10/8/2015 the overall structure is the responsibility of the building desi continuous sheathing g h l bs plywoodcire sheathing(TC)wheres own+r drywall(BC). /`+A 1 1 �� sponsi ty g goer. 3.20 Impact bridging or lateral bracing required shown++ n V SEQ. : Ki4 4 8 2 7 6 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. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a noncorrosive environment, f TRANS I D: LINK design loads be applied to any component and Design assumesare for"dry full o�a�supports wedge l 5.CompuTrus has no control over and assumes no responsibility for the 6 ecessary. full bean t all su shown.Shim or wed f EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October.7,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center MAMMA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For been connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'— 9.0" Wind: 120 mph, h-17.7ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 8C: 2x9 DF #1&BTR (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), SPACED 29.0" O.C. load duration factor=1.6, TC LATERAL SUPPORT <= 12"OC. UON. Truss designed for wind loads LONDIOG 1n the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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 FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-04-OS 5-04-08 12 T 7.00 I M-4x4 12 Q 7.00 3 N c / 9 I N O —/O , � I / ////////////////////////////////////////////////////////////////////////////////// I O 1 s O M-2.5x4 M-2.5x4 1-00 10-09 y 1-00 y ,�Ep PRopess `5 c N � /d 'L 89782PE -r JOB NAME: DR HORTON PLAN 3726—A — Cl �J�a/ • Scale: 0.5565 (,.a L' !\ •. J/ WARNINGS: GENERAL NOTES, unless th ted: Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.Thisdesign is based only upontheparameters shown anti is for n individual q ORE40 GON N'. and Wa g before coimcticommences building component.Applicability of design parameters and proper 2 O 2.2xd cop b bracing must beinstalled where shown+. incorporation of component thepo -billty of Me building designer. e�� �� � a q .` 3.Additional temporary b g to insure stability d 'ng construction z De g assumes the top and bolo chords to be laterally braced at o the responsibility of theerectorAdditional permanent bracing f 2 d at 10'o c.respectively a braced throughout their length by `� DATE' 10/8/2015 the overall structure-ntha g o continuoussheathing nucha acing plywood aired and/or drywall(BC). PAUL R responsibility of the building designer r. 3.2v pact bridging or lateral bracing g q ed where shown t SEQ. : K 14 4 8 2 7 7 4.No bad should be applied to any component until after all bracing and 4 Installation of truss N the responNb I ty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. S CompuTrus has no control over and assumes no responsibility for the 6 necessary. assumes full bearing at all supports shown.Shim or wedge if �/ 2/3 fabrication,handling,shipment and installation of components. ry F (� EXPIRES: 1G/�711201� 6.This design isfumishedsubject tothe limitations set forth by I-Pltesshgn sumeb located othfageio busis,an October 9,2015 6.Plates shall be located on both faces of truss,and placed so their venter TPINJfCA in BCSI,copies of which will be furnished upon request. Wes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by GREG ARIEL TRUSS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPEFIFICATIONS 1-2=( 0) 57 2-6=(0) 333 6-3=(0) 242 BC: 2x9 DF 41&BTR LOAD DURPAIED INCR0ASE C 1.15 2-3=(-983) 0 6-4=(0) 333 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 3-9=(-483) 0 WEBS: 2x4 DF STAND LOADING 9-5=) 0) 57 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12••01. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0•' 12.0" Snow: ASCE 7-10, 0'- 0.0" -32/ 566V -54/ 54H 5.50" 0.90 DF ( 625) PSE Roof Snow(Ps) Cs=1, Ce=1, Ct-1.1, I=1 10'- 9.0" -32/ 565V 0/ OH 5.50" 0.90 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 TL CREEP DEFL - -0.034" @ 5'- 4.5" Allowed = 0.656" MAX LL DEFL = -0.002" @ 11'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 11'- 9.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.031" @ 2'- 6.5" Allowed = 0.365" MAX HORIZ. LL DEFL = 0.002" @ 10'- 3.5" MAX HORIZ. TL DEFT, = 0.009" @ 10'- 3.5" 5-04-08 5-04-08 1' Wind: 120 mph, h=17.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 IIM-4x4 Q 7.00 load duration factor-1.6, 7 00 Truss designed for wind loads 34.0" in the plane of the truss only. N W SOI I� I m -/O �EM4 I M-2.5x4 M-2.5x4 M-1.5x4 y y *5-04-08 5-04-08 O PREQp J, y y y C 1-00 10-09 1-00 � GVN `'/fii40 � 17 ' ' :9782PE r' 40, i JOE NAME: DR HORTON PLAN 3726-A - C2 Scale: 0.4672 'r./... �/ AIM WARNINGS: GENERAL NOTES, unless otherwise noted. trn.. 40 OREGON x�h0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only uponth parameters shown and t individual , ZO Truss: C2 and Warnings before construction commences building component.Applicability of tl 'gn parameters and proper V incorporation of component' the of the building designer. "9 q AND Y 2.2x4 compression web bracing must be installed where shown+ A. 2 Design assumes the top d bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2 o c.and at 10 o.c.respectively unless braced throughout the r length by b 0. is the responsibility of the erector.Additional permanent bracing of • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /`A U` • ` DATE: 10/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4 0 S E K 14 4 8 2 7 8 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. 4• • fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment. and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no responsibility for the necessary. F (� fabrication.handling shipment and installation of components. 7.Design assumes adequate drainage is provided. October 9,2015 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss.and placed so their center TPIANTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by GREG ARIEL TRUSS ' LUMBER SPECIFICATIONS TC: 2x4 DF N1&BTR 10-09-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF SS LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=(-1175) 77 1-9=(-27) 932 4-2=(-6) 831 WEBS: 2x4 DF STAND 2-3-(-1175) 77 4-3-(-27) 932 LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) TC LATERAL SUPPORT 1- 12"0C. UON. BC LATERAL SUPPORT 1- 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HOBS BRG REQUIRED BAG AREA TC UNIF LL( 25.0)+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 10'- 9,0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 10.0)- 10.0 PSF 0'- 0.0" TO 10'- 9.0" V 0' 9.0 -79/ 1129V -45/ 9OH 5.50" 1.81 DF ( 625) BC SNIP' LL( 75.0)+DL( 51.0)- 126.0 PLP' 0'- 0.0" TO 10'- 9.0" V 10'- 9.0" -79/ 1129V 0/ OH 5.50" 1.81 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, T2=L/180 MAX LL DEFL - -0.014" @ 5'- 4.5" Allowed = 0.992" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.039" @ 5'- 4.5" Allowed = 0.656" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 10'- 3.5" MAX HORIZ. TL DEFL - 0.005" @ 10'- 3.5" 5-09-08 5-04-08 ,( Wind: 120 mph, h=17.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 7.00 Truss designed for wind loads M-4x6 7.00 in the plane of the truss only. 24.0" litlIl444 lit M-5x12 Ald 1111Not M-5x12 iii 4166.m , f OIFIP N O �I o •t,4 �O NI3 I M-3x4 M-1.5x4 0 M-3x4 y 5-04-08 y 5-09-08 y b 10-09 yRP ��co- GINE%t.�'/0 �'i :9782PE JOB NAME: DR HORTON PLAN 3726-A - 03 Scale: 0.5226 ✓ �" WARNINGS: GENERAL NOTES, unless otherwise noted: I' Truss: C 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upontheparameters shown and is for an individual -1, •R EGON '. and VJa gs before constructioncom bldg component Applicability f d 'g parameters and 2.2x4 compression web bracing t beinstalled wtr re shown 0. incorporation f Proper rt component' the po b ltiy of the building designer. V 3.Additional temporary b g to'sure stability during construction 2.Design w thetop d bolt chords to be laterally braced at �� �,Q RY FJ 2�Q. 's the responsibility of the erector Additional permanent bracing of 2' . dat10 respectively braced throughout their length by `_\ DATE: 10/8/2015 the overall structure-s theresponsibility of the building designer. continuous sheathing ha plywood sheathing(TC)and/or drywall(BC). �"NI SEQ.: K1448279 4.No load should be appliedo any component until after all brawn and 3.Installation Impact brf idging g thterelpbracing required whpeshe contractor. fasteners pAt ' S4.Designanomes trusses are toorhe useoftheon-corrsi co environ /�"'1��./ are complete and at no time should any loads greater than 5.Design assumes are ube used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deesignn assumes full bearing at all supports shown.Shim or wedge if 2/+y p fabrication,handling shipment and installation of components. 7cery- EXPIRES: 12J3112016 6.This design is fumished subject to the limitations set forth by 6 Design assumes adequate drainage is provided. TPIANTCA in BDBI,copies 8.Plates shall be located on both faces of buss,and placed so their center October 9,2015 of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8,8(1 L)-E s.Digin indicate 5w,of plate in tones. 10.For basic connector plan design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS 35-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PDFIFICATIONS 1- 2=( 0) 56 2-12=(-358) 5062 3-12=( -34) 586 TC: 204 DF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=(-6130) 488 12-13=(-536) 7714 12- 4=) 0) 2018 BC: 2x4 DF ST&BTR LOADING 3- 4=(-6342) 494 13-14=(-574) 8340 12- 5=(-2946) 272 WEBS: 2x4 DF STAND4- 5=(-5494) 450 14-15=(-536) 7714 5-13=( 0) 822 Snow: ASCE 7-10, 25 PSF Roof, L =50u=50' 5- 6=(-8000) 614 15-10=(-358) 5062 13- 6=( -568) 132 BC LATERAL SUPPORT <= 12.00. UON. Cs=1, Ce=1, Ct=1.1, I=1, 6- 7=(-8000) 614 6-14=( -568) 132 BC UNIF LL( 25.0)+DL( 0.0)= 32.0 PSF 0'- 0.0" TO 35'- 0.0" V BC LATERAL SUPPORT 12OC. UON. 7- 8-(-5494) 450 14- 7=( 0) 822 8- 9_( 6342) 494 7-15=(-2946) 272 BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 35'- 0.0" V 9-10=(-6130) 488 8-15=( 0) 2018 NOTE: 254 BRACING AT 24"OC UON. FOR TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 8'- 0.0" TO 27'- 0.0•' V 19-11=( 0) 56 15- 5-( -30) 016 ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 35'- 0.0" V TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" NC LL( 466.7)+DL) 130.7)- 597.3 LBS @ 27'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 12.0" TC COLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -226/ 3670V -77/ 779 5.50" 5.87 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 0.0" -226/ 3670V 0/ OH 5.50" 5.87 DF ( 625) JT 2, 10: Heel to plate corner = 1.00" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nVERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 ails staggered at: MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" o in 1 row(s) throughout 2x4 top chords, 9^ oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL - -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.257" @ 17'- 6.0" Allowed = 1.704" 9" oc in 1 row(s) throughout 2x9 webs. + LATERALLY BRACE TO ROOF DIAPHRAGM MAX TL AXE LL DEFL = -0.001" @ 36'- 0.0" Allowed 2.100" MAX LL DEFL = -0.001" @ 36'- 0.0'• Allowed - 0.100" MAX TL CREEP DEFL = -0.001" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.094" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.145" @ 34'- 6.5" Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 8-00 19-00 8-00 T 3-11-11 4-00-05 4-07-08 4-10-08 4-10-08 4-07-08 4-00-05 3-11-11 '( T 4,97.304 T 4 T 597.304 12 M-6x6 ,M-6x6 Q 7.00 7.00 � =M-9x4 M-2.5x9 -M-4x9 41 5 6 7 M-1.5x4 M 1.5x9 + 9 • 3 }, N �OI N FJy 0 lata w' I + l m 15 1 c 1 O { ci 12 M 3x8 M-3x10 M 2135x9 M-2.5x4 M-3x10 M-3x8 0 ` `D PROptc`S Msxs 3xlocs) (ccc�'� GINE � s/0 07-09 6-07-12 6-06 6-07-12 7-07-09 b ( e 9 70�P E 7 � 17-11 17-01 � O 1-00 35-00 1-00 /'� Scale: 0.1775 L •RE4:70N ~ JOB NAME: DR HORTON PLAN 3726-A - Si �TwJ 2� Nr WARNINGS: GENERAL NOTES, unlessotherwise Dred. �V �♦ 1.BUlderand erecboncontractor should beadvsedofall General Notes 1.Thsdesgn:sbased only upontheparameters shownantl- foran individual '9: gfiY. 16 Truss: D1 end Warnings before construction commences. building component.Applicability of deNgn parameters and proper incorporation of component ithe esponvbilHy of the building designer. 2.2x4 compression web bracing must be installed where shown+ 2.Design assumes the top and bottom chords to be laterally braced at �� �. `_` 3.Additional temporary bracing to insure stability during construction 2'o c.and at 1D'o c.respectively unless braced throughout their length by 5 the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywell(BC). DATE: 10/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown c+ 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a SEQ. : K 14 4 8 2 8 0 non-corrosive environment. EXPIRES: 12/31/2016 and are for"dry condition"of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if October 9,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI5NTCA in SCSI,copies of which will be fumished upon request lines coincide with LOOM center lines. 9.Digits indicate size of plate in inches. cco to++cco.oaa rnnrevt MiTek USA.Inc./ComouTrus Software 7.6.6(1 L1-E �^°nr.��,^'^^^""^'""'""'"""'"" - I • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" TC: 2x4 DF #1&BTR IBC 2012 MAX MEMBER FORCES 07R/GDF/Cg=1.00 BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-19=(-69) 2002 3-14-) -163) 154 WEBS: 2x9 OF STAND SPACED 24.0'• O.C. 2- 3=(-2514) 190 19-15=(-62) 3105 14- 4-) 0) 989 3- 4=(-2403) 128 15-16=(-63) 3443 19- 6-(-1390) 65 LOADING 4- 5=( 0) 0 16-17=(-62) 3105 6-15=( 0) 913 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 BC LATERAL SUPPORT <= 12"OC. UON. PSF 9- 6=(-2057) 126 17-12=(-69) 2002 15- 7=( -326) 50 DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-3299) 156 7-16=( -326) 50 TOTAL LOAD = 92.0 PSF 7- 8-(-3299) 156 16- 8=( 0) 413 NOTE: 2x9 BRACING AT 29"OC UON. FOR 8-10=(-2057) 126 8-17=(-1390) 65 ALL FLAT TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( O) 0 10-17=( 0) 989 _-_ Cs=1, Ce-1, Ct=1.1, I=1, Lu--50' 10-11=(-2903) 128 17-11=( -163) 159 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13-)-2514) 157 OVERHANGS: 12.0" 12.0" 12-13-) 0) 57 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -92/ 1754V -77/ 77H 5.50" 2.81 DF ( 625) 35'- 0.0" -92/ 1759V 0/ OH 5.50" 2.81 IF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP SEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.213" @ 17'- 6.0" Allowed = 1.709" MAX TL CREEP DEFL = -0.932" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 34'- 6.5" Wind: 120 mph, h=19.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 15-00 10-00 load duration factor=1.6, 1 'f I Truss designed for wind loads 3-11-11 3-09-05 2-03 2-07-08 4-10-08 4-10-08 2-07-08 2-03 3-09-05 3-11-11 in the plane of the truss only. T T T T T T T T T T T 8-00 5 9 8-00 12 M-4x6 M-4x6 12 7.004 =M-4x4 M-2.5x4 =M-4x4 5 7 g Q 7.00 m �a M-1.5x4 3 1,11-1.5x4.+ 1 N CO w y6 Y Cu " 1LI_1 4 Fya1 A O ` 16 4. 9 of M-3x8 M-3x10 M-2.5x4 M-2.5x4 M-3x10 M-3x8 17 i s of MSHS-3x10(S) y y y y y SkED PR OFF 7-07-04 6-07-12 6-06 6-07-12 7-07-04 y `�� GIN eF ss/ y b J' 17-11 17-01 414 x% 19 OI, 1-00 35-00 1-00 Q 89782PE r • JOB NAME: DR HORTON PLAN 3726-A - D2 ''_ Scale: 0.1771 b, 8411 WARNINGS: GENERAL NOTES, unless otherwise noted' N. Truss: D2 Builder and erection conha or should be advised of all General Notes Thisdesign sbasedonlyuponheparamee shownndisfor anindividual OREGON and Warnings before construction commences building component Applicability of design pa to and proper O 2.2x4 compression web bracing must be installed where shown+ incorporation of component is Me responsibility of Me building designer. 3.Additional temporary bracing to insure stability during constmction 2 Design somas the top and bottom chords to be laterally braced at -.or... �q R�,. c, `Z �Q`� is the responnb ty of theerector Additional permanent bracing of 7 d at 10 o.c.respectively unless braced throughout their length by �� DATE: I E' lO 8 2015 theoverall structure'sthe,esponsibIrtyofthe building designer. continuous sheathing such as plywood )and/ordrywall(BC). PA R 3.2x Impact bddg ng or lateral bracing required where shown++ Q. : K 14 4 8 2 81 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for'dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deign assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary EXPIRES: 12/31/2016 6.This design is furnished subject to the Iimitationsset forth by T.Designlashallassumesocaaedon othfageioprusis,an ded. October 9,2015 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E a Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 23.4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-14=(-137) 2262 3-14=( -148) 122 BC: 234 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2818) 223 14-15=(-176) 2710 14- 4=( -11) 887 WEBS: 2x9 DF STAND 3- 4=(-2542) 215 15-16-(-171) 3072 14- 6=(-1208) 116 LOADING 4- 5=( 0) 0 16-17=(-176) 2710 E-15=( 0) 436 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2112) 202 17-12-(-137) 2262 15- 7=( -353) 91 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2862) 269 7-16=( -353) 91 TOTAL LOAD = 42.0 PSF 7- 8=(-2862) 269 16- 8=( 0) 436 8-10=(-2112) 202 8-17=(-1208) 116 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 POE Roof Snow(Ps) 9-10=( 0) 0 10-17-) -11) 887 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu-50' 10-11=(-2542) 215 17-11=( -148) 122 $ 11-12=(-2818) 223 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( 0) 57 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -139/ 1851V -78/ 78H 5.50" 2.96 DF ( 625) M-1.534 or equal at non-structural 35'- 0.0" -139/ 1851V 0/ OH 5.50" 2.96 DF ( 625) vertical members (uon). 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 = -0.176" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.394" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.070" @ 34'- 6.5" MAX HORIZ. TL DEFL - 0.110" @ 34'- 6.5" 12-00 11-00 12-00 .( f f Wind: 120 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3-11-11 3-09-05 4-00 0-10-08 4-10-08 4-10-08 0-07-08 4-03 3-09-05 3-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), f ff T load duration factor-1.6, 8-00 Truss designed for wind loads 8-00 ,M-4x9+ �M-4x9+ .' 4' in the plane of the truss only. 12 M52.5x6 M-2.5x6 12 F 7.00 7.00 7' M-4x6 M-4x6 0 4 le mm V\ mm "I, M-1.5x4 M-1.5x9 3 1 N cot O MNge CT-J en M/rl i..��3 D 67'1 10001r 4 6 17 to M-3x8 M-3x8 M-2.5x4 M-2.5x4 M-3x8 M-3x8 0 iD ,p,EPR OFF MSHs-3x10(s) ` , k b y y `, GIN E .., /0 7-07-04 6-07-12 6-06 6-07-12 7-07-04 � 2 y � � 17-01 � 89782PE < - 17-11 y y 1-00 35-00 1-00 •JOB NAME: DR HORTON PLAN 3726-A - D3 Scale: 0.1771 unless otrrenvise noted. 7 OREGON Ooh , . WARNINGS: GENERAL NOTES, .1 Q,, 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and'to individual if1 tl Ly`I {J. Truss: D3 and Warr ngs before construction commences. building component.Applicability of design parameters and proper 7 l r7 Y 2.2x4 compression web bracing must beinstalled where shown+. incorporation tion of component is the responds lhy of the building da ger. NI 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to bd t laterally braced aten ir p/A U` R 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by n {.- is the responsibility of the mector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). DATE: 10/9/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : El4 4 8 2 8 2 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosve environment, EXPIRES: 12/31/2016 design loads be applied to any t and are for"dry condition"of use. TRANS ID: LINK gn PP erandanen. 6.Design assumes full bearing at all supports shown.Shim or wedge if October 9,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.6(11_1-Z ro v,,,c ,...,..,.,e.+,..,,i,.e ae=�.,,.,,w,,e==ee=<o_tmh cco_�oea,.n.e�h This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF 91613TR TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF 91613TR LOAD DURATION INCREASE = 1.15 1- 2=( O) 57 2-14-(-206) 2472 3-14-( -98) 100 WEBS: 2x4 DF STAND SPACED 24.0" 0.C. 2- 3=(-3040) 306 14-15=(-304) 3138 14- 4-( -52) 887 LOADING 3- 4=(-2826) 303 15-16=(-304) 3239 14- 5-(-1034) 186 TC LATERAL SUPPORT <= 12"00. UON. 4- 5-(-2359) 278 16-17-(-304) 3138 5-15=( 0) 435 LL( 25.0)+DL( 7.0) ON TOP CHORD 12.0 PSF 4- 7=( 3) 0 17-12-(-206) 2472 15- 6-( -351) 118 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 32.0 PSF TOTAL LOAD = 42.0 PSP 5- 9=(-3203) 400 6-19-( -351) 118 7- 9=(-3203) 400 16- 9=( 0) 435 8 10 ( 0) 0 9-17=(-1034) 186 NOTE: 2x4 BRACING AT 29"00 UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10-(-2356) 278 10-17-) -98) 887 Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2826) 303 17-11=( -98) 100 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=(-3090) 306 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 57 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT . MAX TOZ SIG REQUIRED SPG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)) vertical members (uon). 0'- 0.0" -187/ 1934V -79/ 79H 5.50 3.10 DF ( 625) 35'- 0,0" -187/ 1934V 0/ OH 5.50" 3,10 DF ( 625) JT 2, 12: Heel to plate corner - 1.00" VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.218" @ 17'- 6.0" Allowed - 1.704" MAX TL CREEP DEFL - -0.436" @ 17'- 6.0" Allowed - 2.272" MAX LL DEFL - -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.084" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.125" @ 34'- 6.5" 14-00 7-00 T 19-00 3-11-11 3-09-05 4-10-08 1-04-08 3-06 3-06 1-04-08 4-10-08 3-09-05 3-11-11 wind: 120 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f f f f < T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 T 8-00 Truss designed for wind loads in the plane of the truss only. 12 M-3x4 6 8 M-3X4 00 12 7,00 M-5x6 M-2.5x4 M-5x6 4 5 9 0 M-1.5x9 3 Ve\i/X M-1.5x4 N O N 1 _ "" O o M-3 r,8 M-3x8 o 14 15 16 s o M-2.5x4 M-2.5x4 M-3x8 M-3x8 l MSHS-3x10(5) o y y y o&D PROFF 7-07-04 6-07-12 ), ), y y 6-06 6-07-12 7-07-04 �`Za .0yGtNe sf/ y y 17-11 y 17-01 y v U 1-00 35-00 i-oo 't 89782PE fir" JOB NAME: DR HORTON PLAN 3726-A - D4 Scale: 0.1646 _.1 • WARNINGS: GENERAL NOTES, unless otherwise noted. / 1 Truss: D4 1.Builder and erection contractor should be advised of all General Notes t.This design is based only uponparameters 9 OR EGON ' and Warn ngs before construction comm the tars mown and is top an individual building component Applicability of design parameters and proper /� O� 3.2x4co p ebbracing tbeinstalled wh shown k. rp do /componentis the responsibility or the building designer. �j7� l A//4 n �� 3.Additional temporary b g to' a stability during construction 2. 9 thetop and bottom chords to be laterally braced at V V 's the responsibility of the Additional permanent bracing of 2 and at 10 respectively unless braced throughout their length bydck iir DATE: 10/8/2015 the overall rho re is theresponsibility of the buildinga 'g p continuous sheathing has plywood aired bg(TC)and/or drywall(BC). ` Q. : K1448283 applied3 Intl ton ofbug lateralprecngty of the respective contractor. �1 S E d.No bad should be to any component until after all bracing and d.Installation truss's the responsibility of the respective centractor. PA L. fasteners are complete and at no time should any loads greater than H.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shen or wedge if fabrication,handling,shipment and installation of components. ry, EXPIRES: 12/31/2016 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPINVTCA in SCSI,copies8.Platess coall incide with tedjoin oeter lfaces of truss,and placed so their center October 9,2015 of which will be famished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by GREG ARIEL TRUSS IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TRUSS SPAN 35'- 0.0" LUMBER 4PECIFICATIONS 1- 2=( 0) 57 2-11=(-369) 2773 3-11=(-280) 91 BC: 2s4 DF #1&BTR LOAD DURATION INCREASE - 1.15 2- 3=(-3196) 68 11-12=(-327) 2447 11- 4-) 0) 412 WC: 2x9 DF S1&13TR SPACED 29.0" O.C. 3- 9=(-2954) 75 12-13=(-307) 1955 4-12=(-773) 79 WEBS: 2x9 DF STAND LOADING 9- 5=(-2230) 116 13-19=(-327) 2447 12- 5=) 0) 695 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6-(-1795) 120 14- 9=(-369) 2773 12- 6=(-284) 293 BC LATERAL SUPPORT 0= 12"00. UON. 6- 7=(-2241) 117 6-13=( 0) 695 BC LATERAL SUPPORT <= 12"00. UON. Si ON BOTTOM CHORD = 10.0 PSF 7- 8=(-2954) 76 13- 7=(-772) 79 TOTAL LOAD = 92.0 PSF 8- 9=(-3196) 69 7-14=( 0) 912 9-10=( 0) 57 14- 8=(-281) 91 NOTE: 2x9 BRACING AT 24"0C UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP.CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -57/ 1999V -1200/ 1200H 5.50" 3.20 DF ( 625) 35'- 0.0" -57/ 1999V -1200/ 12000 5.50" 3.20 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.151" @ 19'- 6.5" Allowed = 1.704" MAX TL CREEP DEFL = -0.279" @ 19'- 6.5" Allowed = 2.272" MAX LL DEFL - -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 36'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = -0.075" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.105" @ 0'- 5.5" 16-00 3-00 16-00 ,r .r f !COND. 2: 1200.00 LBS SEISMIC LOAD. 5-05-12 4-11-14 5-06-060 3-00 5-06-06 4-11-14 r 5-05-12 1' Wind: 120 mph, h-20.eft, TCDL=9.2,BCD1-0.0, ASCE 7-10, 'r 'r 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRH(Dir), 12 M-4x6 M-6x6 7 00 load duration factor=1.6, 7.00 Truss designed for wind loads 5 �• in the plane of the truss only. M-2.5x4 M-2.5x4 4 t;: M-1.5x4 ,141,11111111,1 11110004411010.141040110014400,, M-1.5x4 N 0 N _ rorrl Q, O ` T �� YIII .�. _ 0 0 1�w- 11 12 13 19 9 O M-2.5x4 M-3x10 oI M-3x.10 M-2.5x4 M-3x8 M-2.5x4 � © PROp�s � M-3x6(S) PR t3 J.' ), y 0' b J INN • s, 9-01-07 7-05 13 3-11-04 7-04-01 8-01-07 <.; j l el, 17-11 01 y y cc 89782PE 9r" y y 1-00 1-00 35-00 Scale: 0.1771A MIN JOB NAME: DR HORTON PLAN 3726-A - DS X WARNINGS: GENERAL NOTES, unless otherwise noted. o' /O� REGON O~ 1.Builder and erection contractor should be advised of all General Notes 7 This design is based only upon the parameters shown and' f n individual4. l./ 97 �� Truss: D5 and Waco ngs be ore cons rvc on commences. building component Applicability f dgn parameesandproper. ARy A` . 2.2x4 com b bracing must be insblletl where shown+, incorporation of component the pan'b W f thebuildingbra dgoer. �1 J pression we 2 Des gn assumes Me top d bolo chordst be laterally braced at 3.Addhonal temporary bmdng to nsure stab stability during construction 2 o.c and at 10'o.c.respectively unless braced throughout the r length by rtir ak ` �` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). f•� C� DATE: 10/8/2 015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K14 4 8 2 8 4 . fasteners are complete and at no time should any loads greater than 5 Design assumes asses are to be used In a non-corrosive environment, and are for"dry condition"of use. TRANS ID• LINK design loads eeaocontoany component. 6.Design assumes full bearing at all supports shown.Shim or wedge:1 EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. (7 febncabon,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. October 92015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BCSI.copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrUs Software 7.6.8(1 L)-E 10.For base connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 214 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 41&BTR 1- 2-) 0) 57 2-10=(-896) 2795 3-10=(-371) 173 5-17=( -68) 1029 WEBS: 204 DF STAND SPACED 24.0" O.C. 2- 3=(-2599) 26 10-11=(-753) 2335 10- 9=(-115) 618 15-17=(-131) 0 3- 9=(-2909) 93 11-19=(-630) 1881 4-11=(-705) 180 17-18=(-120) 975 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9- 5=(-1988) 124 19-16=(-554) 1973 11-12=(-120) 975 18- 6=)-705) 180 BC LATERAL SUPPORT 6- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1988) 129 16-18=(-630) 1881 12-13-(-131) 0 6-19=(-115) 618 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2405) 93 18-19=(-753) 2336 12- 5-) -68) 1029 19- 7=(-371) 173 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PIP 7- 8=(-2599) 26 19- 8=(-846) 2745 14-13-) 0) 74 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=( 0) 57 13-15=(-295) 0 Cs=1, ce=1, Ct=1.1, I=1 16-15=( 0) 74 1,4-2.5x4 where .shown; Jts'10,12-13,15,17,19 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 17'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -42/ 1618V -2000/ 2000H 5.50" 2.59 DF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 35'- 0.0" -42/ 1618V -2000/ 2000H 5.50" 2.59 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 = -0.109" @ 18'- 11.8" Allowed = 1.704" MAX TL CREEP DEFL = -0.336" @ 16'- 0.2" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.064" @ 34'- 6.5" 17-06 17-06 MAX HORIZ. TL DEFL = 0.095" @ 34'- 6.5" 8 8-11-03 8-06-13 8-06-13 1' 8-11-03 1 6-01-15 5-08-01 5-08-01 5-08-01 5-4-01 6-01-15 COND. 2: 2000.00 LBS SEISMIC LOAD. T f f f T f f Wind: 120 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-7x8 load duration factor-1.6, 7'00 Truss designed for wind loads 7.0" 5 in the plane of the truss only. se - .o" M-4x6 M-4x6 9 6 M-3x6(5) \''NIIIIIIIIIIIIIIIIIio„M-1.5x4 S) M-1.5x4 s 1\ N a N o /r - m 17•� 19 . o 10 � M-3x8 11 19 16 1e is I M-4x6 M-2.5x6 M-2.5x6 M-4x6 M-3x8 of 9 D P R O rt M-3x6(S) t G !' � +6z.so# ,`cj �NGINFR /O y 0-06-14 0-06-19 C? 1" �� y y `� 89782PE r �� 6-08-10 6-02-12 2-06 2-11-09 2706 6-02-11 6-08-10 � 19-11 15-01 0 • • 0 . 35-00 -� � • JOB NAME: DR HORTON PLAN 3726-A - D6 / ' Scale: 0.1573 WARNINGS: GENERAL NOTES, unless otherwise noted: -V OREGON 's Truss: D6 Builder and erection contractor should bead sed of all General Notes Th design abased only0 and Warnings before construction cern upon the parameters shown and's for an individual building g component Anent is Applicability of design parameters and proper IP 4/4/LARY 'kb Z C� 2.2x4 compression webb g tbe installed wh eshown+ incorporation of component is the responsibility f the building designer. 3.Additional temporary bracing to re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2 ..and at 10 o.c,respectively unless braced throughout their length by AA.U L rs DATE: 10/9/2015 the overallstructures the respons birty of the building designer. b ous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.Zit Impact bridging or lateral bracing required where shown++ SEQ. : K 14 4 8 2 8 5 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition of use. EXPIRES: 12/31/2016 5.CompoTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. na�asary October 9,2015 6.This design is furnished subject to the limitations set Porth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI.copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1 Ll-E 9 Digits indicate size of plate in inches.Qc ceQ Fco.,v„ccw-,oae tne,re", This design prepared from computer input by GREG ARIEL TRUSS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TSPECIFICATIONS 1-2=( 0) 57 2-4=(0) 0 TCC:: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-92) 64 BC: 2x9 DF 615010 SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX FORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -16/ 367V -23/ 761 5.50" 0.59 DF ( 625) OVERHANGS: 12.0" 0.0" 4'- 11.0" -37/ 133V 0/ OH 2.00" 0.21 DF ( 625) Snow: ASCE 7-10, 25 PEP Roof Snow(Ps) 5'- 0.0" 0/ 86V 0/ OH 2.00" 0.14 DF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.028" @ 2'- 10.3" Allowed = 0.335" MAX TC PANEL TL DEFL = -0.096" @ 2'- 10.3" Allowed = 0.502" MAX HORIZ. LL DEFL - -0.000" @ 4'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.0" 5-00 Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor-1.6, 3 Truss designed Cor wind loads in the plane of the truss only. d N O rh O N O f Offal 0. I 1 O M-2.5x,9 yy 4-11 0-01 �� 0 PROFF 1-00 y y 5-00 �5 NGEF /�2 (PROVIDE FULL BEARING;Jts:2,3,4 I 4'.. 89-----7:2"-PE 9t" r Scale: 0.5505 JOB NAME: DR HORTON FLAN 3726-A - J1 .4.92 OREGONZo''. ‘1"WARNINGS: GENERAL NOTES, 1 otherwisenoted: /. 1.Builder and erection contractor should be advised of all General Notes 1.This design based only upon the parameters shown and is for d v dual 9 A Y ,�5 Truss: J1 end Wam ngc before construction commences. building component.Applicability f design parameters and proper incorporation of component is the responsibility of the building designer. '� , 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at /•+�Li El''�` 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'/L is tie responsibility of the erector.Addtional pemhanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 10/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. : K 19 9 8 2 8 6 4 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' EXPIRES: 12/31/2016 and are for condNon"of use. (� TRANS I D• LINK design loads be applied to any component. 6.Design assumes full bearing at all supporta shown.Shim or wedge if October 9,2015 a CompuTrus has no control over and assumes no responsibility for the n ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. cco,ar,ccc�oaa rnnrehn MiTek USA.Inc./ComouTrus Software 7.6.6(1 L1-E This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TO: 2x4 DF ROLBTR LOAD DURATIONINCREASE = 1.15 BC: 2x9 DF HUSBTR 1-2=( 0) 57 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-196) 108 TC LATERAL SUPPORT G= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. NON. 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" -6/ 488V -39/ 117H 5.50" 0.78 DF ( 625) 7'- 11.0" 0/ 143V 0/ OH 2.00" 0.23 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps I 8'- 3.0" -66/ 227V 0/ OH 3.00" 0.36 DF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.288" @ 9'- 7.3" Allowed = 0.579" MAX TC PANEL TL DEFL = -0.465" @ 4'- 7.3" Allowed = 0.869" MAX HORIZ. LL DEFL = -0.001" @ 8'- 1.5" 8-03 MAX HORIZ. TL DEFL = -0.001" @ 8'- 1.5" T 12 3 -/ Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, pi Truss designed for wind loads in the plane of the truss only. I O N O f MIO 0 4 -/ M-2.5x4 l )' J' 7-11 0-04 y 1-00 y (PROVIDE FULL BEARING;Jts:2,9,3 8-03 y 5,1) PR Opt C�� tyC'INELcR `Sip 8.782PE l''' cc" JOB NAME: DR HORTON PLAN 3726-A - J2 ----, • • Scale: 0.9505 / •� • WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ e 40 Truss: J2 1.Builder and erection contractor should be advised of all General Notes This design's based only upontheparameters shown and is for an individual of OREGON }� and Wa g before construction commences. building component Applicability of design parameters and proper A4 7aA/� l.-7 V O (}. 2.2x4 compression web bracing must be installed where shown+. incorporationf component theresponsibility of the building designer. /P,�al p y Z / 3.Additionaltemporary b g ton stability during construction 2.Design assumes the top d bottom chords to be laterally braced at `r 's the responsibility of theerector.Additional permanent bracing of 2'op.and at 10 such as unless braced throughout their all(B by DATE: 00/8/2005 the overall structure athcontinuoussheathing has plywood Sheathing(TC)and/or drywall(BC). J'A:U L. \•� responsibility of the building designer. 3.2x Impact bridging lateral bracing required where shown++ SEQ. : K'4 4 8 2 8 7 4 No load should be applied to any component until atter all bracing and 4.Installation of buss is the responNbility of the respective contactor. fasteners are complete and at no time should any bads greater than S Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if co s=ary. fabrication.handling.shipment and insfallahon of components. EXPIRES: 12/31/2016 This design 7.Design assumes adequate drainage is provided. gn is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 9,2015 TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" i IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 0LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 TC: 2x9 OF 1&BTR 2-3=(-77) 19 BC: 2x9 OF 1&BTR SPACED 24.0" O.C. 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 = 92.0 PSF 0'- 0.0" -33/ 322V -19/ 63H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 54V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -30/ 96V 0/ OH 2.00" 0.15 DF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.8" Allowed - 0.067" MAX TC PANEL TL DEFL - 0.003" @ 1'- 8.2" Allowed - 0.386" MAX HORSE. LL DEFL = -0.000" @ 3'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0" 4-00 Wind: 120 mph, 0-17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 _, dg N O co O M-2.5X4 N O /- 1 1 BM es9 O 1 [PROVIDE FULL BEARING;Jts:2,4,3 y y y 1-11 2-01 ,�,,o) PROs oo y 4-00 ,g't �C. GINSF9 � `S � /0 89782PE C' i /TV JOB NAME: DR HORTON PLAN 3726-A - J3 Scale: 0.5730 (/ / _J 17 OREGON o~ �. WARNINGS: GENERAL NOTES, unless otherwise noted'. 2 1.Builder and erection contractor should be advised of all General Notes 1.This design,s based only upon the parameters shown and'forindividual �,C1 Vq R.Y \ Truss: J 3 and Warn ngs before construction commences. budding component.Applicability of design parameters and proper T incorporation of component s the responsibility of the building designer, (� NI 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �A 1 1 `` 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by ^U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(EC). DATE: 10/9/2 0 1 5 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c c SE : theInstallation of truss is responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.4.No load should be applied to any component until after all bracing and 4.Design assumes trusses are to be used in a non-corrosive envirenment. EXPIRES: 12/31/2016 and are for"dry condition"of use. TRANS ID• LINK design loads beapplied toany component B.Design assumes full bearing at all supports shown.Shim or wedge if October 9,2015 5.CompuTrus has no control over and assumes no responsibility for he ssary, fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. • O.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. LeP tv c�c oaa x 7QL` MiTek USA.Inc./ComouTrus Software 7.6.6(10-E Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-81 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,yfD y a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. inkApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0_1/f�, 2. Truss bracing must be designed by an engineer.For vide truss spacing,individual lateral braces themselves Milip mayrequirebracing,oralternativeTorI_ O .. bracing should be considered. O r1:11411 3. Never exceed the design loading shown and never ilstack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation, locate �- designer,erection supervisor,property owner and plates 0 'iia' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352, ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397, ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ��j� PIIndicated by symbol shown and/or SYP represents by AWC in the published by specified. by text in the bracing section of thevalues as SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■L■ reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. .....m418.Use of green or treated lumber may pose unacceptable ►— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. BDCSI: Design Component dn nt Bracing. MiTek e g BCSI: BuildingCom onent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MlI-7473 rev.01/29/2013