Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
_ 1AAS--IZot7 6000:S SGco- svi '.. ciAron"at-- -- ,-----i-l-q-1 7.-577i), °��" Fid , �; :�� _ J,.._.,31 A,.... 1-5 C 1 2016 1-2-B JACKS ,`� D.� i,-,-----,,1!.a`' 1 ,,, ( 65E, �_._- D.R. HORTON PLAN 3724 "A 1 2 — _ -_..- GARAGE LEFT f 30-00-00 SPAN 3 _ _ (i9 '1 s W 6/12 i 6/12 PITCH 7 - 25# SNOW LOAD ... en.-.......- 12 - V.-.- ..,, ARIEL TRUSS A- ..._. it - _... ----. 574-7333 all . "` ' .) . . DRAWN BY : . � KEVIN LEN DE ifImo .....,__._-. �_ _ +w ! i Wi:1 i\ 1 i 14 6 t , .6 GARME D - , , (4.Zi'l_ 4 v .. i .j 1 (frii) i f_i; , ji,.(:) r .. --t- . .... J - - , cv 3RD CAR OPTIONG.E JACKS J Z. �tiOT lr T 1T4 1-0 JACK W/data.H. - gill 1 19-05-08 SPAN it it T ! 1r o L ffil L [ 1 [ ,y, MANSARDS 0 DROPPED GARAGE ,---- - . --., n ,r 41-- L. -Vitti 1,1(DE)RS' E S a - r^I P 1-2-8 JACKS JLf G.E. 6) / D.R. HORTON PLAN 3724 "A" 2 30-00-00 � GARAGE RIGHT _--_---.� ... SPAN (i) 6/12 PITCH 5 25# SNOW LOAD 6/12 6 1-0 0.H. 3O ARIEL TRUSS . _...... 574-7333 DRAWN BY: 12 KEVIN LENDE ± _ 1 --Z (g) 1 1 i i 1' IF'l ., Aq- 14 J I lir l' 111111111111 13/S---- daiit ♦V ey JACKS OMINIM' ."- clt Oil i _1_. 7 I. alp 3RD CAR OPTION 1 1-0 JACK W - Q.H. �i 1 19-05-08 / SPAN oI` KumigIjiwi0 I�p Q7 MANSARDS �"" F L J n DROPPED GARAGE `4 ` -- t�6 7 2 N ®® d .k e ' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR NORTON PLAN 3724-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: K2490525 thru K2490538 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <0'�D PROF'css �`c� ANG,I iV SFR /p2 `r 89200PE pr 12. OREGON tx ki 'O�4y 14 14°N ra'P4 �FRR1LA- 411011P4010:00- October 20,2016 Baxter,David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions, shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GD£/Cq-1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-3) 1801 3- 8=(-459) 148 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-2127) 75 B- 9= 0) 1171 8- 4=( 0) 759 WEBS: 2x4 DF STAND 3- 4=(-1866) 89 9- 6=(-3) 1801 4- 9=( 0) 759 LOADING 4- 5=(-1866) 89 9- 5=(-459) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-2127) 75 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -50/ 1374V -118/ 118H 5.50" 2.20 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 30'- 0.0" -50/ 1374V 0/ OH 5.50" 2.20 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.087" @ 19'- 9.7" Allowed = 1.454" MAX TL CREEP DEFL = -0.205" @ 19'- 9.7" Allowed = 1.939" MAX LL DEFL = -0.002" @ 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.036" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.059" @ 29'- 6.5" 15-00 15-00 Wind: 12D mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, l' 11 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-09-07 7-02-09 7-02-09 7-09-07 load duration factor=l.6, 1. r Truss designed for wind loads in the plane of the truss only. 12 12 6.00 [2' M-4x6 6.00 4.0" 4 fit( iu% M-1.5x4ilirliff. M-1.5x4 3 of 1 '"1 am 1-In " K. 7 o M-3x6 M-2.8 5x4 M-295x9 M-3x6et M-3x6(S) nn y 10-02-05 9-07-07 y 10-02-05 y c PR®F 18-00 12 00 ' 061 �C?��,-. ., "�E�'4 / � 1-00 30-00 1-0o �'�� =9200P � I / ,geeprJOB NAME: DP. NORTON PLAN 3724-A - A2Scale: 0.2022 {` ` , /7----._-. WARNI Budder GTHa L design NOTES, unless othhe par noted: ;-7 1110 OREGON ,£4, 1.Buftder and erection contractor ahouW be advised of all General Notes 1.This design le based ordy upon the parameters shown and k for an individual ., Truss: A2 and Warnings before construction commences, building component.Applicability oldest/in peremetersaMprope r A 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building dealgner. A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chordto be laterefty braced at , ` 14 2O 2.o.e.and at la o.c.respectively unless braced throughout thea length by //..' - �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA '. ,e'1"'(BC). [] �� DATE: 10/20/2016 the overall structure is the responsbo (�mty of the building designer. 3.2x Impact bridging or lateral bracing required where shown SEQ.: K2 4 9 0 5 2 5 4.No load should be applied to any component until after ail bracing and 4.Installation o/Inas la the responsibility of the respective contractor. fasteners am complete and at no time should any loads greater Man 5.Design assumes trusses are to be used Ina non-conoslve environment, TRANS I D: LINK design bads be applied to any component and are for"dry cond t on of use. �/ i ce/ 7 5.CompuTrus has no control over and assumes no responsbiy for the B.Design assumes full bearing at ell supports shown.Shim or wedge If EX P I RES: 1�./ 11201/ necessary. 4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, October 20,20 16 6.Thh design Is furnished sub(act to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPVWTCA in SCSI,copies of which wN be furnished upon request. Anes coincide with bat center lines. 9.Digits indicate sbe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate dodge values see ESR-13t 1,ESR-1988(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" Wind: 120 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #)1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFP.S(Dir), BC: 2x4 DF 416BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. 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 TOTAL LOAD= 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-00 15-00 T 12 HM 12 6.00 3 Q 6.00 9 o t - 10011111°111111.111°1111.1111°11°111°11°111111111.12i ;Ai ,i 5 I o0 M-3x6(S) M-2.5x4 M-2.5x4 c:.O P R r4 S e. 18-00 12-00 - iatek• .. 61j0 1-00 30-00 , , •9200PE ' 1-01` 9� 1'. JOB NAME: DR HORTON PLAN 3724-A - Al / ' Scale: 0.2787 _ r rAt� 1 WARNINGS: GENERAL NOTES, unless otherwise p noted: OREGON R E GO <Cr 1.Builder and erection contractor should be advised deli General Notes 1.This design Is based only upon the parameters shove and is for an in iontsatAq� L l Truss: Al and 1A}arrdrgs before construction commences. building component.Applicability of design parameters and proper 4.‘‘,SIA A Vc j A, 2.2r4 compression web bracing must be instated where shown+. incorporation of component lathe responsibility of the bung designer, %^��p 1'�O`, �`q,.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at _� i 4 G, �1j�t Is the responsibility of the erector,Addtlonal permanent bracing of continuous o.c,and et 1 V o.e.respectively unless braced throughout their length by �A --- - T_ Impactsheathing or ater t sb plywood re sheataired wren and/or drywall(BC). .''"/E C7 n I l DATE: 10/20/2016 the overall structure le the responaDifity of the building designer. 3.2x impact bridging or lateral bracing required where shown++ !'T fl 4 SE Q.: K2 4 9 0 5 2 6 4.No load ehauld be applied to any oomponerd unit after at bracing end 4,Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes truexs are to be used In a nonconosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing et at supports shown.Shim or wedges EXPIRES: 11/�1f�/'► S.CompuTrus hes no control over and assumes no responsibilityMe e necessary fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provkied. 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center October 20,201 6 TPI/WTCA In SCSI,copies of which will be furnished upon request lines coincide with Joint center fines. 9.Digits Indicate size of plate M 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 ARIEL TRUSS VANCOUVER, WASHINGTON .LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GD£/Cq=1.00 TC: 2x9 DF HIEBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 1868 3- 8=(-457) 150 BC: 204 DF HASTE SPACED 24.0" D.C. 2- 3-(-2202) 30 8- 9=(0) 1217 8- 4=( 0) 777 WEBS: 2x4 DF STAND 3- 4=(-1942) 43 9- 6=(0) 1868 4- 9=( 0) 777 LOADING 4- 5=(-1942) 43 9- 5=(-457) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-2202) 30 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSI" 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRI REQUIRED BRG AREA ADDL. BC CONC LL+DL= 62.5 LBS @ 15'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -31/ 1405V -118/ 118H 5.50" 2.25 DF ( 625) M-1.5x9 or equal at BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 30'- 0.0" -31/ 1405V 0/ OH 5.50" 2.25 DF ( 625) non-structural verticals. LIVE LOAD AT LOCATION(S) SPECIFIED BY ISt 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 LI, DEFL = -0.087" @ 19'- 9.7" Allowed - 1.454" MAX TL CREEP DEFL = -0.217" @ 19'- 9.7" Allowed = 1.935" MAX LL DEFL = -0.002" @ 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.061" @ 29'- 6.5" 15-00 15-00 T 1' 7-09-07 7-02-09 7-02-09 7-09-07 Wind: 120 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 M-4x6 Q 6 00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 .,f,f iUllpIAIIIIIII\141pppM-1.5x4 M-1.5x.9 \ i :2.5X4 AT EACH END OF 2X9 HORIZONTAL INLET. o 4 q� T o sit I o M-3x6 M-285x9 M-2.5x4 M-3x6 6 o M-3x6(S) y 61 10-02-05 ), '762.50# �, y ".� ,Q` --P--- 9-07-07 10-02-05 /Ca �'i.tXGINE 4'' - , ib 18-00 12-00 't/ 89200PE ' r 1-00 30-00 1-00 ,' .4, 5,.. JOB NAME: DR HORTON PLAN 3724-A - A3 Scale: 0.2037 \ 1111qy\ /�� WARNINGS: GENERAL NOTES, unless otherwise noted: 7 j /f OREGON p� �CG/�, L� \.Yr tx 7.Builder and erection contractor shook!be advised of all General Notes 1.This deaFgn is based only upon the parameters aha wn and la for an individual \<� 2��, Truss: A3 and Weml before construction commences. buIdin component.Applicability of design Warnings 9 po PPI ty Ig parameters and proper 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. --._ - tO 3.Additional temporary bracing to Insure stabgtiy during construction 2 Design and et 10' the top and bottom chords to be laterally braced at ��� ��Is the responsbltlty of the erector.Additional permanent bracing of n o.c, et o.c,respectively unless braced throughout olein length by ). DATE: 10/20/2016 continuous sheathingor such as plywood sheaming(TC)angor drywall(SC). the overall structure h the responsibility of the building destgner. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K 2 4 9 0 5 2 7 4.No bad should be applied to any component until alter ail bracing and 4.lmAellatlon of trues is the responsibility of the respective contractor. �j .(/ i 7 fasteners ere complete and at no time should any loads greater Mnon- corrosive S.Design assumes trusses are to be used In nonorrosive environment, and are for"dry condition'of use. EXPIRES: 12/31/2017 1(.I I! Q TRANS I D: LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibiley for the 6.Design assumes tug beenng at all supporta shown.Shim or wedge if October 20,201 6 necessary. fabrication.hendIng.shipment and installation of components. 7.Design assumes adequate drainage In provided. 6.This design is furnished subject to the gmtattons set forth by 8.Plates shag be located on both faces of truss.and placed so their center TPUWTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center fines. 9.Dfglts indicate size of plate in Inches. MiTek USA,InciCompuTrus Software 7.6.60 L)-E 10.For bask connector plate design values see ESR-132 t.ESR-1988(Mitch) , . This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-3) 1801 3- 8=(-459) 148 BC: 2x4 DF (t1&BTR SPACED 24.0" O.C. 2- 3=1-2127) 75 8- 9=( 0) 1171 8- 4=( 0) 711 WEBS: 2x4 DF STAND 3- 4=(-1866) 89 9- 6=(-3) 1801 4- 9=( 0) 711 LOADING 4- 5=(-1866) 89 9- 5=(-459) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2127) 75 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -50/ 1374V -118/ 118H 5.50" 2.20 OF ( 625) Vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 30'- 0.0" -50/ 1374V 0/ OH 5.50" 2.20 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 = -0.087" @ 19'- 9.7" Allowed = 1.454" MAX TL CREEP DEF, = -0.205" @ 19'- 9.7" Allowed = 1.939" MAX LL DEFL - -0.002" @ 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 6 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.059" @ 29'- 6.5" 15-00 15-00 Wind: 120 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-09-07 7-02-09 7-02-09 7-09-07 load duration factor=1.6, I f ,f 1 f Truss designed for wind loads in the plane of the truss only. 1 12 6.00 M-9x6 Q 6.00 4 0„ M-2.5x4 or equal at non-structural diagonal inlets. 4 .f' likill.1% M-1.5x9 ` M-1.5x9 3 c Frl 4. 11111111111\ of - 8 g a,;, � M-3x6 M-2.5x4 M-2.5x4 M-3x6 �I M-3x6(5) . ), y y 10-02-05 9-07-07 10-02-05 .p PROF- 18-00 12-00 �� �' , 1-00 30-00 i=oo L��' 89200PE \1_ JOB NAME: DR HORTON PLAN 3724-A - A4 Scale: 0.2037 �' r; WARNINGS: GENERAL NOTES, unless otherwise noted: `. OREGON 1 "L.' 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 indNidual Truss: A 4 end Wemirgs before construction commences. building component.Applicability of design parameters and proper \ 4. O tic `\ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of me building designer. '/0 l- 14 f� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al r (� �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at la o.c.suns as y unless braced throughout their lengm by �` continuous sheathing such as plywood sheathing(TC)and/or dryrrall(BC), `L7 p i t DATE: 10/20/2016 the overall structure is the reaponsibltity or the building designer. 3.2a Impact bridging or lateral bracing required where shown++ ! fl 4 SEQ.: K2 4 9 0 5 2 8 4.No bad should be applied to any component until alter a6 bracing and 4.Installation ortrue.Is the reaponskltey arthe 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, LINK and are far"dry condition"of use. i (�i TRANS ID: design bads be applied to any component, 6.Design assuecsTdlbeadng stag svppodsshown.Shim er wedge if EXPIRES: 12/31I21J(7 5.CompuTrus lass no control over and assumes no responsibility for the necessary. y L., fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. October 20,201 6 6.This design Is furnished subject to the!Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so Meir tenter TPOWICA in SCSI,copies of which will be furnished upon request. fries coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MfTek USA.InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design vahies see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-4) 1063 3- 8=(-326) 101 BC: 2x9 DF 171&BTR SPACED 24.0" O.C. 2- 3=(-1273) 58 B- 6=(-9) 1063 8- 9=7 0) 549 WEBS: 2x9 DF STAND 3- 4=( -950) 18 8- 5=(-326) 104 LOADING 4- 5=( -950) 18 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1273) 58 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LI = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -38/ 931V -68/ 68H 5.50" 1.49 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5" -38/ 931V 0/ OH 5.50" 1.49 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = -0.033" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.077" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.002" @ 20'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" A 9-08-12 9-08-12 Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 f (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 5-01-13 4-06-15 4-06-15 5-01-13 load duration factor=1.6, Truss designed for wind loads 12 in the plane of the truss only. 6.00 HM-4x4 12 a 6.00 9,0" 9 III.%4 2.0 M-1.5x4 M-1.5x4 3 r 0 1 - e ►� of 0 M-2.5x4 M-3x8 M-2.5x4 y y - 0p PRGw 9-08-12 9-08-12 Cos GINIEF�`��'/� y1-00 y 19-05-08 y1-00 y / I_ , G q i/ :___40p.i.�' :9200PE \r JOB NAME: DR HORTON PLAN 3724-A - B2 Scale: 0.3088 ..: • e. WARNINGS: GENERAL NOTES, unless otherwise noted: \ Illi \ ec., Truss: B 2 1.Builder and erection contractor should be advised Oat General Notes 1.Thle design i6 based only upon the parameters shown and is for en individual72.: OREGON and Warnings before construction commences. building component.Appficabioty of design parameters and proper //` , 2.2x4 compression wale bracing mull be Installed where shown., incorporation of component is the responsibility of the building designer, %A)/ 3.Additional temporary bracing to Insure stabA'ily during construction 2.Design ed at lS the top and yet ora chords to be laterally braced at O r 14 2O�� Is the responsibility of the erector,Additions/permanent bracing of 2'c.c,and at f 0'o,c,respedtvely unless braced throughout their length by /pf�y- - - DATE: 10/20/2016 the sonnet structure is the responsibility of the build designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '"1`._ �� �° i^9 sib 3.2x Impact bridging or lateral bredrg required where shown•+ (� SEQ.: K'34 9 0 5 2 9 4.No load should be applied to any component until seer an bradrg end 4.Installation of truss is the responsibility of the respective contractor. --- -- fasteners are complete and et no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be voted to any component, end are for"drycentiliter of use. • 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes hill bearing et all supports shown.Shim or wedge K EXPIRES: 12/31/2017 necessary. y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 20,2O.1 1 6 6.This design is furnished subject to the Am8etions set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BC51,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-1988(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS 19-05-08 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 50 8=(-100) 1209 3- 8=(-396) 129 BC: 2x4 DF #1&BTR '' 2- 3=(-1940) 168 8- 6=(-100) 1209 8- 9=( -16) 559 WEBS: 2x4 DF STAND LOADING 3- 4=(-1044) 106 8- 5=(-396) 124 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1049) 106 TC LATERAL SUPPORT 6= 12"OC. UON. TO UNIF LL( 50.0)+DL( 14.05= 64.0 PLF 0'- 0.0" TO 19'- 5.5" V 5- 6=(-1990) 168 BC LATERAL SUPPORT <= 12"00. DON. TC UNIF LL( 12.5)+DL( 3.51= 16.0 PLF 1'- 0.0" TO 18'- 5.5" L 6- 7=( 0) 50 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 19'- 5.5" V OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal et non-structural 0'- 0.0" -113/ 1022V -68/ 68H 5.50" 1.64 OF ( 625) vertical members Soon/. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19'- 5.5" -113/ 1022V 0/ OH 5.50" 1.64 DF ( 6251 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 = -0.091" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.083" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.002" @ 20'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.019" @ 19`- 0.0" MAX HORIZ. TL DEFL = 0.028" @ 19'- 0.0" 9-08-12 9-08-12 Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, f ,r 1 (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), 9-11-14 4-08-19 4-08-14 4-11-14 load duration factor=1.6, T 1 T .' I Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 G7" I IM-4x4 Q 6.00 4.0" 4 0" M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. 11111.111111111111111111111.111111111111111111. M-1.5x9 MM-1.5x4 11111111111111111.111111111111.11.11.1.1.111.1111°. 3 ,iiiiiiiiiiiiiiiil ♦"� rr 1 2 R o 8 -6 1 M-3x4 M-3x8 M-3x4 ipPEA- ? .-- 0y y 9-08-12 9-08-12 ( " . .... �. .y yy � ' 89200PE �1-00 19-05-08 l-00 1 JOB NAME: DR HORTON PLAN 3724-A - Al !lis : : Scale: 0.3088 : , OREGON De � .;.: WARNINGS: GENERAL NOTES, unless otherwise noted: Y 1.Builder and eredlon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ryA 20A �` Truss: B1 and Warnings before constriction commences. boldin component Applicability of design �� • •" 1 4, ... g P PP ty sig parameters and proper ,pry_` f 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer, ''! - 3.Additional temporary tracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterely braced at 4E�RI L- is the responsibility of the credo,.Additlonet permanent bracing of 7 et(s end al e.ler o.c.respectivelyachnpseed n braced throughout their length by DATE: 10/20/2016 the overall structure Is the r continuous sheathing each as plywood sheelhing(TC)armor drywal(BC), espons(bitty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 2 4 9 0 5 3 0 4.No bad should be applied to any component until after ea bracing end 4.Installation of truss is the responelbility of the respedhe contractor. } e7(} fasteners are complete end at no time st»utd any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, end are far"dry condition"of use. EXPIRES: 1 2rJ t71 I1C.4-)1 TRANS I D: LINK design bads be applied to any component. 5.CompuTrus has no control over and assumes no responaiblay for the 6.Design assumes fail bearing at ab supports shown,Shim en wedge H nn necessary. October 2Vr2V16 fabrlcaHon,handling,shipment and installation of components. 7,Design assumes ode drains is 8.This design adequate ger provided. ign is furnished subject to the limitations set forth by 8.Plates shah be keeled on both feces of truss,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request fines coincide with Joint center lines. E Mitek USA,IneJCom Trus Software 7.6.6 7L- 9.Digits Indicate size of plate in Inches. ( ) 10.For basic connector plate design vebes see ESR-1311,ES8.1888(MTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS - TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 2-3=(-112) 20 IC 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -98/ 488V -2/ 22H 5.50" 0.78 DF ( 625) 0'- 9.2" -167/ 45V 0/ OH 5.50" 0.07 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) l'- 0.0" -123/ 25V 0/ OH 1.50" 0.04 DF ( 625) 6.00 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 BOTTOM CHORD CHECKED FOR 1OPSF 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 LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.004" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.3" Allowed - 0.014" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Wind: 120 mph, h=16.4ft, 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. 3 O ti f 1 AllO I O ,1-2.5x4 ,i0 P R Opt 1-00 1-00 `G -- !PROVIDE FULL BEARING;Jts:2,4,4 I ��Co . NG1NE �.0 ; 9200PE ter'_; JOB NAME: DR HORTON PLAN 3724-A - JI w i Scale: 1.1267 111101.4 I. WARNINGS:a GENERAeNNOTES, unless otherwise natter OREGON 4.j 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 indNlduat Truss: J1 and Ktmings before construction commences. budding component.A cab po ppNY of design parameters and proper p 2.Dt4 compresslan web bracing must be Installed where shown•. Incorporation of component is the responsibility of the building designer. ��/ IC� 3.Additional temporary bracing to Insure sleb,Tity during conalrudloe 2.Design trd acnes the top and bottom chords to be Latera a braced at - + '�/� �,O. is the responsibility of the crector.Additional permanent bracing of Y no_ou at 10.0.,reapedivay unless braced lhroughaut thein length by -- t'Z. DATE: 10/20/2016 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood aheething(TC)andfor drywee(BC). y{ �J 3.2x impact bridging or lateral bracing required where shown ��R{L.\- SEQ. : K2 4 9 0 cJ 3 1 4.No load should be applied to any component until alter as bracing end 4.Installation of truss is the respuenibildy of the respective contractor. _ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design to be applied to any component, and are for-dry condition`of use. I.Desgn assumes full bearing at all supports sheen.shim or wedge n EXPIRES: 12/31/2017 and5.Compu7rus hes no control over aassumes no responsibility for the necessary, (.., fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 20206 6.This design is furnished subject to the timeatlons sat forth by 8.plates shag be located on both faces of truss,and placed so their center , TPIMTCA in BC51,copies of whtch We be furnished upon request, lines coincide weir joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTnts 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 ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 OF#1&BTR SPACED 24.0" O.C. 2-3=(-51) 8 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 299V -6/ 38H 5.50" 0.48 DF ( 625) 2'- 3.2" -8/ 26V 0/ OH 5.50" 0.04 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -11/ 58V 0/ OH 1.50" 0.09 DF ( 625) 6.00 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 BC PANEL LL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.073" MAX TC PANEL TL DEFL = -0.003" @ 1'- 6.4" Allowed = 0.201" MAX HORIZ. LL DEFL = -0,000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" 3 -/ Wind: 120 mph, h=16.8ft, 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. r 0 o - o - I \/ y 1 M-2.5x4 y L y D-Pito 1-00 2-06 .,{�� Fe: PROVIDE FULL BEARING;Jts:2,9,3 ��G ��+1NE-�. �� �� N ISE cc.; 89200PE JOB NAME: DR HORTON PLAN 3724-A - J2 Scale: 0.9969 F=..,,,, • ,__ • WARNINGS: GENERALe NOTES, unless eBrr pe rated: \ \ OREGON 1.Builder and erection contractor should be advised of aft General Notes 1.This design in based ordy upon me parameters shown end Is for an Individual AAA_ ' Truss: J2 and Warnings before construction commences, buRding component.Applicability of design parameters and proper L\',."../ A ; 2.2x4 compression web tracing must be tnstaRed where shown+, incorporation of component re the responsibility of the hulloing designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateragy braced at /� ry 14 r 2,O is the responsbfty of the erector.Additional permanent bracing of 2'o.c.and at 1D'o,c.respectively unless braced Throughout their length by ,. ,4 ' .. --- -- C�. continuous sheathing such se plywood sheathing(TC)and/or drywall(BC). -s'JE 1 Ii i 1, `,J DATE: 10/20/2016 the overall structure is the responsiblfity of the building designer. 3.2z Impact bridging or lateral bracing required where shown+. 1-� SEQ. : K2 4 9 0 5 3 2 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any beds 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 conditionof use. 5.GompuTrus has no control over and assumes no responsibility for the 6.Design assumes fullbearing at all supports shown.Shim e,wedge if EXPIRES: 12131/2017 necessary. L, �+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 20, V/�1 V 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both feces of truss,and placed so their center TPUWTCA In SCSI.copies of which edt be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc.JCompuTrus Software 7.6.5(1 L)E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF tl1&BTP. LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(-11) 10 3-4=(-62) 14 BC: 2x4 DF #15BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-67) 12 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT • MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 297V -12/ 35H 5.50" 0.48 DF ( 625) OVERHANGS: 12.0" 0.0" 2'- 6.0" 0/ 84V 0/ OH 5.50" 0.14 DF ( 625) LL = 25 PSF Ground Snow (Pg) 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 = 0.004" @ 1'- 1.7" Allowed = 0.121" MAX TC PANEL TL DEFL = 0.004" @ 1'- 1.7" Allowed = 0.182" MAX HORIZ. LL DEFL = -0.000" @ 2'- 4.3" 2-04-04 0-01-12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 4.3" 12 6.00 L 2 Wind: 120 mph, h=16.8ft, 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. M-1.5x4 3 -- r .41111111111111111111111111111 0 v. I I Q /- M-2.5x4 M-1,5x4 y y 1-00 2-06 � .p PR DFF�;_. ,- SIA 4,��S,,2 ,' �9200PE ��' _____,4,,,,,... .e •.JOB NAME: DR NORTON PLAN 3724-A - J3Scale: 0,6921 -� _• WARNINGS: GENERAL NOTES, unless otherwise noted: '/ \ p' A Z ' 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 ,,,,7,:,....,.. p O R E G O 1 M �1/ Truss: J3 and Warns gs before construction commences. building component.Applicabilityof design ,Jlr v sig parameters and properA 2.Deo compression web bracing must be instated where shown•. incorporation of component Is the responsibility of the building designer. /0, , { 2- ♦ �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at �O 7 A Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 117 o,e.respectively coedunlesss braced Throughout their length by --+^t----- Cl DATE: 10/20/2016 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R R11..\-- �J the overall structure is the responalblkty of the building designer. 3.2x impact bridging or lateral bracing required where shown+t l.. SEQ.: K2 4 9 0 5 3 3 4.No load should be spelled to any component until after all bracing and 4.installation of buss Is the responsibility of the respective contractor. fasteners am complete and at no time should any bads greater than 5.Design assumes trusses am to be used In a noncorrosive environment, TRANS I D: LINK design beds 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 fait bearing at all supports shown.Shim or wedge a EXPIRES: 12/31/ 2/ O1 7 necessary. fabrication,handing,shipment and Installation of components. 7,Design assumes drains adequate 6.This design Is furnished subject to the limitations set forth by R drainage is ruOctober 2O,201 6 8,Plates shall bet be located on both faces of truss,end placed so Their center TPVWTCA In SCSI,copies of which wit be furnished upon request. fines coincide with joint center fines. Mffek USA IncJCompuTrus Software 7.6.b(7 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 ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN l'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR 1-2=( 0) 50 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-71) e 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 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" -65/ 362V -3/ 25H 5.50" 0.58 DF ( 625) 1'- 1.5" -86/ 26V 0/ OH 2.00" 0.04 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -61/ 15V 0/ OH 1.50" 0.02 DF ( 625) 6.00 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" 0 -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 TC PANEL LL DEFL = 0.000" @ 0'- 8.9" Allowed = 0.039" MAX TC PANEL TL DEFL - 0.000" @ 0'- 8,9" Allowed = 0.059" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" MAX HORIZ. TL DEFL = -0.000" @ 1'- 1.7" Wind: 120 mph, h=16.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 <r 0 /- All I I o0 0 M-2.5x9 y1-00 y 1-02-08 y -(,'"cp PR°F,= 'PROVIDE FULL BEAP.ING;Jts:2,4,4 ' c3.7. c7, �NAG1NE��7/,,,,,'" s,O 89200PE �<' ��► JOB NAME: DP. HORTON PLAN 3724-A - J4 Scale: 1.0965 WARNINGS: J GENERAL NOTES, unless otherwise noted: ` f '� OREGON p�' '� Truss: J 9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual •-7 ` p OR E G O V and Warnings before construction commences. building component.AppgcebiAty of design parameters and proper 4, /s, 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the hung designer, K. ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Mteraly braced at /� • 14 20, ��, Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.c,reepeGively unless braced throughout their length by - DATE: 10/20/2016 the overall structure is the recontinuous sheathes such as plywood sheething(TC)and/or drywell(BC). �- 'R R 14- sponsibility of the buAd'es designer. 3.2x Impact bridging or lateral bracing required where shown++ S EQ. : K2 4 9 0 5 3 9 4.No load should be applied to arty component until seer ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component, and are for"dry condition"of use. e n,]{I S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown,Shim or wedge If EXP I RAS: 1,�(sJ l/21 7 fabrication,handling,shipment and Installation of components. necessary. + {,., .l G 6.This design Is furnished subject to the limitations set forth T.Design assumes aced on drainage is pro Miss. n October ZO}20 1 V 6.la Plates shall be boated on bath fans of buss,and placed so their tamer TPUWTCA In BCS',copies of which whit be furnished upon request. lines coincide with joint center tines. MiTek USA lncJCompuTrus 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(MlTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 9.5" Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. 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 PIF DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 PIF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-04-12 9-04-12 12 6.00 p HM-4x4 12 Q 6.00 4l11liI1i 2 4 MN Ii: 0 3 %/1//!///!!//////////!/////////!!/41CO' //!A% AV//I!!/!!i!//!//..../!/IMP/ and/!// /!///!///////!!//AMU% Aro' ////!///!.121r !//////////I M-2.5x4 -9 4 y �,D PR/F. - 1 00 - 18-09 08 `CO `� �� ANG E�� c7 02 Q/ 89200 P E 9r JOB NAME: OR NORTON PLAN 3724-A - 3C0C1 Scale: 0.4337 WARNINGS: GENERAL NOTES. unless otherwise noted: \ �. 1.Budder and erection contractor should he advised of at General Notes 1.This design Is based on upon the � OREGON A ,,�(1./ •.i Truss: 3 COC 1only po parameters shown and Is for an individualA � �J and Warnings before construction commences. building component.Applicability of design parameters and proper -�, V8 incorporation of corn 2.2x4 compression web bracing must be Installed where shown r, component is the responslbnity of the building designer. �� t` 14 4 �O a4 3.Additional temporery bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced al r is the responsibility of the erector.Additional permanent bracing of n o.c.and at 16'o.c.respectively unless braced throughout their length by - t—t-- C�. DATE: 10/20/2016 the overall structure is the r continuous sheathing such as*wood sheathing(TC)and/or drywall(BC). 1 R R 1%.� [J esponatbi6ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K2 4 9 0 5 3 5 4.No bad should be applied to any oomponenl until after a6 bracing and 4.Installation of tons is the responsibility of the respective contractor. - fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: 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.Design assumes fug bearing at ad supports shown.Shim or wedge if EXPIRES: 12/31 /2Q17 necessary. fabrketion,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 shag n be located on both faces of truss,and placed so their center October 20,2^ Q TP[NYfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digins Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7,6,6(7 L)-E 10.For bask connector plate design values see 618.1311,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 9.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF 415BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-2) 1020 3- 8=(-311) 100 BC: 2x9 DF 81&BTR SPACED 29.0" O.C. 2- 3=(-1223) 55 8- 6=(-2) 1020 8- 4=( 0) 522 WEBS: 2x9 OF STAND 3- 4=( -913) 17 8- 5=(-311) 100 LOADING 4- 5=( -913) 17 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1223) 55 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -37/ 903V -65/ 65H 5.50" 1.95 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 9.5" -37/ 903V 0/ OH 5.50" 1.95 OF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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= -0.031" @ 9'- 4.8" Allowed = 0.894" MAX TL CREEP DEFL = -0.072" @ 9'- 4.8" Allowed = 1.192" MAX LL DEFL = -0.002" @ 19'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 18'- 4.0" MAX HORIZ. TL DEFL = 0.023" @ 18'- 4.0" 9-04-12 9-04-12 • Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-11-13 4-04-15 4-04-15 4-11-13 load duration factor=l.6, l' 1 f T Truss designed for wind loads in the plane of the truss only. 12 12 6.00 TIM-4x9 Q 6.00 4.0" 2.0" M-1.5x4 Ah M-1.5x4 3 c a.c� .. IIIIIIIIIIIIIIIIIIIIIIh„..' „al a- 0 1 il 8 7O M-2.5x4 M-3x8 0 P9-2.5x4 y y y 9-04-12 9-04-12 <�� � PR������' �-s G 1-00 18-09-08 y1-00 yam`; F� �� �;' 9200P v' JOB NAME: DR HORTON PLAN 3724-A- 3COC2 Scale: 0.3212 !♦ 1 WARNINGS: GENERAL NOTES, unless otherwise noted: �� r 1.Budder 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 \7� OREGON �� Truss: 3 C0C 2 and Warnings before construction commences. budding component.Applicability of design parameters and proper ...QQQ 2.2a4 compression web bracing must be Installed where shown•, incorporation of component is the respomlbdity of the building designer. < 14 �O 4 3.Additional temporary bracing to insure/debility during construction 2.Design assumes the top and bottom chords k be latero braced at /Vl 7 o.c.and at ea o.c.respectively unless braced throughout their length by 'Ca i is the responsibility of the erector.Additional permanent tooting of continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). j"9 iR1 t 1` - DATE: 10/20/2016 the overall structure is the responslbNty of the building designer. 3.St Impact bridging or lateral bracing required where shown•• - (� L v SEQ.: K2 4 9 0 5 3 b 4.Na bol shook be applieda tt ed to any compo until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. - - fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and are for"dry condition"ct use. C�/ J { bsty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EX R I RES: 1(_.J 1/2Q 1 7 5.CampuTrus has no control over and assumes no respons necessary. 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 shad be located on both faces of truss,and placed so theft center October 20,20 16 TPIMTCA in BCSI,copies of which will be furnished upon request. Innes coincide with joint center lines. 9.Digits indlcate size of plate in inches. MTek USA.IncJCompuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-98) 70 TC LATERAL SUPPORT 0= 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 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" 0/ 325V -40/ 107H 5.50" 0.52 DF ( 625) 3'- 8.0" 0/ 64V 0/ OH 1.00" 0.10 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -51/ 98V 0/ OH 2.00" 0.16 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 TC PANEL LL DEFL = -0.012" @ 2'- 2.2" Allowed = 0.310" 3-09 MAX TC PANEL TL DEFL = -0.016" @ 2'- 2.2" Allowed = 0.465" f T MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.0" 12 3 -T MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.0" 12.00 7 4 Wind: 120 mph, h=18.lft, 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. N O v ,- Lo O �� O -, MEMO 04 M-2.5x4 * Jy 3-08 0-01 y y (PROVIDEFULL-gthRING;Jts:2,3,4 3-09 Q�D PR0F� < �1 r s ,,���/ . -v,G I N E 19 sod �` t :9200PE .\I- '1 JOB NAME: DR HORTON PLAN 3724-A - DGOJS Scale: 0.5605 4111,7. �� / ._.... .- -. 1WBuilder GENERAL NOTES, unless ethepotherwise mete ' ~ OREGON C(/ Truss• DGO J 5 1.Brdder and erection contractor should be advised of lig General Notes 1.Thin design is based on upon the igy po parameters shown and Is for an indNldual and Warnings before construction commences. building component.Applicability of design parameters and proper 10•7p 2.2114 oomp ossion web bracing must be Installed where shown•, incorporation of component is the responsibility of Me building designer. �O 1 �O 1 1�, 3.Additional temporary bracing to Insure atab&ty during construction 2.Design assumes the top and bottom chords to be laterally braced at r14 Ar lathe ne n o.c,and at 10'o.c.respectively unless braced throughout their length by -- - ----- Q.C_ aponmam of the arector.Adderonal permanent bracing o} continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). R R 10- DATE: �•/ 10/20/2016 the overall structure is the responsibility of the building designer. 3.211 Impact bridging or lateral bracing required where shown•• SEQ.: K2 4 9 0 5 3 7 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastener.are complete and at no lime should any loads greater than 5.Design assumes 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.CompuTrus has no control over and assumes no responsibllrly for the 6.Design assumes full bearing at allsupports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October ZO r 2016 6.This design is furnished subject to the limitations set forth by 6.Plates shag be located on both faces of truss,and placed so their center TPIANTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center eves. 9.Diges indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-7311.950-1988 IMITek) • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-1) 3 3-5=(-113) 61 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 68 WEBS: 2x4 DF STAND 3-4=( -16) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ 0'- 0.0" 0/ 319V -41/ 109H 5.50" 0.51 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -40/ 149V O/ OH 2.00" 0.24 DF ( 625) M-1.5x4 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 TC PANEL LL DEFL = -0.012" @ 1'- 11.0" Allowed = 0.286" MAX TC PANEL TL DEFL = -0.014" @ 1'- 11.0" Allowed = 0.429" 3=05-12 0-03=09 MAX HORIZ. LL DEFL = 0.000" @ 3'- 5.8" f f f MAX HORIZ. TL DEFL = 0.000" @ 3'- 5.8" 12 M-1.5x4 4 -/ 12.00 Wind: 120 mph, h=18.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N O cr All u't O 511111.1.11.11111.11111111111110 O '=' 5 CR M-2.5x4 M-1.5x4 1 .6 k /' 3-05-12 0-03-04 y 1-00 y 3-09 y �p pRpF `Co NG I N F�`S�j, 89200PE v,f"�\ JOB NAME: DR HORTON PLAN 3724-A - DGOJSGE Scale: 0.5291 44:111111!14411; r - 1 WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the permeates shown and Is for an Individual OREGON Truss: DGO JS GE end Warnings before construction commences, building component.A A 9 Po ppAcabflity of design parameters and proper G,. i/� p d 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component S the responsibility of me building designer, I ` '` 3.Additional temporary bracing to Insure ctabiAty during construction 2.Design assumes Me top and bottom chords to be laterally braced at 'O 14 2- -�"'I:- is the responstbghy of the erector.Additional permanent bracing o! Y o�,and at 10'o.c.reepedively unless braced throughout their length by - -`. DATE: 10/20/2016 the overall structure is uta re continuous sheathing such as plywood sheething(TC)and/or drywall(BC). �R R I a� responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K2 4 9 0 5 3 8 4.No load should be applied to any component until after ail bracing and 4.Imtefatlon of truss is the responsibility otthe respectIve contractor. fasteners are complete and at no time should any loads greater than 5,Design assumes tomes are to be used Ina noncorrosive environment, TRANS I D: LINK design bads 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 toil bearing at an supports shown.Shim or wedge if EXPIRES: 12/31/2W j 7 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes acts 6.This design Is furnished subject to the IlmyatIons set forth by dusts ofecdrainage is provided. October 20,2016 8.Plates strait be located on bath feces of trues,and placed so their center TPf/WTCA In BCS',copies of which will be fumished upon request Imes coincide with joint center Anes. MiTek USA, mpuTrus IncJCo 9.Digits indicate size of plate In inches. Software 7.6.6(1 L#E 10,Fm basic connector plate design values see ESR-1311,ESR-1986(MiTek) Symbols Numbering System y General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4`8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 TOP CHORDS 3 1. Additional stabilitybracingfor truss system,e.g. and fully embed teeth. diagonal or X-bracing,is lways required. See BCSI. 0 '1116 ' C1-2 C2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves pWEBS c,,,, 4 may require bracing,or alternative Tor I eccs 5 ��� M o bracing should be considered. 1 ill MIU a6 �, 3. Never exceed the design loading shown and never a' stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-s 1— designer,erection supervisor,property owner and plates 0- 'lid'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 e— 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 ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 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,ESR1988 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,sizeorientation 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 4100P Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of theby AWC in the 2005/2012 NDS 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, BEARING or less,if no ceiling is installed,unless otherwise noted. .4.e,, 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint © 16.Do not cut or atter truss member or plate without prior 2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��x 18.Use ofteen or treated lumber may y 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, a s' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE12O-SP MiTek USA,Inc. Page 1 of 2 ` SII _.-J (R) _.._.. .. . ( \ / 1t I—) Typical_x4 L-Brace Nailed To 2x- Verticals W/10d Nails,6"o.c. Vertical Stud v I ,. r---: \ Vertical Stud I w(41re-16d Common \ \. Wire Nails �� • \ \ BR DIAGONAL c� J F ' ' —.J\;�L _ /�/ ` \\N `j.''y� �� i MiTek USA, Inc. I fl• 16d Common i+ `� _--Wire Nails SECTION B-B Y Spaced 6"o.c. DIAGONAL BRACE /---♦-- R x� 4'-0"O.C.MAX - —.... - ___, (2)-10d Common .--- �`�--2x6 Stud or �� TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 111\\ 2x4 No 2 of better 12 SHOWN ARE FOR ILLUSTRATION ONLY. -. Typical Horizontal Brace \/ _�., i Nailed To 2x Verticals ---�% '-., 12 SECTION A-A \ w/(4)-10d Common Nails `, 2x4•Stud 1 '--•-AI -j Varies to Common Truss -- -- --- 1 pm". A # #' /77---,.4 ►yir.*ivawr SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST ""` "�"'�"�'N' "�""" DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING / �_� TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH I / I ** 1 (5)-10d COMMON WIRE NAILS. / - ''---- --, 3x4= �; b Tom-- : B S i-------- ` _ - (4)-8d NAILS MINIMUM,PLYWOOD i/ ////_Z ; / / /../_, /_ ^// / //1//;/ T/ SHEATHING TO 2x4 STD SPF BLOCK // i /, * -Diagonal Bracing ** -L-Bracing Refer \. / Refer to Section A-A to Section B-B 24"Max Roof Sheathing- NOTE: r.� —7— —441-- -- 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. '�._...--.___�y/ ,/__ ' < �' j 2.WALL TO BE PROVIDED BYCONNECTION BETWEEN OPROECT ENGINEER OR ARCHITECT.TTOM CHORD OF GABLE END TRUSS AND I 1'-3° (2)-10d' 1 / \ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. '�/ i° - ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT /<,4</;\ / / /�{ (2)-10d NAILS BRACING OF ROOF SYSTEM. \; \\/ y 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB ,- �; . OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ,/ , \ 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF >TrUS S 24" Q.C. DIAPHRAM AT 4'-0"O.C. ,-,(y \ 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / 0: )‹.\ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. g • // . ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2"x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace \ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point -- ./ ( COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. _� / TO BLOCKING WITH(5)-10d COMMONS, 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed ; \ TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall yr HORIZONTAL BRACE -- -..... ..... I — --` (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 I 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace 1 L-Brace BRACE 1/3 POINTS Species —.__1 and Grade Maximum Stud Length 2x4 SP No.3/Stud'12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 1 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 _7-8-14 11-7-5 2x4 SP No.3 i Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 / Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c.,with 3in minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH- - ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.