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Plans v5-12v {6 - 005613 91 43660 51» , sJAHmAt Lp,- -1 11 A F--,--- - ild Ell # 4,/ VI - . t-,'- -ILA W. IL, ) PEC 1 2015 SUIL"ii‘'Ir• 7) -- 35-00-00 f 19 D.R. HORTON .I\ , PLAN 3726 "B" • --/ -,/ GARAGE LEFT <---,--a• > ' , . . , 5/1Z , ' • , . , . ... 'T I ' AU I ,...., i ..rt CO 0- CD c'cn 1 c, co (e) PANEL BLOCKS L .44-- __ 5/12 PITCH (MAIN UPPER) ' 11011 OVER HEARWAL 5/1 ,I, 6/12 PITCH (FRONT GABLES & PORCH) E ' ' in 1------ - ....-- =p -I 25# LOAD 9-6;TALI (5) . 1 . PANEL BLCCKS 1-00.H. CER SHEAR WALL , . 7-S TA_L ARIEL TRUSS CnCD 11111111k- 574-7333 ARAM i ....___ . ._ rn riPP. s 1. , ICI ari DRAWN BY: KEVIN LENDE AfilliMi 1111111r ..Ai 101.1 0 0 H. Ill 111 ‘44iViNi--grAliPriA. * ° Illft As.1. ...),... ....9:..., m__,____,i __ ... .......r.,_________..„..• 0, r. II „__ .. ,.. ....,—.... 4;ipp G.E. . •r73 - 1 III 6/12 • 6/12 - -As 14-03-00 SPAN VAL 'USS Tlit fIr dq12 •lr 2.o'f( 1' gt 1 1 602 1 c) c) @1)DO STRUTS 7-.= = 0. 7 -71'le ; )• 10-09-00 y SPAN 6-07-08 . -----, SPAN ._: n , o imi I' ALA— CD7111°a-- ,‹ ._.• um F , -\, LU S aLf o -----.-, 10 -3 • C CA I--I 7 n ---------------,=///' , 35-00-00 T D.R. HORTON (_,‘, PLAN 3726 "B" 1 , . I I GARAGE RIGHT it, Ii i 1900. 1 0 .1 0 1111 1 c, o i CD I f I . Li' 12 Li.ii Q 1111111 ,I� , � �' BLI�CKSi (FRONT GABLES 6 PORCH) in =-- I � a SHE�RWA; iiIi4IIIbuii -6 IALL� 25# LOAD 1-00.H. •p TA• A11111■�1•■•,`' o ARIEL(�! ' i. L VI ! m cD .I DRAWN BY: i I Iaii ~jUIUU Al -IR KEVIN LENDE ru Vi, �..�:;'lHI.I.u"rn' 'a '.i '1 ".7 r.71Eillakillall EN AllrillIfilLoN•111111111m. --i Imamf_ cs I./Id ilitiLvmumpla,M laili -gam Ow gi 6/12 6/12 Ii ± y G.E. le p - fI 14-03-00 VALLE S SPAN o� 33 ml wl".12- ' ' • ' - - -ADD STRUTS �I y 10-09-00 - SPAN ��` -- �: ,. � 6-07-08 y �� n SPAN O 4 13 of _ •' ; 7 , toa 0 a D C 7 C Cn H D C7 mit MiTekP MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR HORTON PLAN 3726-B 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: K2547125 thru K2547142 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. ��Ep P R oFFsNE (S <44 89200PE 74 OREGON 1)4 /4.,��` 'O Al/Y 14 `1°'\ - FRRIL\- November 7,2016 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 14'— 3.0" Wind: 120 mph, h=17.9ft, 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, MWFRS(Dir), BC: 2x9 DF #1&BTR SPACED 29.0" 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 PIP DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY, 7-01-08 7-01-08 T 12 I. 6.00 p UM—4x4 12 Q 6.00 Q, o .� I , o 1 y 1 0 M-2.5x4 M-2.5x4 . � �- 1-00 14 03 .V. 1 .O.•I �� :9200PE \— 1 JOB NAME: DR NORTON PLAN 3726—B —Al Scale: 0.5281 �4/11). F / 1 WARNINGS: GENERAL NOTES, unless otherwise noted: 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 en individual OREGON 1/ Truss: Al and Warnings before construction commences. buldincomponent.Applicability Ap v g Im of design parameters and proper r'/� ��,; 1 2.2x4 compression web bracing must be Installed where shovm+, incorporation o}component k the responsibility of the building designer. ry! L A `� 3.Additional temporary brat to Insure ate 2.Design assumes the tap and bottom chords to be laterally braced at •,O ( 't t 2Oi po ry a+g bRty during wnstrudbn 7 o.c.end at la o.c.respectively unless braced throughout their length by tel,,. k the responsibility of the erector.Additional permanent bracing of continuous sheath ouch as sheathing(TC)) drywall(BC). 4b RI L�-- DATE: 11/4/2016 the overall structure Is the responslbaty of the building designer. i^9 plywood aired in C end or d ( ). /� 3.be Impact bridging or lateral bracing required where shown++ SEQ.: K2 5 4 712 5 4.No bad should ba applied to arty component until alter all 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 tunes are to be used in a noniroroa ca environment. TRANS I D: LINK design bads be applied to any component and are for'dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibtlRy for the 6.Design assumes NA bearing at e8 supporta shown.Shim or wedge H EXPIRES: 12/31/2017 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage k prodded. 6.TMs design Is furnished subject to the limitation set forth by 8,plates shall be located on both faces of truss,and placed so their comer November 7 r 2O V TPIWfCA In SCSI,copies or which will be famished upon request. lines coincide with joint canter lines. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L}E 9.Digits indicate sire 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 LUMBER SPECIFICATIONS 14-03-00 GIRDER SUPPORTING 44-06-00 IBC 2012 MAX MEMBER FORCES 4WP,/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-10014) 996 1- 6=(-856) 8812 6- 2=( -250) 2720 BC: 2x8 DF SS 2- 3=( -7314) 750 6- 7=(-846) 8702 2- 7=(-2672) 288 WEBS: 2x9 DF STAND; LOADING 3- 9=( -7314) 750 7- 8=(-896) 8702 7- 3=( -636) 6299 2x9 DF #166TR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9- 5=(-10014) 996 8- 5=(-856) 8812 7- 9=(-2672) 288 Cs=1, Ce=1, Ct=1.1, 2=1 4- 6=( -250) 2720 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 19'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DLI 10.0)= 10.0 PSF 0'- 0.0" TO 14'- 3.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 531.2)+DL( 361.2)- 892.5 PLF 0'- 0.0" TO 14'- 3.0" V 0'- 0.0" -690/ 6958V -43/ 93H 5.50" 11.13 DF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 14'- 3.0" -690/ 6958v 0/ OH 5.50" 11.13 OF { 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.081" @ 7'- 1.5" Allowed = 0.667" MAX TL CREEP DEFL = -0.191" 9 7'- 1.5" Allowed = 0.889" MAX HORIZ. LL DEFL = 0.020" @ 13'- 9.5" MAX HORIZ. TL DEFL = 0.034" @ 13'- 9.5" Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-01-05 7-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.E, f Truss designed for wind loads 4-03-11 2-09-13 2-09-13 4-03-11 in the plane of the truss only. T f. f f T 12 12 6.00 p 7:M-6x6 Q6.00 3 6.0" ilillpi M-3x8 M-3x8 4 et D M-5x16 M-5x16 -.41101•1141111111 _ MI 101°1111111P.- -- to I o 1 .ai 6 7 8 .15 p M-3x4 M-3x10 MHS-7x10 M-3x10 M-3x4 y y y y v 4-01-15 2-11-09 2-11-09 4-01-15 1 14-03 ''''\. -\ � � D --RQF�ss �5 ��GINE ,9 /q 89200PE' ter- \ JOB NAME: DR HORTON PLAN 3726-B -AS Scale: 0.9250 ( - WARNINGS: GENERAL NOTES. unless otherwise noted: \Q e / ON• I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: A2 and Warnings before construction commences, building component,AppRicabi5ity of design parameters and proper incorporation of component �� i1 A N A. 2.2x4 compression Web bracing must be InataBed where shown+. rpo p nent is the responsibility of the building designer. '�7 2.Design assumes the top and bottom chords to be latera braced at y`.. 3.Additional temporary bracing to Insure stability during construdlon laterally O ,� 14 2� �1 2'o.c.and at 117 o,c.respectively unless braced throughout their length by [^ 1 t i k the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) 44"`R RIO- DATE: 1 4�� DATE: 11/4/2016 the overall structure la the responslalftly of the building designer, and/or drywall(BC). r� 3.2x Impact bridging or lateral bracing required vfiere shown++ S E Q.: K2 5 4 712 6 4.No load should be applied to any component until alter all bracing and 4.Installation of tans is the responsibihly 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 non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and aro for"dry condition.'of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tuft bearing at allsupports shown.Shim or wedge K EXPIRES: 12/31/2017 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the fimltations set forth by 8.Plates shag trim,be located on both faces of tr ,and placed so their earner November 7r L V V TPUWTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines, MTek USA,IncJCompuTrus Software 7.5.6(7L-E 9.Digits indicate size of plate In inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF )l1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(0) 203 6-3=(0) 137 BC: 2x9 DF #1&BTR SPACED 29.0" O,C. 2-3=(-284) 0 6-9=(0) 203 WEBS: 2x9 DF STAND 3-4=(-289) 0 LOADING 9-5=) 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00- UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -29/ 392V -25/ 25H 5.50" 0.63 OF ( 625) Cs=1, Ce=1, Ct=1.1, 1=1 6'- 7.5" -29/ 392V 0/ OH 5.50" 0.63 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, 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 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'- 8.2" Allowed = 0.193" 3-03-12 3-03-12 MAX TC PANEL TL DEFL = 0.008" @ 4'- 11.3" Allowed = 0.289" T T f MAX HORIZ. LL DEFL = 0.001" @ 6'- 2.0" 12 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 2.0" 6.00 Q 6.00 Wind: 120 mph, h=17ft., TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), IIM-4x4 load duration factor=l.6, Truss designed for wind loads 34.0" 4� in the plane of the truss only. I 2.0" o II 0 1 6 -,,o M-2.5x4 M-1.5x4 M-2.5x4 .1 Jr 3-03-12 3-03-12 1-00 6-07-08 1-00 �p PRpF ',CCN '9 ' ' 89200PE �,171-- i JOB NAME: DR HORTON PLAN 3726-B - 81 Scale: 0,6137 t-% / .. � 1 �,, WARNINGS: GENERAL NOTES, unless otherwise noted: \, 1.Bulkier and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and s for an Indlvldual 1\ ,a OREGON / ; Truss: B1 and Warnings before construction commences, building component.ApplicabUdy of design parameters and proper ,!%s K. . incorporation of corn rent is the responsibility ng sig ��/ ,q 1� 2.2x4 compression web bracing must be installed where shown*. Poof the build) da nen, / 2.0N 3,Additional temporary bracing to Insure stab dud 2.Design assumes the top and bottom chords to be laterally braced at - , 14 ' po rY in9 stability ng wnsirudbn �� _ . Q ,. Is the responsibility of the erector.Additional permanent bracing of Y sc.,end et IN a.c.respectively an pt unless braced throughout their length by ��p -- _ continuous sheathingor such as*wood sheathing(TC)and/or drywall(BC), ""/�.`�j p 1 V.N V DATE: 11/4/2016 the overall structure is the responsibility of the building designer. 3.2x!piped bridging or lateral bracing required where shown++ F1 F7 SEQ.: K2 5 4 712 7 4.No bad should be appged to any component until ager ell bracing end 4.Installation of truss ie the responsibl5ty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to a component. and are for"dry conddion"of use. TRANS I D: LINK rn "y6.Design assumes bull bearing at all supports shown.Shite or wedge g EXPIRES: 12/31/2017 5.Compu7nn has no control over and assumes no responsibility for the necessary. ay tebrication,handling.shipment and installation of components. 7,Design assumes adequate drainage is provided. q�+ 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 November 7,20 1 U TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Rees. 9.Diggs indicate see of plate In Inches. MTek U SA,Inc./CompuTnfs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(101Tek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1,cBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(0) 203 6-3=(0) 137 BC: 2x4 DF #15BTR SPACED 24.0" O.C. 2-3=(-284) 0 6-4=(0) 203 WEBS: 2x4 DF STAND 3-4=(-284) 0 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -29/ 392V -25/ 25H 5.50" 0.63 DF ( 625) Cs=1, Ce=1, Ct=1.1, 1=1 6'- 7.5" -29/ 392V 0/ OH 5.50" 0.63 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 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'- 8.2" Allowed = 0.193" 3-03-12 3-03-12 MAX TC PANEL TL DEFL = 0.008" @ 4'- 11.3" Allowed = 0.289" T T f MAX HORIZ. LL DEFL = 0.001" @ 6'- 2.0" 12 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 2.0" 6.00 Q 6.00 Wind: 120 mph, h=17ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIM-4x4 load duration factor=1.6, Truss designed for wind loads 34.0 in the plane of the truss only. I 1 2.0" F- Ii o _ 11 a 1 'ROM 1 6 M-2.5x4 M-1.5x4 M-2.5x4 y * * 3-03-12 3-03-12 y * 1-00 6-07-08 1-00 �Q` D U fl c� -- 6��GS F�4 - ' 89200PE -.7L______, ,e . >• JOB NAME: DR HORTON PLAN 3726-B - B2 Scale 0.6137 -- r: lr WARNINGS: GENERAL NOTES, unless otherwise noted: '\ /'� I.► I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameteni shown and Is for an individual \`. 0 REG OI'8 , (4), Truss: B 2 and Warnings before construction commences. but/ding component.Applicability of design parameters and proper A incorporation of corn ! /1`� 2.2x4 compression web bracing must be installed where shown+. component is the responsibility of the building designer. '4 Y tJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �,,� '�4 - ?' ' 7 o.c,and at 10'o,c,respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). &-R.R 1 1-\ V DATE: 11/4/2016 the overall structure is the responsibility of the buildhg designer. 3.2.Impact bridging or lateral bracing required where shown++ v SEQ.: K2 5 4 712 8 4.No load should be applied to any component until after all bracing and 4,Installation of truss Is the responslblety 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. end are for"dry condtbn"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at aft supports shown.Shim or wedge a EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 7,201 6 8.This design is furnished sub)act to the fimfiaeons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BC SI,copies of which will be furnished upon request. lines coincide with Joint center fines. 9.Digits indicate sloe of plate In Inches. MiTek USA.Inc./CompuTres Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) r 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: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 10 6-7=(-11) 36 6-2=f-194) 1 BC: 2x4 DF #10BTP. SPACED 24.0" 0.C. 2-3=(-146) 0 7-4-( D) 111 2-7=( 0) 115 WEBS: 2x4 DF STAND 3-4=(-178) 0 7-3=( -10) 62 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" 0/ 206V -39/ 20H 2.50" 0.33 DF ( 625) Cs=1, Ce=1, Ct=1.1, I-1 5'- 1.7" -35/ 365V 0/ OH 5.50" 0.56 OF ( 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/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 6'- 1.7" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 6'- 1.7" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.009" 6 3'- 5.6" Allowed = 0.193" MAX TC PANEL TL DEFL = 0.008" @ 3'- 5.6" Allowed - 0.289" 1-10 3-03-12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" MAX HORIZ. TL DEFL= 0.000" @ 4'- 8.2" 0-05 1-05 3-03-12 0 ,� f fWind: 120 mph, h=17ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 "1 6.00 Truss designed for wind loads in the plane of the truss only. II M-4x4 ,4.0" M-2.5x4 L� 111%2 Q, f-- 604 2.0" t 0 o 1161111111k, mil -, o i4l• 7 ►��4 �o M-1.5x4 M-2.5x4 M-2.5x4 ; y y 1-08-04 3-05-08 5-01-12 1-00 � .D PR 0Fes � ' 89200PE. .ter JOB NAME: DP. HORTON PLAN 3726-B - B3 Scale: 0.5120 ( ---` � /% WARNINGS:a GENERALdesign Is NOTES, unless anhhe pa noted. \.\ s0lIllr 0' ON• w 4(j Truss: B 3 1•Builder and erection contractor should Na advised of all General Notes 1,This design Is basad only upon the parameters shown and Is for an Individual �q � , and WarNrgs before construction commences. building component.Appik:adllty of design parameters and proper Z. `. I OA tx;, /` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the reslwnsidlAy of the building designer. 3.Additional temporary bracing to Insure stabltly during conslrusion 2.Design assumes the tap end bottom chords b be laterally braced at r -4 t_ _ -�� to the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'e,c,respectively unless braced throughout their length by DATE: 11/4/2016 the overall structure is the responabA ty of the building de continuous sheathi n such as plywood sheathing(TC)and/or drywall(BC). Q p 9 nef• 3.2if Impact brklging or lateral bracing required where shown++ �e(fl I�� SEQ.: K2 5 4 712 9 4.No bad should be applied to any cornpon.n until eller all bracing end 4.Installation of truss is the responsl6Bty of the respective contractor. fasteners ere complete and at no time ahoudd any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use.Design C 5.Desassumes Tui bearing et all supports shown,Shim or wedge if EXPIRES. 12/31/2017 5.CompuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and Installaban of components. 7.Design assumes adequate drainage Is provided. 6.This design d furnished subject to the limitations set forth by 8.Plates shag be located on both faces of tons,and placed so their center November 7,201 6 TPUWTCA in SCSI,copies of which will be furnished upon rogues. Anes coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CornpuTrus 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 10'— 9.0" Wind: 12D mph, h=17.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #16BTR SPACED 24.0" O.C. load duration factor=1.6, 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 DON. 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-04-08 5-04-08 T 4' 4 12 12 6.00 IIM-4x4 '':3 6.00 z 4 r I o iiiii M-2.5x4 M-2.5x4 y y y 1-00 10-09 1 - -_ - PROF E � QED 5G1N . (� Q 89200PE JOB NAME: DR HORTON PLAN 3726—B — Cl Scale: 0.5937 ,00!:700'. .., 1.WARNINGS: Gha NOTES, uny up otherwise par rated: 1 OREGON R E G O 1, 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an individual \ ‘ i Truss: C1 and Warnings before construction commences. building component. �A rg g po Applicability of design parameters and proper • � % �;• 2.2x4 compression web bracing must be installed where shown s. incorporation o}component Is the responsibility of the building designer. 7 3.Additions!temporary bracing to Insure sla bifity during construction 2.Design assumes the top and bottom chords to be lateragy braced at '© Y 2O �+ k the responsibility of the erecter.Additional permanent bracing of 2'continuous and at 10'o.c.respectively as ety unless braced throughout their length by - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '141 . � DATE: 11/4/2016 the overall structure Is the responsibility of the building designer, 3.2x t•Impact bridging or lateral bracing required where shown (� `� SEQ. : K2 5 4 713 0 4.No bad should be applied to any component unlit after All bracing and 4.)natallatinn of trues le the resporoarrty of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a nonwrmsive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. �/ / I�f�i assumes no responsibildy for Me 6.Design assumes full bearing at all supports coreme Shim or wedge it EX P I R E S: L.f r r r s`7 5.CompuTrus has no control over and necessary, p fabrication,handltng,shipment and Installation of components. 7.Design assumes adequate drainage is provided, November OVP.m ber 7,201 6 6.This design is furnished subject to the limitetbns set forth by 8.Mates shall be located on both faces of truss,and phiced so their center TPI/VVTCA in 51St.copies of which alit be furnished upon request. fines coincide with joint center lines. MTek USA,IncJCompuTrus Software 7.6.6(1 L)E 9.Digits Indicate size of piste In inches. to.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 10'- 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) 50 2-6=(0) 388 6-3=(0) 242 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-521) 0 6-4=(0) 388 WEBS: 2x4 DF STAND 3-4=(-521) 0 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -31/ 566V -38/ 38H 5.50" 0.90 DF ( 625) Cs-1, Ce=1, Ct=1.1, I=1 10'- 9.0" -31/ 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 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 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 = 0.029" 8 2'- 6.5" Allowed = D.347" MAX HORIZ. LL DEFL = 0.003" @ 10'- 3.5" MAX HORIZ. TL DEFL = 0.005" @ 10'- 3.5" 5-04-08 5-04-08 if f Wind: 120 mph, h=17.5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 ° IIM-4x4 "J 6.00 load duration factor=1.6, Truss designed for wind loads 3 9.0" in the plane of the truss only. iiii III% dab 2.0" d, � it or I c r ail o 6 I I I I.... .,T,-..,....,,..,..,......,,....,,,...: / M-2.5x4 M-1.5x4 M-2.5x4 ., y y 5-04-08 5-04-08 1-00 10-09 1-00 '�< k,*'_ --PRDFF�S c�5 "G,{lVEc6 ,/°• i, , Q • ' 89200PE ',v--- , JOB NAME: DP HORTON PLAN 3726-B - C2 ,-.. ® Scale: 0.5062 r --- . WARNINGS: GENERAL NOTES, unless otherwise noted: Q \ ''Q 1.Builder and erection contractor should be advised of reg General Notes 1.This design is based onlyOREGON 44 Truss: CZ 9 upon the parameters shown and Is for an Individual �pI v • and Warnings before construction commences. building component.Applicability of design parameters and proper -J a, A, 2 2x4 compression web bracing must be instePed where shown+. incorporation or component Is the responsibility of the building designer. r O 3.Additional temporary bracing to insure stablldy during construction 2 Design assumes the top and bottom chords to be laterally braced at \Q _� 1 4 . - v`� is the responalbilfly of the erector.AddHleenl permanent bracing of 7 o c,and at la o.c.respectively unless braced throughout their length by -- ---_ V DATE: 11/4/2016 the overe8 structure Is responsibility of building de continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {{ V 9 signer. 3.be Impact bridging or lateral bracing required where shown+* iii�� 1��SEQ. : K2 5 4 7131 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 bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, n and are for"dry condition'of use. TRANS I D: LINK design bads be a ed to a component. 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12131/201 7 5,CompuTrus has no control over end assumes no responsiOfity for the necessary fabrication.handling,shipment rend Installation of components. 7,Design assumes adequate drainage is provided. .I 6.This design is furnished subject to the[lineations set forth by 8.Plates shall be located on tooth faces of truss,and placed so their center November 7,201 6 TPUWfCA In SCSI,copies of which will be fumbhed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 10.For baste connector plate design values see ESR-1311,65R-1986(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 10-09-00 GIRDER SUPPORTING 44-06-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/C9=1.00 TC: 2x4 DF #103TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6098) 592 1-4={-492) 5302 9-2=(-478) 5200 BC: 2x8 DF SS 2-3=(-6098) 592 9-3=(-992) 5302 WEBS: 2x4 DF D1SBTR LOADING Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 10'- 9.0" V 0'- 0.0" -520/ 5249V -32/ 32H 5.50" 8.40 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 10'- 9.0" V 10'- 9.0" -520/ 5249V 0/ OH 5.50" 8.40 DF ( 625) ( 2) complete trusses required. BC UNIF LL( 531.2)+DLi 361.2)= 892.5 PLF 0'- 0.0" TO 10'- 9.0" V Join together 2 ply with 3"x.131 DIA GUN nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 XX 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL= -0.091" 8 5'- 4.5" Allowed = 0.492" 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.097" 8 5'- 4.5" Allowed = 0.656" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.009" 0 10'- 3.5" MAX HORIZ. TL DEFL = 0.015" 0 10'- 3.5" 5-04-08 5-04-08 Wind: 120 mph, h=17.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, {All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 Q 6.00 Truss designed for wind loads in the plane of the truss only. M-5x6 2, 3.3" M-7x14 M-7x14 411411P1P4* o .o ( I -/, O 1>'_f 4 )��3 --4 M-3x6 MSHS-3x10 M-3x6 y k * 5-04-08 5-04-08 10-09 D P�Q`. R OFEC ; This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 44'- 6.0" IBC 2012 MAX MEMBER FORCES 4WP,/GDF/Cq=1.00 TC: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 51 2-12=(-61) 3840 3-12=(-137) 81 BC: 2x9 DF 815BTR SPACED 24.0" O.C. 2- 3=(-4297) 116 12-13=1 0) 3176 4-12=)-352) 94 WEBS: 2x4 DF STAND 3- 4=(-4116) 77 13-14=( 0) 2328 12- 5=1 -13) 826 LOADING 4- 5=(-4128) 133 14-15=( 0) 3176 5-13=(-897) 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3284) 152 15-10=(-61) 3840 13- 6=( -23) 1356 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3284) 152 6-14=1 -23) 1356 TOTAL LOAD = 42.0 PSF 7- 8=(-4128) 133 14- 7=(-897) 127 OVERHANGS: 19.1" 19.1" 8- 9=(-4116) 77 7-15=( -13) 826 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4297) 116 15- 8=1-352) 94 Cs=1, Ce=1, Ct=1.1, 1=1 10-11=1 0) 51 15- 9=1-137) 81 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -70/ 2117V -140/ 140H 5.50" 3.39 DF ( 625) 44'- 6.0" -70/ 2117V 0/ OH 5.50" 3.39 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 2.1" Allowed = 0.118" MAX TL CREEP DEFL = -0.006" 0 -1'- 2.1" Allowed = 0.157" MAX LL DEFL = -0.297" @ 15'- 9.6" Allowed = 2.179" MAX TL CREEP DEFL = -0.657" @ 17'- 11.2" Allowed = 2.906" MAX LL DEFL = -0.004" @ 45'- 8.1" Allowed = 0.118" MAX TL CREEP DEFL = -0.006" @ 45'- 8.1" Allowed = 0.157" MAX HORIZ. LL DEFL = 0.105" @ 44'- 0.5" MAX HORIZ. TL DEFL = 0.169" @ 44'- 0.5" 22-03 22-03 Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / f 11-03 11-00 I 11-00 11-03 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4-11-02 4-09-10 -06-0$ 6-04-12 6-04-12 6-06-08� 4-04-10 4-11-02 T Truss designed for wind loads in the plane of the truss only. 12 12 5.00 p M-5x6 5.00 6.0" ii11444 M-3x4 C M-3x4 5 7 M-3x6(5) M-3x6(5) M-1.5x9 4-1.5x4 -1.5x,4 .....000000.0,000000000000°. M-1.5x4 3 v fn .v. W JT, 4... r-i r-i-I eV 1 2 12 13 14 15 1, t"1 �i M-9x9 M-3x8 M-4x6 M-4x6 M-3x8 M=4;{9o ` � PRpF� MSHS-3x10(S) MSHS-3x10(S) r C y y y y y : C:04� G,1NE ,-�ir0 y 9-03-12 8-07-08y 8-07-08 8-07-08 9-03-12 y 15-01 14-04 15-01 ), i• �, 8920QPE �� J.' 7 L 1-02-02 44-06 1-02-02 , JOB NAME: DP. HORTON PLAN 3726-B - D1 Scale: 0.1397 - -..-1\ , © . _riair'�- • / WARNINGS: GThis GENERALla NOTES, unless otherwise meed: % 0 ON �� 1.Builder and erection contractor should be advised of aft General Notes 1.This design Is based only upon the parameters shorn and Is for an individual Truss: D1 and Warnings before conshuction commences. buiding component.Applicability of design parameters and proper Cs 2.2v4 compression web bradng must be inataUed where ahovm+. incorporahon of component is the responsibility o1 the building designer. n 3.Adddional temporary tracing to Insure stability during mnstructbn 2.Design assumes the top and bottom chords to be laterally braced at '0 '�4 `O p� is the responsibility of the erector.Additbnal permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length), -- DATE: 11/4/2016 the overall structure Is the responslbltty of the building de continuous sheathing such as ptyweod sheathing(TC)and/or drywall(BC), g signer. 3.2x Impact bridging or lateral bracing required where shown++ -R R 1 LA-- DATE: SEQ. : K2 5 4 713 3 4.No bad should be applied to any component untd after all bracing and 4.installation of tens is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non.nuenaNe environment, TRANS I D• LINK design loads be applied to any component. end are for'dry rood tbn'of use. 6.Design assume.full bearing al ad supports shorn.Shim or wedge if EXPIRES: 12/31/2017 m 5.CompuTrus has control over and assumes no responsibility for the necessary. fabrication,handing,shipment end installation of components, 7.Design assumes adequate drainage is provided. November 7,201 6 6.This design is furnished subject to the limitations set forth by 8.Plates shaft be located on both faces of truss,and placed so their center TPIANI'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ares. 9.Digits indicate size of plate in inches. MITek USA,IncJCoenpuTrus Software 7.6.6(1 L)-E f0.For basic connector plate design values see ESR-1311,ESR-1988 Welt) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 94'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 51 2-12=(-23) 3869 3-12=(-133) 83 BC: 2x4 DF #1&8TR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-9329) 74 12-13=1 0) 3212 4-12=(-352) 99 3- 4=(-4150) 33 13-14=) 0) 2356 12- 5=1 -20) 813 LOADING 4- 5=(-4161) 89 14-15=( 0) 3212 5-13=(-894) 130 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3325) 101 15-10=(-23) 3869 13- 6=1 -1) 1373 BC.LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=(-3325) 101 6-14=1 -1) 1373 TOTAL LOAD = 42.0 PSF 7- 8=(-4162) 89 19- 7=(-894) 130 OVERHANGS: 14.1" 19.1" 8- 9=(-9150) 33 7-15=( -20) 813 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4329) 74 15- 8=(-352) 94 C3=1, Ce=1, Ct=1.1, I=1. 10-11=1 0) 51 15- 9=(-133) 83 M-1.5x4 or equal at non-structural vertical members (lion). ADDL: BC CONC LL+DL= 62.5 LBO 9 22'- 3.0" BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA M-2.5x4 TYPICAL AT BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) HORIZONTAL INLETS. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -52/ 2132V -140/ 140H 5.50" 3.41 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 44'- 6.0" -52/ 2132V 0/ OH 5.50" 3.41 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" 9 -1'- 2.1" Allowed = 0.118" MAX TL CREEP DEFL = -0.006" 9 -1'- 2.1" Allowed = 0.157" MAX LL DEFL = -0.292" 9 15'- 9.6" Allowed = 2.179" MAX TL CREEP DEFL = -0.673" @ 17'- 11.2" Allowed = 2.906" MAX LL DEFL = -0.004" @ 45'- 8.1" Allowed = 0.118" MAX TL CREEP DEFL = -0.006" 9 45'- 8.1" Allowed = 0.157" MAX HORIZ. LL DEFL = 0.102" @ 94'- 0.5" MAX HORIZ. TL DEFL = 0.171" 9 44'- 0.5" 22-03 22-03 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11-03 11-00 11-00 11-03 load duration factor-1.6, 4' f 4' 4' Truss designed for wind loads 4-11-02 4-04-10 6-06-08 6-04-12 6-04-12 6-06-08 4-04-10 4-11-02 in the plane of the truss only. 1' T T 1' T T T T T 12 12 5.00 n" M-5x6 5.00 6.0" M-2.5x9 M-2.5x4 . M-3x6(5) M-3x6(5) M-1.5x4 0 ., M-1„5x9 4 M-1.5x9 M-1,5x4 3 v. • I 12 ,, 13 +Ih ,tJ 1-,fpm -��0� P R°Fe� M 14 15 .1, --��'' 0 12 13 I.-4x9 M-3x8 M-4x6 M-4x6 M-3x8 M-4x9 i _ tr MSHS-3x10(S) 62.50# MSHS-3x10(S) -��. .�GI�FE /ly � y 9-03-12 8-07-08y 8-07-08 y-07-OB 9-03-12 y ,89200P E ' r , 15-01 14-04 15-01 i_ I y y y4.11 1-02-02 44-06 1-02-02 CZ':JOB NAME: DP. NORTON PLAN 3726-8 - D2 Scale: 0.1397 '�`�`.qy OREGON L(f, WARNINGS; GENERAL NOTES. unless otherwise noted: �\7/ /f_ A 1.Burner and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shorn and is for an individual <0 •'-. 14 r 3`, pl ' Truss: D2 and warnings before construction commences, bu8ding component.Applicability of design parameters and proper ^r 2.2x4 compression web bracing mud be In stalled where shown+. Incorporation of component lathe responsibility of the bugding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - a r �` la the responsaolky of the erector.Additional permanent bracing of 7 o.c.and at IT o.c,respectively unless braced throughout thele length by 4 -- and sheathing such as plywood aheething(TC)and/or drywall(BC). DATE; 11/7/2016 the overall structure Is the responsibikty of the building designer. 3.2k Impact bridging or lateral bracing required where shown++ SEQ. : K2 5 4 713 4 4.No load should be applied to any component until after alt bcadrg and 4.Installation of truss is the responsiblfity of the respeeltve contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used H a noncorrosive environment, EXPIRES: 12/31/2017 TRANS I D• LINK design bads be applied to any component and are for"dry rondinue of use. November r� r • responsibility for Be6.Desitin assumes fug bearing at all supports shown.Shim or wedge If f tl avem bar 7,LO V 5.CompuTrus has no control over and assumes no renecessary. fabrication,handling.shipment and inntatlatton of components. 7.Design assumes adequate drainage is provided. 6,This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TP1/WTCA In SCSI,copies of which wig be furnished upon request. lines coincide with join center lines. 9.Digits Indicate size of plate in inches. M(Tek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTelO This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 44'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cil=1.00 TC: 2x4 DF N1&BTR. LOAD DURATION INCREASE = 1.15 1- 2=(-4326) 135 1-11=(-82) 3873 2-11=(-133) 96 BC: 2x4 DF 1!1&BTR SPACED 24.0" O.C. 3={-4128) 86 11-12=( 0) 3181 3-11=(-341) 91 WEBS: 2x9 DF STAND 3- 4=(-4137) 141 12-13=( 0) 2331 11- 4=( -18) 825 LOADING 4- 5=(-3289) 156 13-14=( 0) 3150 4-12=(-900) 129 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3255) 154 14- 9=1-63) 3816 12- 5=( -25) 1359 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4102) 135 5-13=( -23) 1343 TOTAL LOAD = 42.0 PSF 7- 8=1-4090) 79 13- 6={-884) 127 OVERHANGS: 0.0" 14.1" 8- 9=(-4271) 119 6-14=( -13) 826 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 51 14- 7=(-352) 94 Cs=1, Ce=1, Ct=1.1, I=1 14- 8=(-137) 81 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -39/ 2018V -139/ 134H 2.50" 3.23 OF ( 625) 44'- 2.8" -71/ 2107V 0/ OH 5.50" 3.37 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.298" @ 15'- 6.3" Allowed = 2.178" MAX TL CREEP DEFL = -0.657" 0 17'- 8.0" Allowed = 2.904" MAX LL DEFL = -0.004" @ 45'- 4.9" Allowed = 0.118" MAX IL CREEP DEFL = -0.006" @ 45'- 4.9" Allowed = 0.157" MAX HORIZ. LL DEFL = 0.105" @ 43'- 9.3" MAX HORIZ. TL DEFL = 0.170" @ 43'- 9.3" Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 21-11-12 22-03 load duration factor=1.6, f f Truss designed for wind loads 10-11-12 ( 11-00 11-00 11-03 in the plane of the truss only. 4-07-14 4-04-10 5-06-08 6-04-12 6-04-12 6-06-08� 4-04-10 4-11-02 T '( 1' 1' T T 'f '1 1' 12 12 5.00 p M-5x6 a 5.00 6.0" 5 .F-a' M-3x4 \/-'1x4 M-3x6(5) M-3x6(5) M-1.5x4 er rw M-1.5x4 3 7 M-1.5x9.4i01. M-1.5x4 P M M� 0 1 11 12 13 14 9�J M-4x9 M-3x8 M-4x6 M-4x6 M-3x8 M-4x9 �i o p MSHS-3x10(S) Msxs-3x10(S) o .C) Pfd Ope y y ''<c?‘-_ Cs y 9-00-08 8-07-08 y 8-07-08 y-07-08 9-03-12 „I- 14-09-12 ' N. /�..x.' `ripe y 14-09-12 14-04 15-01 y y Q<CI,. 9200PE �� 44-02-12 1-02-02 L i JOB NAME: DR NORTON PLAN 3726-B - D3 Scale: 0.1459 rYh• � i ;:/5; !!!5 , WARNINGS: G. his a NOTES, unless otherwise parameters `\' OREGON ��/ 1,Builder and erection contractor should be advised of all General Nates 1.This design is based only upon Me paremetans shown and Is for an individual �. Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper yc 2.514 compression web bracing must be Ineta5 d where shown+, incorporation of component Is the responsibility of the building designer. 2 01\ , 3.Additional temporary bracing la insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,(}r G �� is Me responsibility of the erector.Additional permanent bracing of s o.c.and at 1 P o,c.respectively unless braced throughout their length by _ continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). L7 RIO- ! DATE: 11/4/2016 the overall structure is Me reaponsibiAty of the building designer, 3.7d Impact bridging or lateral bracing required where shown.. 448'f�1 l 1 l� SEQ. : K2 5 4 713 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of ere respective contractor. - fasteners are complete and et no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for-dry condition"or use, 6.Design assumes full bearing et ail supports shorn.Shim or wedge if EXPIRES: 12/31/2017 no5.CampuTrus hes control over and assumes no responsib the e necessary. p fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. 1 tl ovem be r /-7 2O 1 6 6.This design is furnished Subject to the limitations set forth by 6.Plates shell be boated on both faces of truss,end placed so their center r TPVNTCA In SCSI.coples of which wAll be furnished upon request. lines coincide with(pint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,InciCompuTrus Software T.6.6(1 L)-E 10.For bask connector plate design values see ESR-131 I,ESR-1988(Mitek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER. SPECIFICATIONS TRUSS SPAN 44'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=(-4357) 93 1-11=(-44) 3901 2-11=(-129) 98 BC: 2x4 DF 81613TR SPACED 24.0" O.C. 2- 3=(-4161) 42 11-12=( 0) 3216 3-11=(-341) 91 WEBS: 2x4 DF STAND 3- 4=1-4170) 97 12-13=( 0) 2361 11- 4=( -25) 818 • LOADING 4- 5=1-3328) 105 13-14=1 0) 3167 4-12=1-897) 132 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3296) 103 14- 9=1-24) 3846 12- 5=( -5) 1374 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=1-4137) 90 5-13=1 . 0) 1362 TOTAL LOAD = 42.0 PIP 7- 8=1-4125) 34 13- 6=(-881) 130 OVERHANGS: 0.0" 14.1" 8- 9=(-4304) 75 6-14=1 -20) 814 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=1 0) 51 14- 7=(-352) 94 Cs=1, Ce=1, Ct=1.1, I=1 14- 8=1-133) 83 M-1.5x3 AT VERTICAL STUDS ADDL: BC CONC LL+DL= 62.5 LBS 8 22'- 3.0" BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA M-2.5x4 TYPICAL AT LOCATIONS REACTIONS REACTIONS SIZE SC.IN. (SPECIES) HORIZONTAL INLETS. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -20/ 2032V -139/ 134H 2.50" 3.25 IF ( 625) • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 44'- 2.8" -52/ 2121V 0/ OH 5.50" 3.39 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.292" @ 15'- 6.3" Allowed = 2.178" MAX TL CREEP DEFL = -0.672" @ 17'- 6.0" Allowed = 2.904" MAX LL DEFL = -0.004" @ 45'- 4.9" Allowed = 0.118" MAX TL CREEP DEFL = -0.006" @ 45'- 4.9" Allowed = 0.157" MAX HORIZ. LL DEFL = 0.103" @ 43'- 9.3" MAX HORIZ. TL DEFL = 0.171" @ 43'- 9.3" Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 21-11-12 22-03 load duration factor=1.6, Truss designed for wind loads f f 10-11-12 ( 11-00 11-00 11-03 in the plane of the truss only. 4-07-14 4-04-10 5-06-08 6-04-12 6-04-12 6-06-08( 4-04-10 4-11-02 1' T 1' 1' '1' ' -1' T T 12 12 5.90 D M-5x6 D 5..00 6.0" 5 r5A%, M-2.5x4 7-2.5x9 4 M-3x6(S) M-3x6(5) M-1.5X9 Rr y M-1.5X4 3 M-1.5x47 -1.5x9 rn d. o ,-1 1 ant IT l '� I a 1 ar A 0 ir!-, O 1 11 12 13 14 9 p io -4x9 M-3x8 M-4x6 M-4x6 M-3x8 M-4x9 1 � d PROOF MSHS-3x10(S) 702.5O# • �MSHS-3x10(S) �� C �� 9-00-08 8-07-D8y 8-07-08 y-07-08 9-03-12 y yy 14-09-12 14-04 15_01 89200PE ',r . 44-02-12 1-02-02 !Ai 1-aaOl !1_ /.......7JOB NAME: DR HORTON PLAN 3726-B - D4 �•. Scale: 0.1455 \ ii \ p�� WARNINGS: GENERAL NOTES, unless otherwise noted: `, ,T/_ A O REG O 1 V w- � 1Builder and erection cordractor should be advised of a8 Genera)Notes t.This design is based only upon the parameters shorn and Is for an Individual �+,/ �OA Nc 4 , Truss: D4 and Warnings before construdlen commences. building component Applicability of design parameters and proper Y 1 4 2.2x4 compression web bracing moat be installed where shown+, Incorporation of component Is the responsibility of the bugling designer, __ - _ Q 3.Addtllonal temporary brach to insure stabil during �.Design assumes the top and bottom chords to be rreeralty braced at ER R i LA- T `J po ry 9 stability rg conahuctlon is the responsMIlty of the erector.Additional permanent bracing of o.c,end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such es plywood sheet C)and/or drywalt(BC). - - - DATE: 11/7/2016 the overall structureurl Is the responsiblbty of the bdhg designer. ner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 5 4 713 6 4.No load should be applied to any component until alter ab bracing and 4.Installation of truss is the reapons(bndy of the respective contractor. festenera are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corroslve environment, EXPIRES: 12/31/2017 des!n beds be a ed to a and ere tel'dry condition'of use. E7 TRANS I D: LINK 9 ppb any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if November 7,2D 1 6 5.CompuTrus has no control over and assumes no responslbittty for the necessary. fabrication,handling.shipment and installation of components. 7,Design assumes adequate drainage is provided. 8.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so Meir center TPIMOCA In SCSI,copies of which vAll be furnished upon request. lines coincide with joint center fines. 9.Digits indicate site 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 GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 44'- 2.8" Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF 1416BTR SPACED 24.0" O.C. load duration factor=l.E, Truss designed for wind loads TC LATERAL SUPPORT <= 12"01. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( =5.0)+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 UGH. Unbalanced live loads have been M-1x2 or equal typical at stud verticals. considered for this design. 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21-11-12 22-03 1' 1' 10-11-12 11-00 11-00 11-03 f T � 1' 12 HM-4x4 12 5.00 D " J s.00 M-3x6(S) M-3x6(S) 111111111111111111111 41111 , r~, 0 o M-3x6(S) M-3x6(5) 1 M-2.5x4 y .��DM �FF0, k IN i . io 14-09-12 14-04 15-01 * _ ,"yam 44-02-12 i •"" IP` r LW' 2—a2 JOB NAME: DR HORTON PLAN 3726-B - D5 Scale: 0.1923 = i - 14.41.41111. � WARNINGS: GENERAL 4 NOTES, unless otherwise parameters noted: 17 OREGON �� 1.fiuiber 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 • �'., Truss: D5 and Warnings before construction commences, building component.Appficabitity of design parameters and proper ti. , 2,2x4 compression web bracing must be installed where shown+. Incorporation of component k the responsibility of the building designer. �� 1.r 14 �O. :�� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at - isthe responsibility of the erector,Additional 2'o.c,and al 10'o.c.respectively unless braced throughout their length by - ePo m1Y pemwneM Crating o} continuous sheathing such as plywood sheelhing(eC)and/or drywall(13C). �[]p`1-� DATE: 11/4/2016 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�rl 1 SEQ.: K2 5 4 713 7 4.No load should be applied to any component until alter all bracing end 4.Insfaflation of truss Is the reeponsibiOty of the respective contractor. - fastenere are complete and at no time should any bade greater than 5.Design assumes tenses are to be used Ina non•corrosIve 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 responsibgfy for the 6.Design assumes fug bearing al e8 supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided- November 7,201 6 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPUWrCA in SCSI,copies of which wit be furnished upon request. fines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 28'- 6.5" Wind: 120 mph, h=19.6ft, 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, MWFRS(Dir), BC: 2x4 DP 815BTR SPACED 24.0" O.C. load duration factor=l.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 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 POE' 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. 14-03-04 14-03-04 T 12 G7' IIM-4x4 12 6.00 ''''.1 6.00 (0 -4 -4 I O • ti 1 ,_ 1t -171,..,,,,,,,,,,,,,,,,,,,,,,, I f O 00 J..c.,,,/iii/,,iii/rr,,,7 i}lli.,,,,, ,,ilii,/,ll,//Ii/,/,,,,,, ,,,,/dill,,,, M-2.5x6 M-3x6(S) M-2 • 1 of .5x6 0 y ��0p PR OFF 15-11 12-07-08 c� '�C,� R /4y y <c. 28-06-08 'Q i :920QPE y �� i JOB NAME: DR HORTON PLAN 3726-0 - El Scale: 0.3110 ``p. OREGON • WARNINGS: GENERAL NOTES, unless otherwise noted: (gy 441. 1.Builder and erection contactor should be advised of all General Notes 1.Thls design is based only upon the parameters shown and Is for an individual �/ 'it7 t` �O� 4� Truss: El and Warnings before construction commences. building component.Appbcabdhy of design parameters and proper 7 2.2x4 compression web bracing must be Installed where shown•. Incorporation o1 namponera is the responsibility of the building designer. Q_ t - leY.', " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at R L\- Is Me responsibility of the erector.Additional permanent bracing of e and at 10'o.c.respectively unless brach throughout Ihelr length by (" cone tinie uous sheathing such as plywoodorg(TC)andror drywall(BC). - -- DAT E: 11/7/2016 the overall structure h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requireduyed where shown++ SEQ.: K2 5 4 713 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 12/31/2017 n/ i r7/�i fasteners am complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES. I rG,/ 1 IiGI-f TRANS ID: LINK design bads ba 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 fug bearing at all supports shown.Shlm or wedge if ^eceaeary. November 7 2016 febrk:aTwn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r 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 TPINYTCA in BCSI,copies of which alit be furnished upon request. lines coincide wlth joint center Anes. 9.Digits Indicate size of plate in inches. MiTek USA,Ino/CompuTrus Software 7.6.6(1 L)-E 10.Fa basic connector plate design values see ESR-1311.ESR-1988(M?ek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAR 1'— 10.4" ICOND. 2: 500.00 PLF SEISMIC LOAD. TC: 2x9 DF H10BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. Note:Truss design requires continuous WEBS: 2x4 DF STAND; bearing wall for entire span UON. 2x4 DF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. SON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. SON. TOTAL LOAD = 42.0 PSF Snow: ASCE 7-10, 25 PIF Roof Snow(Ps) M-7x8 MSHS-3x10 Cs=1, Ce=1, Ct=1.1, I=1 1 2 —/ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL tI REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. t IL BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. COND. 2: FOR COMPONENT USED AS SHEAR PANEL TO RESIST SEISMIC LOADING. 1—CONTINUOUS SUPPORT REQUIRED ALONG EDGE OF END VERTICALS FOR FULL HEIGHT AND ALONG BOTTOM CHORD. 2—ALL CONNECTIONS AND ATTACHMENTS OF COMPONENTS TO FORM THE STRUCTURAL SYSTEM FOR IMPOSED SEISMIC LOADING M-3x10 IS THE RESPONSIBILITY OF ENGINEER OF RECORD. 3—ATTACHMENTS AS STATED ABOVE MUST ACCOUNT FOR THE M-3X8 II 8 COMPONENT OVERTURNING MOMENT. 5 I 4—LATERAL BRACING REQUIRED IF CONTINUOUS SUPPORT IS NOT PROVIDED. DESIGN ASSUMES SHEAR PANEL TO ALIGN WITH VERTICALS IN ADJACENT TRUSSES. A A o � I I I M-3x8 M-3x10 7 II II II 3 6 M-7x8 MSHS-3x10 PROpr= 5 � 1-10-07 <� v 89200PE ,y • JOB NAME: DR HORTON PLAN 3726—B Fl Scale: 0.4000 WARNINGS: GENERAL NOTES, unless otherwise noted: •• /f OREGON A �v 1.Budder end erection contractor should be advised of all General Notes I.This design is based Doty upon the parameters shown and is for an individual / -(\+lr'1 O♦ 1� Truss: F 1and Warnings before construction commences. building component.Appllcabfldy of design parameters and proper 1 4 2- 2.2c4 compression web bracing must be installed where shown e incorporation of component Is the responsibility of the building designer. _--_ _ Q� 3.Adddbnal temporary bracing to Insure steady during construction l tion 2.Design assumes the top and bottom chords to be laterally braced al 44- &- �'�� - is the rasponelbidly of the erector.Adddbnel permanent bracing of 7 o.c.and M 10 o.c.respedwey unless braced throughout their length by DATE: 11/7/2016 the overall structure Is the respee.blity of the building designer. 3.continuous sheathing such as plywood sheeth',Mere and/or drywall(BC). 2x Impact bridging or lateral bracing required where shown+ SEQ.: K2 5 4 713 9 4.No bad shooed be applied to any component until alter ad bracing and 4.Installation of trues is the respoesibiey of the respective contractor. fasteners are complete and at no thee should any beds greater than 5.Design assume,trusses are to be used In a noncorrosive environment, EXPIRES. 12/31/2017 deli a bads be applied to a component. end are for-dry condition"of use. TRANS ID: LINK s ppR m po 5.CompuTrus has no control over and assumes no eesponsPoddy for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. November 7,2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.Tlds design Is furnished subject to the Rmdatlons set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPUWICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MTek USA,Inc./Co uTrus Software 7.6.1SP2 1 L E 9.Digits Indicate size of plate in inches. )- 10.For base contester plate design values see ESR-1311.ESR-1968(Wed) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.9" ICOND. 2: 500.00 PLF SEISMIC LOAD. TC: 2x9 DF 441&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. Note:Truss design requires continuous WEBS: 2x4 DF STAND; bearing wall for entire span CON. 2x4 DF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-7x8 MSHS-3x10 1 2 _,BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: FOR COMPONENT USED AS SHEAR PANEL TO f J I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. RESIST SEISMIC LOADING. 1-CONTINUOUS SUPPORT REQUIRED ALONG EDGE OF END i VERTICALS FOR FULL HEIGHT AND ALONG BOTTOM CHORD. I I 2-ALL CONNECTIONS AND ATTACHMENTS OF COMPONENTS TO FORM THE STRUCTURAL SYSTEM FOR IMPOSED SEISMIC LOADING IS THE RESPONSIBILITY OF ENGINEER OF RECORD. 3-ATTACHMENTS AS STATED ABOVE MUST ACCOUNT FOP.THE COMPONENT OVERTURNING MOMENT. 9-LATERAL BRACING REQUIRED IF CONTINUOUS SUPPORT IS NOT PROVIDED. DESIGN ASSUMES SHEAR PANEL TO ALIGN WITH VERTICALS IN ADJACENT TRUSSES- II M-3x10 lO 14-3x1R. II 6 a I 4 I I-- I I r- .-) r'11 I . _ • { `° 7 I' M -_ 3 5 M-7x8 MSHS-3x10 ��Q` D PR()Ft�s 1-10-07 , �� C�G��Fq 'o�;. 1.44 89200PE ��" , IOW JOB NAME: DR HORTON PLAN 3726-8 - F2 Scale: 0.4984 \ MR , OREGON `'l WARNINGS: GENERAL NOTES, unless otherwise noted: T O••``•^`'' p_ L V;/ 1,Budder and erection contractor should be advised of all General Notes 1.This design Is based onlyV°r r` Truss: F2 9 Applicability o parametersgn parameters and la for individual 4 }- 14 2fl �-}- and Warnings before construction commences. � building component.Applbabillly of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building tleslgner.Insure stab - {_.-- 3.Adddlonal temporary bracing stability during construction 2.Deegn assumes Me top and bottom chords to be Iatera8y braced at ERR 1�� 2'o re the responsibility of the erector.Additional permanent bracing o! ,c.and at la o.c,respectively unless braced throughout their length by continuous sheathing such se plywood sheething(TC)anWor drywall(BC). DATE: 11/7/2016 the overall structure is the responsbifity of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. SEQ. : K 2 5 4 714 0 4.No bad should be applied to any component until alter se bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bM ads greater en 5.Design assumes trusses are to be used In a non-corrosive environment, and are for'dry condition"alum EXPIRES. 12/31/2017 TRANS ID: LINK design loads be appeed to ecomponent. 5.ConipuTrus has no control over and assumes no raeponsldhty for the 6.Design assumes full bearing al all supports shown.Slim or wedge if November .I�+ fabrication,handling,shipment and Installation of components. necessary. I tlOVeCrI4J�r 7,2�1 U 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Pietas shag be located on both faces of truss,and placed so their center TPIM?CA In BCSI,copies of which vAll be furnished upon request, lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCornpuTrus Software 7.6.7-SP2(1L}E 10.Fa bask:connector plate design values see ESR-I 311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF B14,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-22) 20 3-5=(-152) 34 BC: 2x4 DF #14BTR SPACED 24.0" O.C. 2-3=(-83) 56 WEBS: 2x4 DF STAND 3-4=(-10) 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. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 358V -25/ 67H 5.50" 0.57 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Pe) - 0.0" -5/ 201V 0/ OH 2.00" 0.32 OF ( 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 IL DEFL = -0.002" 4 -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" 4 -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.029" 0 2'- 6.5" Allowed = 0.295" MAX TC PANEL TL DEFL = -0.040" 4 2'- 6.5" Allowed = 0.443" MAX HORIZ. LL DEFL = -0.000" 0 4'- 8.2" 4-08-04 0-03-12 MAX HORSE. TL DEFL = -0.000" 8 4'- 8.2" I T T 12 Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 Truss designed for wind loads 4 in the plane of the truss only. LI a .-i CV O 1 M-2.5x4 M-1.5x4 )' ), y 4-08-04 0-03-12 1-00 5-00 .��,�_ - C�S.. , ..p PROF ,,,:.i :9200P �14 ..',...A1111!"000040111111.' , �<. JOB NAME: DR HORTON PLAN 3726-B - J1 Scale: 0.5770 ''-- 11, --. • WARNINGS: GENERAL NOTES, unless otherwise noted: �, I.Builder and erection contractor should be advised of an General Notes 1.Thin design is based only upon the parornetere shown and Is for an individual v -1 OREGON 4/ , Truss: J1 and Warnings before construction commences. budding component.ApplIcablUty of design parameters and proper L �� 2.2x4 compression web bracing must be inataled where shown+, incorporation of component is the responsibility of the building designer. �/ L 2-°'\ 3.AddSbnal temporary bracing to Insure stability during conatructlon 2 Design assumes the lop and bottom chords to De laterally braced at Q • j/� (��- �� is Me responsibility of the erector.Addlnonal 2'o.c,and at 10'cc.respectively unless braced throughout their length by -'- --- p Indy permanent bracing of continuous sheaUing such as plywood sheathing(TC)andlor drywan(BC). -��Fi R IL � DATE: 11/4/2016 the overall structure is the responsibility of the budding designer. 3.27,111/pact bridging or lateral bracing required where ahovm+• SEQ. : K2 5 4 7141 4,No bad should be applied to any component unfit ager en brodng and 4.Installation of teats is the reaponslbaity of the respedhe contractor. - fasteners are complete end et na time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design bads be applied to eery component, end are for"dry condition.nt use. 5.CompuTnn hes no control over and assumes no responsibility for the 6.Design assumes full bearing ate supports shown.Shim or wedge d EXPIRES: 12/3112017 necessary. fabrication,handing,shipment sed installation of components. 7.Design assumes adequate drainage Is provided. p� �7 �+ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of tons,and placed so their center 1 tl Quem bar 7 r L� V TPW TCA In BCSI,copies of which will be furnished upon request. ones coincide with(oWM center lines. MTek USA,InciCompuTrus Software 7.6.6 1 L 9.Digits indicate size of piste In Inches. D )-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 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTO LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-22) 20 3-5=(-152) 34 BC: 2x4 DF 416BTR SPACED 24.0" O.C. 2-3=(-83) 56 WEBS: 2x4 DF STAND 3-4=(-10) 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. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOSE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 358V -25/ 67H 5.50" 0.57 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof-Snow(Ps) 5'- 0.0" -5/ 201V 0/ OH 2.00" 0.32 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 M-1.5x4 or equal at non-structural vertical members (uon). 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 Lirri MAX LL DEFL = -0.002" @ -1'- 0.D" 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 TC PANEL LL DEFL = -0.029" @ 2'- 6.5" Allowed = 0.295" MAX TC PANEL TL DEFL = -0.040" @ 2'- 6.5" Allowed = 0.443" MAX HORIZ. LL DEFL = -0.000" 8 4'- 8.2" 4-08-04 0-03-12 MAX HORIZ. TL DEFL = -0.000" @ 4'- 8.2" 12 6.00 Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x4 Truss designed for wind loads 4in the plane of the truss only. ir 0 I N F O 1 MEZEM 5 173 M-2.5x9 M-1.5x4 y J, y 4-08-04 0-03-12 y y y 1-00 5-00 cc. ' _ 89200PE ��' JOB NAME: DR HORTON PLAN 3726-B - 12 Scale: 0.5770 �"'� . T_�L WARNINGS: GENERAL NOTES. unless otherwise noted: OREGON Cr 1.Builder and erection contractor should be advised of a6 General Notes 1.Thu design is based only upon the parameters shown and is for an individual 7/_ %� OA AN J2 and Warnings before construction commences. building component.Applicability of design parameters and proper `V� 2.2x4 compression Web bracing must be Instated where ahowe+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords c t latera braced at '�(,� �� 3.Additional temporary bracing to Insure stability during construction Ry Is the reepeemblllry of the erector,Additional permanent bracing of 2'o.c.and at 10'o,c,ressp as unless braced throughout their length by ---- -- continuous sheathing such as plywood lime)andlor drywall(BC). /�R R i( \ DATE: 11/4/2016 the overall structure Is the responsibRlty of the building designer. 3.Si Impact bridging or lateral bracing required where shown++ i�r j L l SEQ. : K2 5 4 714 2 4.No bad should be applied to any component unlit atter ell bredeg 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 bads be applied to any component. and are for'dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibbty for the 6.Design assumes full bearing at all supports shown.Shim en wedge if EXPIRES: 12/31/2.017 necessary. febrlceRan,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 7,201 6 6.This design Is furnished sub)ed to the Rmflations set forth by 8.Plates shat be located on both faces of truss.and placed so their center 7PWVECA in BCSI,copies of which will be furnished upon request. lines coincide with Ioint center fines. Mitek USA.Inc.lCompuTfus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I 11141446. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. C1-2 C2-3 2 individual designed engineer.wide truss. Truss bracing lateral braces themselves Q WEBS ca,? 4 may require bracing,or alternative Tor I 1111111-10E .O 0 ��? - 4 0 bracing should be considered. 0•— 00 ay, S 3. Never exceed the design loading shown and never ,t, U stack materials on inadequately braced trusses. I- 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 a cs-7 cs s F- designer,erection supervisor,property owner and plates 0- '�,�'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 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,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 /j400IPIndicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at 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. w- 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. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. r Min size shown is for crushing only. 11111111111111 lel 18.Use ofgreen or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/1-PM: 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, lek' 20.Design assumes manufacture in accordance with a Guide to Good Practice for Handling, MANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 J - --- — -- Standard Gable End Detail ST-GE12O-SP .- ---- -- MiTek USA,Inc. Page 1 of 2 I Typical_x4 L-Brace Nailed To \�/ J ' 2x Verticals W/10d Nails,6"o.c. Vertical Stud-_ ' \ r. 1 r .-- —.__."_ 16d \ DIAGONAL r \ Vertical Stud ( ) `W(4)ire- NailCommon I s \ '\\ BRACE -� MiTek USA, Inc. t• `' w j.-� __..__16d Common SECTION B-B + ij- Wire Nails DIAGONAL BRACE / -_-1110.- -Ari x Spaced 6"O.C. 4'-0"O.C.MAX - - (2)-10d Common --------2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails Into 2x6 1 - -`gal ` 2x4 Not of better ��-,. SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace �.Er"� Nailed To 2x_Verticals � 12 SECTION A-A \ w/(4)-10d Common Nails `,--, \ 2x4 Stud A „ �_ Varies to Common Truss -- - - ag .1///A OKAOri.c�rdnOWSWAAM iii_`._ SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST ��-�-�- TWO TRUSSES AS NOTED. TOENAIL BLOCKING / DRAWINGS FOR DESIGN CRITERIA A \` TO TRUSSES WITH(2)-10d NAILS AT EACH END. 1 ** �\ ATTACH DIAGONAL BRACE TO BLOCKING WITH f - (5)-10d COMMON WIRE NAILS. ;/ 3x4,\ = % - a- -----a D 17� B -r---_g 4 -8d NAILS MINIMUM,PLYWOOD / �,-- SHEATHING TO 2x4 STD SPF BLOCK / \` • * -Diagonal Bracing ** -L-Bracing Refer I \�� j / Refer to Section A-A to Section B-B Ma24" ll al --- l Roof Sheathing- - NOTE: . Ma _ - - 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. r-----r-------C—r- TY4.N,....‘ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" (2)-10f1` / • Y. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. jr 1 ' 41- ,1 �(2)_10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. �/ 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 �:/ DIAPHRAM AT 4'-0"O.C. / /TruS�e$ @ 24" D.C.I 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / e'-'d / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 0 ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. / 2x6 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. 1►. ; 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/ALSO. End Wall ,i HORIZONTAL BRACE _ __._._ -r -�__� (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT - Stud Size Spacing Brace L-Brace L L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 r 8-6-4 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/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X 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 Sin 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.