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Plans (33) V '\57-201/6 -005 ?7. 15347 5,0 1W--€. 004 LIA , (C4L3 KS 7/12 0 Ci' D.A. HORTON PL3709 "A IL JL JL JL AL JL G.E. AN " 1J' , / cu 1 e / . 22-00-00 / GARAGE LEFT I I ) SPAN 0 3 7/12 9 r rilr 11 Tri n ...... i LOWER NIti 1 5 ?016 4 5 i.:iTV OF T1GA. D A- \ 5 _ . , r - / 13EILDINGDWNION PPER ROO- 5/12 5/12 PITCH 1-0 O.H. 7/12 PITCH 1-0 O.H. c) 0 25# LOAD CD Z I -.:( • CD CL LiJ 1 2 3 4 5 : 7 8 9 10 c_ 1-- 0 . /.__ ( - --,q - 1 \ DRAWN BY: KEVIN LENDE LOWER 7/12 ARIEL TRUSS 574-7333 , ._. _ 1 r GApAGF 4-t , Is FR/Si11 N eArM...m. c) \ ''40F 1Fg1F ' . f• 1F ,lk JACKS r7 - -71' ..____.....,s., , (-' - 11-04-00 Br). SPANA(cc::. 4-6403L,L.2S J \-- .2 \- L'U 5 aLl____,-) )0= 7/12 Jvi 0 I (!. Jo! F _L JL JL JL JL� cD �` I cti �� I D.R. HORTON ---__-- 22-00-00 ,/ PLAN 3709 "A [ ) 2q9 GARAGE RIGHT 7/12 LOWER 4 1 1 ' . . 11 / -/ 5/1J UPPER ROCF rZ O O • 1 CD UJ 1 2 3 4 5 6 7 8 9 10 o g 5/12 PITCH 1-0 O.H. 7/12 PITCH 1-0 O.H. g25# LOAD / 11 1 I I -/ J 1 7/12 LOWER DRAWN BY: KEVIN LENDE Al ARIEL TRUSS 44r_ . �� 7 L. 574-7333 j/S T 1110 I r if 1 / 61 7/12 el `-" o 1r �r �r�'o�r 6i;1 ' a G� Q I m _ II 1 1 G7 9 JACKS Gz). 11-04-00 z SPAN ' _l• y� MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR HORTON 3709 A 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: K2483871 thru K2483884 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. -ti9E)PROFFs c,5 ,NGINFF,1 /4 41.1 2 89200PE �r p 4OREGON b, [V� 'O )' 14 20'� � . SFR R 1 L\- • Jr ice" .- October 19,2016 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 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2- 8=(-472) 1108 3- 8=(-327) 225 BC: 2x4 DF#1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-1373) 614 8- 9=(-273) 730 8- 4=1 -49) 349 3- 9=(-1093) 912 9- 6=(-472) 1108 4- 9=( -99) 399 LOADING 9- 5=(-1093) 912 9- 5=(-327) 225 TC LATERAL SUPPORT 0= 12"oC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1373) 614 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -34) 57 TOTAL LOAD = 92.0 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" -151/ 1038V -163/ 163H 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 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 = 0.035" @ 8'- 9.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.080" @ 13'- 2.2" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.018" @ 21'- 6.5" / MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 11-00 11_00 1' I' 4-11 6-01 6-01 4-11 f f i f f Design conforms to main windforce-resisting 12 l system and components and cladding criteria. 7.00 M-4x6 Q 7,00 Wind: 110 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0+ Enclosed, Cat.2, Exp.B, MWFRS, 4 4`( interior zone, load duration factor=1.6, Aill End vertical(s) not exposed to wind„ Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-1.5x9 3 N O N 0 1 r r.:17.144 8 9 o M-3x4 M-2-5x4 M-2.5x4 M-3x9 i 0 M-3x6(S) y y y y -E--- 8-09-12 4-04-08 8-09-12 �� P R°iF 11-11C.J�� ..A��� � �- 10-01 \+ fi' 1-00 22-00 y )' : I'V�� �� 1-00 � t��/ :9200P_ '„r-- i /�'' JOB NAME: DR HORTON 3709 A - Al Scale: 0.2550 ii '----7 WARNINGS: GENERAL NOTES, unless otherwise noted: \ �C'. 1.Builder and erection contractor should be advised of a8 General Notes 1,This design is based only upon the parameters shovm and Is for an Individual AA_OREGON Truss: Al and Warnings before construction commences. building component.Apphcabi9ty of design parameters and proper l„ /�'t4' Q A N A 2.2o4 compression web bracing must be installed where shown+. incorporation of component is the responsibility et the building designer. a %%L� 2-Q1' O\,, �f�• 3.Adddional temporary bracing to insure stabbly during construction 2.Design assumes the top and bottom chords b be latera braced at / �� Is the re 7 o.c.and at 10'o,c,respectively unless braced throughout their length by ///...��� - sponaibBBy of the erector.Addlhonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). �R__ -- DATE: 10/18/2016 the overall structure M the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown v SEQ.: K2 4 8 3 8 71 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the renponebhly of the respedte contractor. - fasteners are complete and at no ams 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. and are for"dry conditionof use. .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Bull bearing el all supports shown.Shim or wedge i/ EXPIRES: 12/31/20 1 Z necessary. (� fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage in provided. October 9,201 6 6.This design is furnished subject to the Bmttations set forth by B.pates shall be boated on both faces of truss,and placed so their center TPVWrCA in SCSI.copies of which yell be furnished upon request. fine.comdde YAM)oInt center lines. MTek USA Inc./Com uTrus Software 7.6.7-SPZ t L 9.Digits Indicate size of plate in Inches. P ( )"E 10.Fm basic connector plate design values see ESR-1311.E5R-t988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -39) 57 2- 8=(-472) 1108 3- 8=(-327) 225 BC: 2x9 DF B1&BTR SPACED 24.0" O.C. 2- 3=(-1373) 619 8- 9= WEBS: 2x9 DF STAND (-273) 730 8- 4= -99) 349 3- 9=(-1093) 412 9- 6=(-472) 1108 4- 9=l) -49) 349 LOADING 4- 5=(-1093) 412 9- 5=(-327) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1373) 614 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -34) 57 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-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 DF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 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 = 0.035" @ 8'- 9.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.080" @ 13'- 2,2" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 11=00 11_00 1' 1' 4-11 6-01 6-01 4-11 fr Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 7.00 M-4x6 Q 7,00 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 4 .f-‘ interior zone, load duration factor=l.6, Ai , End vertical(s) not exposed to wind„ Al Truss designed for wind loads A in the plane of the truss only. M-2.5x9 or equal at non-structural diagonal inlets. M-1.5x93 14-71.5x44 444 / \ N Cr rV Cr FlIFt a_ site 0 O 1 ,4"1 6 9iiiii! a' o M-3x4 M-2.5x4 M-2.5x4 M-3x4 io M-3x6(5) i, y y y 8-09-12 4-04-08 8-09-12 vp P R°F k 11-11 10-01 CCj- -'x4,-GE-N- .- ��5/0 1-00 22-00 1-00 r 4t... 89200PE \�� ) JOB NAME: DR NORTON 3709 A - A2 Scale: 0.2550 - aw WARNINGS: GENERALThis NOTES, unless upon ise parameters 1, OREGON �,/I 7.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameter drown and is for an individual � ,,gg Truss: A2 and Warnings before construction commences. budding component.Appficabdlty of design parameter and proper �� A K. 2.2x4 compression web bracing must be installed where shown+. incorporation of component le the responsibdlly of the burldng designer. �� {, Q\ 2.Design assumes the top and bodom chords to be latera braced at '‘‘<e)'''''1).' /'� P 14 �} -� 3.Additlorml temporary bracing to Insure stability during construction LJ 4., ��, te Iha reaponsl6ildy of the enactor.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout theh knglh by _ -- continuous sheathing such as plywood sited ng(TC)and/or drywaS(BC). - R R I I` DATE: 10/18/2016 the overall stricture le the responsbidty of the building deelgner, 3.2x Impact bridging or uteri bracing required where shown•• SEQ.: K2 4 8 3 8 7 2 4.No bad should be applied to any component ante after t0 bredng and 4.installation of truss is the responaibddy of the respective contractor. - fastener are complete end at no time should any bads greeter then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are ten dry conditionof use. fi.Design assumes full bearing at ed supporta shown.Shim or wedge N EXPIRES: 12/31/2017 no responsibility5.CompuTnus has no control over and assumes responsibility for the necessary fabrication,handling,shipment and Iteladalbn of components, 7.Design assumes adequate drainage is provided. October 19,2016 6.This design is furnished subject to the limitations set forth by a.Pates shall be located on both faces of truss,and placed so their center TPINWrCA In SCSI,copies of witch will be furnished upon request. lines coincide with joint center tries. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1956(MfTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH'360-574-7333 LUMBER SPECIFICATIONS • TRUSS SPAN 22'- 0.0" Design conforms to main windforce-resisting TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF #1&BT1) SPACED 24.0" O.C. TC LATERAL, SUPPORT <= 12"OC, UON. Wind: 110 mph, h=20ft, TCDL=4.2,BC➢L=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor-1.6, DL ON BOTTOM CHORD = 10.0 PSF Truss designed for wind loads Unbalanced live loads have been TOTAL LOAD = 42.0 PSF in the plane of the truss only. • considered for this design. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 12 7.00 2 HM-4x4 12 3 Q 7.00 PR ry O Z ' 1li p 1 �Mvol O 7 O M-2.5x6(S) of M-2.5x4 M-2.5x4 11-11 : 0 PROF 10-01 tC • �S, � � 1-00 a FT �� 1-00 22-00 � =920 c� 1 / 1000,00...r. t JOB NAME: DP. NORTON 3709 A - A3 Scale: 0.3425 l� 7 WARNINGS: GENERAL NOTES, unless otherwise noted: t 1.a diver and erection contractor should be advised of all General Notes 1,Thls design Is based only upon the parameters shown and le for an Individual `. ` p OREGON ;.�1i e, Truss: A3 and Warnings before eonslnwtion commences. bultdfig component.Applloab of design ,(� 1)4-,,e(,' �/ glty parameters and proper �� 2.Dr4 compression web bracing must be Installed where shown+, Incorporation of component la the responsibility of the bolding designer. 1.7.1c;1:1;1.)7.._ + q tI 1.4 'l -r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lalerelty braced at h/J1 Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c,respectively unless s braced throughout their length by - - DATE: 10/18/2016 the overall structure la the responsibility of the bultding designer, continuous sheathing such as plywood aheaihin ore at and/or d yrrall(BC). �� �\ `J 3.2x Impact bridging or lateral bracing required where shown++ 4- SEQ.: K2 4 8 3 8 7 3 4.No bad should be applied to any component until alter alt bracing and 4.Installation of truss Is the responslbftty 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. end are for"dry condtbn'of use. �} i 5.CompuTrus hes no control over and assumes no responsibility for the 6•Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/1.J /2{J(7 necessary' fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. I., 8.This design Is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center October 1 9,2Q 16 • TPV CA In SCSI,copies of which will be furnished upon request, lines coincide with joint center Gyres. MTek USA.Inc./CompuTrus Software 7.6.4SP4 1 L-E 9.Digits Indicate size of plate In Inches, 10.For basic connector plate design values see ESR-1311.ESR-1988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cil=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 I- 2=) -34) 57 2- 8=(-376) 1149 3- 8=(-312) 204 4-14=(-106) 647 BC: 2x4 IF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 OF STAND 2- 3=(-1939) 511 8-11=(-292) 875 8- 9=(-163) 522 12-19=(-179) 0 3- 4=(-1395) 477 11-13=(-168) 998 9-10=(-174) 0 14-15=(-163) 522 LOADING 4- 5=(-1395) 977 13-15=(-242) 875 9- 4=(-106) 647 15- 5=(-312) 204 TC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1439) 511 15- 6=(-376) 1149 11-10=( 0) 93 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -34) 57 10-12=(-372) 0 TOTAL LOAD = 42.0 PSF 13-12=( 0) 93 OVERHANGS: 12.0" 12.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r9-3x4 where shown; Jts:2,6,9-10,12,14 0'- 0.0" -132/ 1069V -163/ 163H 5.50" 1.71 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -132/ 1069V -163/ 163H 5.50" 1.71 DF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. y considered for this design. 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 = -0.050" @ 12'- 7,8" Allowed = 1.054" MAX TL CREEP DEFL = -0.218" @ 12'- 7.8" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.016" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 11-00 11-00 5-08-15 5-03-01 f 5-03-01 S_ f Design conforms to main windforce-resisting ' 08-15 system and components and cladding criteria. 12 12 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 7.00 M-4x6 7 00 Enclosed, Cat.2, Exp.B, MWFRS, 6.0" interior zone, load duration factor=l.6, 4 f_, End vertical(s) not exposed to wind„ lel Truss designed for wind loads in the plane of the truss only. M-1.5x9 M-1,5x9 3 f 14 10 12 re4,1 A it IN st c-, N o [I li leO 1 B 11 13 15 =6 o M-9x6 M-2.5x6 M-2.5x6 M-4x6 O M-3x6(S) y y ; 1, b62.sD#y 1, ), 1, 5-10-11 0-11-042-06-05 3-03-09 2-06-05 0-11-04 5-10-11 ��0 P R OFF ` y y - y 11-11 10-01 i./4' G1NE,!A/2 y y 1-00 22-00 1-00 ��' 89200PE 9r JOB NAME: DP. NORTON 3709 A - A4 Scale: 0.2425 /�;p' WARNINGS: GENERAL NOTES, unless otherwise noted. \ 110 ,t Truss: A4 1.Builder and erection contractor should be advised of all General Notes 1.TMs design in based only upon the parameters shown and N for an Individual Q O REG O I tl w� and Warnings before construction commences. bufding component.Appldabifty of design parameters and proper ���' '/� A K ' L i 2.2x4 compression web bracing must be InslaBed where shown+. Incorporation of component is the responsibility or the building designer. � %� '2.13- 2. O` - 3.Additional temporary brat to Insure sta 2.Design esstanec the top and bottom dards to be latera braced et �/ Po N th9 66dy during construction Ay s\ ' 1 4 h:the responsibility of the erector.Additional T o.c.and al 10.o.c.respectively unless braced throughout their length by /f�1r. 0 - - Q, sP permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). '✓/�+.�i I'0� `,J DATE: 10/18/2016 the overall structure b the responsibility of the building designer. `f� 3. Impact bridging lateral predrg required where t c shown+ o + SEQ.: K2 4 8 3 8 7 4 4.No load should be applied to any component until alter all bracing and lr b of 4.Installation of truss h the responsibility of the respective contractor. _.- fasteners are complete and at no hoe should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2017 fabrication,ham:Bcomponents shipment and Installation of componentnecessary. y G ('� .I C 6.This design Is banished subject to the fimilatbns set forth by 7.Design assumes adequate bdoth Page!s provided, October 9,2�1 V 6.Plates strep be boated an born faces of trues,end plated so their center TPVWrCA In 13151,copies of which will be furnished upon request. Ileus coincide with joint center Anes. MiTek USA,IncJCo Trus Software 7.6.7-SP2 1 L 9.Digits indicate size of plate in Indus. u ( )-E 19.For basic connector plate design values see ESR-1311,ES 8-19138(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 11'— 4.0" Design conforms to main windforce—resisting TC: 2x4 DF #1&BTP. LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF#1GBTR SPACED 29.0" D.C. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=l.6, DL ON BOTTOM CHORD = 10.0 PSI Truss designed for wind loads TOTAL LOAD = 92.0 PSF in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-08 5-08 12 t 7.00 IIM-4x4 12 7,00 3 • • 2 N f / //////////////////////////////////////////////////////////////////////////////////// � � I 1 5 M-2.5x4 M-2.5x.4 k y 1-00 11-04 ' G� PROP " 4=15) se• d 89200PE JOB NAME: DR HORTON 3709 A — Si, Scale: 0.5596 —46101111111111.111(.1557— WARNINGS: GENERAL NOTES, unless otherwise noted: : \ 1.Truss: Builder end erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an Indivkluel OREGON . T ru S s: B1 and Warnings before construction commences" building component.Applicability of i design �y parameters and proper incorporation of component is the responsibility /J�� 2,2x4 compreaslon web bracing must be installed where shown responsibility of the building designer. i 2°� 3,Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chards to be laterally braced at .� aV '�A is the responsibility of the erector.Addhional permanent bracing of Y o,c,and at 10'o,c.respective?unless braced throughout their length by44t- `'Y DATE: 10/18/2016 the overall structure is the responsibility of the build de continuousxI sheathing rg such l bs acing re aired where s and/or drywall(BC). �j �building signer. 3.2t<Impact bodging or lateral bracing required where shown++ F SEQ. : K2 4 8 3 8 7 5 4.No load should be applied to any component until altar all bracing and 4.Installation of truss Is the responsibdity ot the respective contractor" - fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used in a noncorrosive emironmenl, TRANS I D: LINK design bads be applied to any component. and are for'dry conditionof use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary, + I,� q(� 7.DesigPlates hallassumes aadequate drainage Is provided. October I.7,ZO 6 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of Buss,and placed so their center TPI/W7CA in SCSI,copies of which will be furnished upon request. Bees coincide with Joint center lines. MiTek USA,IneJCompuTrus Software 7.6.4 SPd(1L)E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0" IBC 2009 MAX MEMBER FORCES 414R/GDF/Cq=1.00 TC: 2x4 DF 411&BTR LOAD DURATION INCREASE = 1.15 1-2=( -38) 57 2-5=1-90) 4 3-5=(-170) 119 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-100) 78 WEBS: 2x9 DF STAND 3-4=1 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C- 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 380V -92/ OH 5.50" 0.61 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.0" -26/ 225V -92/ 011 2.00" 0.36 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.077" @ 2'- 10.0" Allowed = 0.357" MAX TC PANEL TL DEFL = -0.089" @ 2'- 10.0" Allowed = 0.536" MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5" 5-03-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 5.5" 1' 'r T 12 This truss does not include any time dependent deformation for longterm loading (creep) in the 7.00 [7' M-1.5x4 4 p -, total load deflection. The building designer 3 shall verify that this parameter fits with the intended use of this component. .411A Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, m Enclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor=1.6 SPATIAL, End vertical(s) not exposed to wind., of Truss designed for wind loads rt in the plane of the truss only. o /- , cr of ��� 5 ill 0 1 M-2.5x4 M-1.5x4 y y y 5-03-04 0-03-12 y 1-00 y 5-07 y i �� p_PRFs ,„ ,ANG{ EE�4`S/0 �,cc ' 89200P E v r JOB NAME: DR. HORTON 3709 A - CIA Scale: 0.5510 r: ....1111111r/ �.j WARNINGS: GENERAL NOTES, unless otherwise noted: \ 10 ,` ; „ I.Builder and erection contractor should be advised of all General Notes t,This design Is based only upon the parameters shown end Is Mr an Individual 1� ,p OREGON *- /�� Truss: C 1 A and Warnings before construction commences, building component.Applicability of design parameters and proper v £7 Vi 2.2x4 compression web bracing must be installed where shows+, Incorporation of component h the responsibility of the building designer, ty' 2 '\. 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and velybottw chorda to be laterally braced et ��� 1L� G. (' is the natio of the erector.Additional Z st and at 10'o.c.respectively unless braced throughout their length by _ responsibilitypermanent bracing of continuous sheathing such as plywood sheakring(TC)and/or drywall(BC). 414 - ' R `l 4L DATE: 10/18/2016 the overall structure is the reeponsibilbuil ly of the ding designer. 3,7x Impact bridging or lateral bracing required where shown o+ rl 1 SEQ.: K2 4 8 3 8 7 6 4.No lead should be applied to any component until after all bracing and 4.Installation of tens is the responsibility or the respective contractor. fasteners are complete and at so time should any loads greater than 5.Design assumes musses are to be used in a non-corrosive environment, design keds be applied M any component. and are for"dry condition"of use. TRANS ID: LINK �]/31/2 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fug bearing et ell supports shown.Shim or wedge it EXPIRES: LQ 7 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes acts 6.This design is furnished subject to the gmgatbns set forth by 8.Plates shag be local don both facte es iof russ,,and placed so their center s prodded. October 19,201 6 TP WVTCA in SCSI,copies of which will be furnished upon request, lines coincide with Joint center tines. S.Digits Indicate size of plate in inches, MITek USA,Inc./CompuTrus Software 7.6.4-SP4(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0" IBC 2009 MAX MEMBER FORCES 4WP,/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-4=(-104) 0 BC: 2x4 DF #1OBTR SPACED 24.0" O.C. 2-3=(-73) 95 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING . BC LATERAL SUPPORT 0= 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" -50/ 345V -105/ OH 5.50" 0.55 DF ( 625) 3'- 11.0" -79/ 111V 0/ OH 2.00" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.0" 0/ 92V -105/ OH 2.00" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 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" 9 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.094" MAX BC PANEL LL DEFL = -0.015" 0 2'- 7.2" Allowed = 0.246" 5-07 MAX BC PANEL TL DEFL = -0.028" 9 3'- 2.0" Allowed = 0.328" ' MAX HO0IZ. LL DEFL = 0.001" @ 3'- 11.0" 12 MAX HO0IZ. TL DEFL - 0.001" 9 3'- 11.0" 7.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. e' Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, o Enclosed, Cat.2, Exp.B, MWFRS, coIinterior zone, load duration factor=1,6, o Truss designed for wind loads i cv in the plane of the truss only. N O /- d' Wil 1 M-2.5x4 y y y 1-00ROVIDE FULL BEARING:Jts:2,3,9 I 5-07 tiQ`�'0 PRQfi�cs. ' 89200PE �r 1 i JOB NAME: DR HORTON 3709 A -. C1B / Scale: 0.6308 'Cts_ WARNINGS: GENERAL NOTES, unless otherwise noted: \ '• ry C/� p Vr 1.Builder and erection contractor should be advised of ail General Notes I.This design is based only upon the parameters shown and is for an Individual ��' ,} OREGON E G O 1 Y 4:1 Truss: Cis and Warnings before conatruetloe commences. building component.Applies batty of design pars meters and proper �1�1a/p A 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responslblHty of the twddirg designer. "J�+' rJ O` 3.Additional temporary bracing to Insure stability during conahucgoe 2.Design assumes the top and bottom chords to be laterally traced at •'.0 14 L� �[], k the re nslbti of the credo,Adddbnal 2'o.c,and at 10*o.c.respectively unless braced throughout their length by - - ? spo flY permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "� R p 1` \-. DATE: 10/18/2016 the overall structure Ia the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e e 1 3 L SEQ. : K2 4 8 3 8 7 7 4.No bad should be applied to any component until after sfl bracing and 4.Installation of toes is the responsibility of the respective contractor. - - fasteners are complete end at no time should any loads greater than 5.Design assumes Trusses are M be used lit a nonconoslve environment, TRANS I D• LINK design bade be applied to any component, and are for"dry condition"at use. 5.CompuTrtrs has no control over and assumes no responsiblity for the 8.Design assumes Tull bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2D17 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October�t(�ry O q 6 6.This design Is hanlshed subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center October 1.7,G 1 TPYWMCA In BCSI,copies of which mil be furnished upon request. lines coincide with Joint center tries. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.JCompuTrus Software 7.6.4SP4(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input. by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N1&BTP, LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-5=(-65) 9 3-5=(-115) 56 BC: 2x9 DF Bl&BTR SPACED 24.0" O.C. 2-3=(-78) 59 WEBS: 2x9 DF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -55/ 315V -66/ OH 5.50" 0.50 DF ( 625) LL = 25 PSP Ground Snow (Pg) 3'- 7.0" -10/ 139V -66/ OH 2.00" 0.22 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , 0001 REQUIREMENTS OF IBC 2009 AND IRC 2009 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 DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.012" @ 1'- 8.8" Allowed = 0.203" MAX TC PANEL TL DEFL = -0.012" @ 1'- 8.8" Allowed = 0.304" 3-03-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5" MAX HORIZ- TL DEFL = 0.000" @ 0'- 5.5" 12 This truss does not include any time dependent. 7.00 7s' deformation for-long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M-1.5x9 4 :11113 la IF Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 110 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.6, MWFRS, rninterior zone, load duration factor=l.6 oEnd vertical(s) not exposed to wind., nTruss designed for wind loads in the plane of the truss only. NO O 1 M-2.5x4 M-1.5x4 y )' 3-03-04 0-03-12 y Y y - - 1-00 3-07 , . Q, D P R-OFEss C? . NGiIN��� /p 1 89200PE y� i, JOB NAME: DR NORTON 3709 A - C2 /?' Scale: 0.6053 _-''' WARNINGS: GENERAL NOTES, unless otherwise rested: `. OREGON e/''� p 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 O R EG O 1\1 '��/ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper A A - 2,2x4 compression web bracing must be Installed where shawl+, incorporation of component is the responsibility of the building designer, /0 7) 1 2-C)/- O ' 3.Addllonal temporary bracing to Insure etabSty during construction -2.Design assumes the top and bottom chords to be ialera o braced at --- G ��/ is the responsibility of the erector,Addtlonal permanent bracing of 7 o.c,and at 10'o.c,respectively unless braced throughout thele length by continuous sheathing such as plywood sheathing(TC)andror drywall(BC). . Q 1�� DATE: 10/18/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where ehown+. 17 1 SEQ. : K2 4 8 3 8 7 8 4.No bad should be applied to any component until alter el bredng and 4.Instaltetlon of truss is the responsibility of the respecrWe contractor. - fasteners are complete and at no time should any bads greater then R.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK 6.Design assumes fug bearing at e8 supports shorn.Shim or wedge if 5.CompuTrus has no control over end assumes no responsibllay for the necessary. EXPIRES: 12 31/2017 fabrication,handling,shipment and installation of components. 7_Design assumes adequate drainage Is provided. October 19 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 October r 20 1 V TPUWTCA In BCSI.copies of which wit be furnished upon request. lines coincide with joint center Anes. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.4-SP4(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" Design conforms to main windforce-resisting TC: 2x9 DF Hl&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 DF 41&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND Wind: 110 mph, h-205t, TCDL=4.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF End verticals) not exposed to wind., TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground snow (Po) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ...iiiiiii bearing wall for entire span DON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-03-04 0-03-12 1' T 1' 12 7.0D M-1.5x9 4 3 M 0el t O N 2 o of /— ���������������������������� 0 1 1/1100111111111111111111111/ 111 M-2.5x9 M-1:55x.46 y y l 1-00 3-07 __ _ �c�� -�yG1NE�c--.cv,4 �' 89200PE JOB NAME: DR HORTON 3709 A - C3 Scale: 0.6475 -� 41111!"1111111:• r-________, �`}. I WARNINGS: GENERAL NOTES. unless othenvlse noted: \ . ; "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 individual % OREGON A- Truss: C 3 and Warnings before construction commences, building component.Applicability of design parameters and proper G• l+c 2.2x4 compression web tracing must be installed where shoen+, incorporation of component re the responsibility of the building designer. r/O !4{� O ^y�- 3.Additional to stability ng construction 2.Design assumes the top and bottom chorda to be'Merely braced at \ r 14 L.; 0 1 / temporary bracing to insure stabil dun 2'0.c.and at 10'o.c,respectively unless braced throughout their length by T- is the responsPokily of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). �R[]q DATE: 10/18/2016 tIs overall structure h the respotrdbit y of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - R 1 L. SEQ. : K2 4 8 3 8 7 9 4.No bad should be applied le any component until alter all brining and 4.installation of truss is the responsibility of the respective contractor. fasteners are complete and at se time should any bads greater than 5.Deeign assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK 12/31/2017 deelgn bads be applied to any component, and are for condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes NII bearing at an supports shown.Shim or wedge If EXPIRES: 1�,1 1/ 1J 1 7 necessary, fabrication,handling,shipment and instatiation of components. 7.Design assumes adequate drainage Is provided. October 1 9 r 2016 6,This design Is banished subject to the limitations set forth by 8.Plates shag be boated on both faces of tens,and placed so their center TPIA TCA In 8151,copies of whkh wall be furnished upon request. lines coindde with joint center fines. 9.Digits Indicate size of plate in inches. MTek USA.Inc.fCompuTrus Software 7.6.45P4{1 L}E 10.For bask connectorlate design fin values see ESR-131 t,ESR-1998(AAiTek) • This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-5=(-43) 7 3-5=(-103) 38 BC: 2x4 DF #103TR SPACED 24.0" O.C. 2-3=(-85) 61 WEBS: 2x4 DF STAND 3-4=(-12) 9 LOADING TC LATERAL SUPPORT <= 12"000. 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" -59/ 301V -45/ OH 5.50" 0.48 DF 1625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -19/ 69V -45/ OH 2.00" 0.11 DF ( 625) 12 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0,002" @ 0'- 11.9" Allowed = 0.080" MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3" Allowed = 0.120" MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5" MAX HORIZ. TL DEFL = 0.000" @ O'- 5.5" This truss does not include any time dependent M-1.5x4 4 deformation for longloading term (creep) in the total load deflection. The building designer 3 shall verify that this parameter fits with the intended use of this component. /11 N Design conforms to main windforce-resisting o system and components and cladding criteria. s o Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ,� Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration fatter=1.6 End vertical(s) not exposed to wind., NI Truss designed for wind loads oin the plane of the truss only. M-2.5x4 M-1.5x4 y y y 1-00 2-00 0PROF s `0 •• r,GtiNEE /p LS? : 89200PE ter'" 4001.,:91/ „,-- JOB NAME: DR HORTON 3709 A - C4 Scale: 0.9973e? WARNINGS: GENERAL NOTES, unless otherwise noted: le 1Builder 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 ORE G O Truss: C4and Warnings before construction commend. .. 1w��� building component.Applicability of design parameters and proper �(,� V'� A' . 2.2x4 compraselon web bracing mud be installed where shown+, incorporation of component Is the responsibility or the building designer, /0 14 2-° ; This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'— 0.0" Design conforms to main windforce—resisting TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF 41&BTR SPACED 24.0" O.C. WEBS: 2x4 OF STAND Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12"OC. CON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF End verticalis) not exposed to wind., TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 12 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1.5x4 4 ,114 O km O I'�O �m o O' '�5 6 ,5x4 • y 1-00 y 2-00 l �' 89200PE w� r JOB NAME: DR. HORTON 3709 A — C5 Scale: 0.9973 r'r�t �� ►. ! WARNINGS: GENERAL NOTES, unless otherwise Holed: \ OREGON ©N 1.Bidder and erection contractor should be advised at all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ti Truss: C5 and Warnings before construction commences, budding component.Applicability of design parameters and proper p yc, 1:` 2.2x4 compression web bracing must be Installed where shown+, incorporation or component is the responsibility of the budding designer. �0 Y 14 253.N. \. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be latera braced at r r'?' Is the responsibly of the erector,Additional permanent bracing at 2'n.c,and at 10'c.c.respectively ee ey unless braced throughout theft length by �/� - _ DATE: 10/18/2016 the overall structure h the r2a'spent sheathingdinor such l b plywood requirediwhere s and/or dtywad(BC). 1/ ❑R 1 4 responsibility of the balding designer. 3.2x Impact bridging or lateral bracing where shown*+ L- SEQ.: K2 4 8 3 8 81 4.Na load should be applied to any component unfit slier all bracing and 4.Installation Minors Is the responsibility of the respective contractor. - fasteners are complete and etas time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component and are for"dry cesdd on"of use, C I{ 6.Design assumes full bearing at all supports shown.Shim se wedge if EXPIRES: 12/3112017 { 7 5.CompuTnra hes no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and installation of components. 7_Design assumes adequate drainage is provided. O�/t+Df.,@r 6.This design is furnished subject to the limitations set forth by 8,Plates shad be located an both faces of truss,and placed so their center � J((''�� ,2d 16 TPlN TCA In SCSI,copies of which wld be furnished upon request. lines coincide with joint center fines. 0.MITekUSA,InclCompuTrusSoftware 7.6.4SP41L t Digitsinticoszeoppateigches. tE�' 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-4=(0) 0 BC: 2x4 DF 61&BTR SPACED 24.0" O.C. 2-3=)-77) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL) 25.0)+DL) 7.D) 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" -67/ 322V -69/ OH 5.50" 0.52 DF ( 625) 1'- 11.0" 0/ 54V 0/ OH 2.00" 0.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -33/ 96V -69/ OH 2.00" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.002" @ 1'- 0.6" Allowed = 0.067" MAX BC PANEL TL DEFL = -0.003" 9 1'- 0.6" Allowed = 0.089" 4-00 MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5" 'I' . MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 12 This truss does not include any time dependent 7.00 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 3 1- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-05, y Enclosed, Cat.2, Exp.S, MWFRS, o interior zone, load duration factor=1.6, co Truss designed for wind loads o in the plane of the truss only. N ost O /- I Ma I NEM ex 0 1 M-2.5x4 y y y 1-11 2-01 y y 'PROVIDE 1'F3D10BEARING;Jts:2,4,3 I 4-00 - n,D PRQ�'r �� -IAGIN�� s`S/ .' $9200PE �r JOB NAME: DR HORTON 3709 A - C6 + � '�' Scale: 0.5999 A-iw� �.-_... WARNINGS: GENERAL NOTES, unless otherwise noted, \ '♦ ����,,���,,�//�••• ! �?OREGON t�,', GG 1,Builder and eroaban aontrador ahwM be advised of all General Notes t.Thfs deagn b based oris upon the parameters sMwn a+xl la for an IMivfdual • Truss: C6 and Warnings before consthwbon commences. building component.Applicability of design parameters and proper p 17r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the buildrg designer. /4 .!q l- 1 4 2-°N 4` 3,Addllneal temporery bracing to insure stability during construction 2.Design assumes me lop and bottom chords to be lateramy braced at _I G� (y la the responsibility of the eredor,Additional permanent bracing of a ane and al eaIS o.c,respectively unless braced throughout thein length by --- �[- continuo.sheathing such as plywood sheathing(7C)endlor drywaq(BC). �/ !�'I `1 L DATE: 10/18/2010 the overall structure 1st.responsibility of the building designer. 3.2x Impact bridging of lateral bracing required where shown++ (� 1 1 SEQ. : K2 4 8 3 8 8 2 4.No load should be applied to any component until after all bracing and 4.Installation of tussle ie the responsibility of the respective contractor. fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. design loads be applied to any component, and are for"dry condition"of use. EXPIRES: /} /'y{ TRANS ID: LINK 6.Design assumes hill lxaringata8 esppo is chown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responstbildy for the mcessan, {., .t n f''�.t�+ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. October i J,2 V 1 V 6.This design Is furnished sublect to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPl4YTCA in BCS',copies of which will be furnished upon request. lees colndde with Joint center lines. 9.Digits Indicate size of plate in Inches. MTek USA.IncfCompuTrus Software 7.6.4.SP4(1L)-E 19.For basic connector plate design values see 158-1511,158-1988(MRA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0,0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -30) 43 2- 8=(-447) 1082 3- 8=(-310) 201 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1240) 539 8- 6=(-447) 1082 8- 4=( -47) 459 WEBS: 2x4 DF STAND 3- 4=( -926) 327 8- 5=(-310) 201 LOADING 4- 5=( -926) 327 TC LATERAL SUPPORT 0= 12"00. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1240) 539 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -30) 43 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED SRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -122/ 828V -89/ 89H 5.50" 1.32 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 17'- 0.0" -122/ 828V -89/ 89H 5.50" 1.32 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" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 5.033" 0 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.075" @ 8'- 6.0" Allowed = 1.072" MAX LL DEFL = -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- D.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.014" 0 16'- 6.5" MAX HORIZ. TL DEFL = 0.022" 0 16'- 6.5" 8-06 8-06 Design conforms to main windforce-resisting system and components and cladding criteria. 4-06-04 3-11-12 3-11-12 4-06-04 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, f' l' f f l' Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior Zone, load duration factor=l.6, I IM-4x4 5.00 GU7' ,a5.00 TrussedesignedEncal(s)fortwindoloadso wind„ 4.0" in the plane of the truss only. 4 T---K" M-1.5x4 1.0" M-1.5x4 3 5 1 _ _ Q 1 ! z = e 1 c, M-2.5x4 M-3x8 M-2.5x4 y 8-06 y 8 06 = ...0 PROP k y 17 0 o y y �4\ NG I iI F.`(3'/Q 1-00 1-00 :�C�. "9 89200PE { '/,, "" JOB NAME: DP. HORTON 3709 A - Dl Scale: 0.3534 r...: 5.,.__ _._ WA1.Budder GENERAL NOTES, unless otherwise noted: '7 OREGON 0 A- 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 1x Truss: DI. and Warnings before construction commences. building fug component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown*. incorporation of component Is the responsibility of the building designer, ' l„ 14 2$ \ # 3,Additional temporary bracing to Insure stabRly during construction 2•Design assumes the top and bottom chorda to be laterally braced at r is the responaPolllty of the erector,Additional permanent bracing of 2'o.c.and at 10 o.c,respectively unless braced throughout their length by - --- Q if DATE: 10/18/2016 the overall structure Is the respons bb y of the bolding designer, centro eus sheathing such as plywood aheething(TC)andior drywsll(BC). t `J 3.2a Impact bridging or lateral bracing required Where shown++ R R 1 1.._ SEQ.: 2 4 8 3 8 8 3 4.No load should be applied to any component undid alter aN bracing and 4.installation ernes,Is Mx responsibility of the respectNe contractor. fasteners are complete and a no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bade be applied to any component, and are for"dry nsetillon"sI use. " 5,CompuTnis has no control over and assumes no responsibility for the 6.Design assumes fug bearing at a8 supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handbng,shipment and installation of components. 7.Design assumes adequate drainage is provided. 016 6.This design Is furnished subject to the Fmitetlam set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 19,2 TM/YWCA In SCSI,copies of which will be furnished upon request, lines coincide with)olnt center lines. 9.Digits indicate size of plata in inches. MITA USA.Ine,ICompuTrus Software 7.6.7-SP2(1 L)-E 10,Foe basic connector plate design values see ESR-1311.ESR-1988(MRek) This design prepared from computer input. by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" Design conforms to main windforce-resisting TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 OF #1&BTR SPACED 29.0" O.C. Wind; 110 mph, h=20ft, TCDL=9.2,BCDL=5.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' interior zone, load duration factor=1.6, DL ON BOTTOM CHORD = 10.0 PSF End vertical(s) not exposed to wind„ TOTAL LOAD = 92.0 PSI' Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-06 s-o6 1 12 T 12 5.00 IIM-9x9 `J5.00 3 I I 2 9 m rn rt 0 1 ////////LLl///////L//%/////l/,„„,////////l//11////L/7„,„//1L///////////„„„L,//L1/L//1ll//// AI i o I o 0 M-2.5x9 M-2 p PRp 1-00 17-00 =— JOB NAME: DR. HORTON 3709 A - D2 / ,1005"4... � Scale: 0.4599 iiiiIIIIPP” r-_ WARNINGS: GENERAL NOTES, unless otherwise noted: \ O O , 1,Builder and erection contractor should be advised of a6 General Notes 1.This design is based only upon the parameters shown and is for an individual \ �d Truss: D2and Warnings before construction commences. building component.Applicability of design parameters and proper L. 4 �1 'J` , 2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the respornsfbipty of the building designer. '2 l.. O� 3-Additional temporary tracing to Insure atab+Sty during construction 2.Design and at l O the lop end bottom chords to be throughout braced at /Vit T 14 _'Q i Is the respondblity of the erector.AdrBtlaneI permanent bracing of 2'o.c. at 10'o.c.respectively unless braced throughout their length by -- -- DATE: 10/18/2016 the overall structure is the reaponsblfity of the building desgner, continuous sheathing such es plywood ng(TC)andnor drywag(BC), p ` 3.2x Impact bridging or lateral bracing required where shown++ _��f1's�� 4.No bbe ad should applied to any component until oiler as bracing and 4.Inetalletbn of loM ss is e nsibil of the res e contractor. SEQ.: K2 4 8 3 8 8 9 fasteners ere complete and at no time should any bads greater then 5.Design assumes trusses arreto be used in a noncorrosive environment, TRANS ID: 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 hill bearing et a0 wppues shown.Shim m-cadge If EXPIRES: 12/31/2017 necessary. �+ fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. P October 19 r Zfl 1 V 6.Thls design Is furnished subject to the limitations set forth by 8.Plates shag laced so their center be located on both faces of truss,and T W4ICA in SCSI,copies of which wIg be furnished upon request. lanes coincide with sled center Ines. 9,Digits Indicate size of plate an Inches. MTek USA.Inc./CompuTrus Software 7.6.7-SP2(1 L)-E t0.For bask connector plate design values see ESR-1311.ESR-1986(MITek) Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 41 �13ji' Center plate on joint unless x,y -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. IFILApply 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 ®' 16" cz-s 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves a WEBS c?� 4 may require bracing,or alternative Tor 1 �1,,, 0 bracing should be considered. r U �m 'g3. Never exceed the design loading shown and never O a' U stack materials on inadequately braced trusses. 0` I— p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 07-8 C6-7 c5- designer,erection supervisor,property owner and plates 0- '1,v" 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 01111111 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 ii?40101111Indicated 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 ALSO 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. ..."-' 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 reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. } number where bearings occur. 17.Install and load vertically unless indicated otherwise. J Min size shown is for crushing only. ill,x, 18.Use of green or treated lumber ma 11.-- ose unaccetable environental,health or performance risks.Consult with Industry Standards: project engineer before use. M ANSI/TPII: 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, akr MI 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ter. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 A Standard Gable End Detail ST-GE120-SP MiTek USA,Inc. Page 1 of 2 1.--\ [ _ —7,1 I Typical_x4 L-Brace Nailed To / ! 2x Verticals W/10d Nails,6"o.c. Vertical Stud ,--\ L_ s. _ '' _L________ \ 4 16d Common ______ 4 \ \., . \ > .. �_ N,R,,,._ Vertical Stud O DIAGONAL Wire Nails �. BRACE 1 _c\ 4 u---(__ , , \ , ,... , \ , „-•411---_,.../ '\ • MiTek USA, Inc. --J 's • .,y,_ 16d Common SECTION B-B + Wire Nails DIAGONAL BRACE ---to,. : .— Spaced 6"o.c. 4'-0"O.G.MAx —_— ' l'iWi---_-___—. (2)-10d Common __ /. ---2x6 Stud or TRUSS GEOMETRY AND CONDITIONS re Nails into 2x6 2x4 No.2 of better %' .. SHOWN ARE FOR ILLUSTRATION ONLY. -mg Nr, �- ,,� --_-__— --.____.__-- ` NailedlTo 2x24Vertintal Bcalse �� ��` 12 , w/(4)10d Common Nails s. SECTION A-A 2x4 Stud IA -1 Varies to Common Truss ---------- ---..._---- '9r.V!/11t .g' 'fi'- f►.IC f/.%/Sf�/` - SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING / A ; { ��.\ TO TRUSSES WITH(2)-10d NAILS AT EACH END. / I ' I ' **i7 '- -rt ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. / Z— la l 3x4= 13 �- I. ! B j,j, B / m ,, __ 1, � E (4)-8d NAILS MINIMUM,PLYWOOD EATHING TO 2x4 STD SPF BLOCK / * -Diagonal Bracing ** -L-Bracing Refer 1 \. /. Refer to Section A-A to Section B-B \. i 124"Max Roof Sheathing--- \ NOTE: - ?�r 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ;1 '/ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND / v WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 -3�� (2) 190' / / 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. - / ,,,,/\/- � ►, ", ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT rt---____,� , / / (�) 10d NAILS BRACING OF ROOF SYSTEM. - 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB ' 7 ' 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 y I , DIAPHRAM AT 4'-0"O.C. ' ,<y /Trus $ @ 24" D.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A NI 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / 0, \K\ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / ( 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 t/ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 points_ „- '; 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. I= , 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall ti HORIZONTAL BRACE �_ (SEE SECTION A-A) r2 DIAGONAL `-__ Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace i L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stu 112”O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/St 16"O.C._ 3-10-7 4-2-1 5-10-137-8-14 11-7-5 2x4 SP No.3/5tu 124"O.C. 3-3-11 3-4-14 4-9-131 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 Bin o.c.,with Sin minimum end distant. 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. — _ I