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Plans (26) 113-<Sw RECEIVED /461-)-0(c- -ovsij NPV�� 7.016 MiTek yyCI IA OF11 A ,nING PMSION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3726-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K 1448272 thru K 1448288 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0NGINEF %0 89782PE VA OREGON Q^� �Rk ''AUL �4�� r '�• 31/2016 October 9,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 14'- 3.0" Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #16BTR SPACED 24.0" O.C. load Truss ddesigned uration ffor owind 6 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 Gable end truss on continuous bearing wall UON. TOTAL LOAD = 42.0 PSF 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 '1 f T 12 12 IIM-4x4 Q 7.00 7.00 3 N N -/0O Of O 0 0 M M-2.5x4 —2.5x4 • y y p PR OFFS 1-00 14-03 �..., ` NGh,INF��y s/0 .w :9782PE 9r JOB NAME: DR HORTON PLAN 3726-A - Al Scale: 0.4771 WARNINGS: GENERAL NOTES, unless otherwise noted: "q •RECON '� 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 47:5)'N4 O lT Truss: Al and Warnings before wnsbuclion commences. building component.Applicability of design parameters and proper V �` • 2.9t4 compression web bracing must be installed where shown+. incorporation assumes esof the op an is the responsibility of the building designer. 9 q R Y 1 g 3.Additional temporary bracing to insure stability during consbu tion 2.Design assumes Ne top and bosom chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous nand at ea hin.rskid,as ply wood s eawtl throughout their length). /'� pactsheathing such as sheet where shown drywall(BC). PA U I_ �\ DATE: 10/8/2015 the overall structure is the responsibility of tie building designer. 3.2u Impact bridging or lateral bracing required where shown a 4.No load should be applied a any component until atter all bracing and 4.Installation of Buena the responsibility of the respect.contractor. SEQ. : K 14 4 8 2 7 2 fasteners are complete and at w time should any loads greeter than 5.Design assumes musses are m be used in a non`orro`lue environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID' LINKB Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus 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. October 9,2015 8.This design is famished subject to toe limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIPN1 CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) x { This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 14-03-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1927) 147 1-6=(-100) 1593 2-6=(-172) 68 BC: 2x8 DF SS 2-3=(-1B21) 166 6-7=( -36) 1114 6-3=( -74) 907 WEBS: 2x4 DF STAND LOADING 3-4=(-1821) 166 7-5=(-100) 1593 3-7=( -74) 907 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4-5=(-1927) 147 7-4=(-172) 68 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 BC LATERAL SUPPORT <= 12"OC. UON. •• TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 14'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PIF 0'- 0.0" TO 14'- 3.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 75.0)+DL( 51.0)= 126.0 PLF 0'- 0.0" TO 14'- 3.0" V 0'- 0.0" -105/ 1496V -61/ 61H 5.50" 2.39 DF ( 625) 14'- 3.0" -105/ 1496V 0/ OH 5.50" 2.39 DF ( 625) 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.029" 9 9'- 1.9" Allowed = 0.667" MAX TL CREEP DEFL = -0.070" 9 9'- 1.9" Allowed = 0.889" MAX HORIZ. LL DEFL = 0.007" @ 13'- 9.5" MAX HORIZ. TL DEFL = 0.011" 9 13'- 9.5" 7-01-08 7-01-08 T f T Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-00-15 3-00-09 3-00-09 4-00-15 ad duration f 12 T f f f Trussddesigned ffor owind 6loads 7.00 17,.. M-4x6 12 in the plane of the truss only. Q 7.00 4.0" 3 IN M-1.5x4 M-1.5x4 2 4 M-7x8 M-7x8 a O f 1�� ter' 6 O .t6 0 M-3x8 :=M-4x4 =M-4x4 M-3x8 )' b y y y 5-01-02 4-00-13 5-01-02 ` EO PROF 14 03 y ��5��GINE'F�`�jO�i �� 7 0.6)\<. 89 782 P E 9r' • JOB NAME: DR HORTON PLAN 3726-A - A2 Scale: 0.4183 WARNINGS: GENERAL NOTES, unless otherwise noted: 'w Truss: A2 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual v OREGON oma"J and Warnings before construction commences. building component.Applicability of design parameters and proper �'` 2.2x4 compression web bracing must be installed where shown+. incorporetion of component is the responsibility of the building designer. �y//r. G,S t �j��` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 Iy 4J is Me responsibility of the erector.Additional permanent bracing of 2'o.e.and et 10'o.c.respectively unless braced throughout their length by /� `, DATE: 10/8/2015 the overall sbudure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)res and/or d ywall(BC). '! PA C�\v 3.2x Impact bridging or labral bracing required where shown++ `` SEQ. : Ki4 4 8 2 7 3 4.No load should be applied to any component until atter all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CampuTnre has no control over and assumes no responsibility for the 6.Desi ssumes full bearing at all support shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. my 6.This design is famished subject to the limitations set forth by 7.Platin shall beelocated owaded oneoth face is buprosn.a October 9,2015 8.Plats anal)be to joint on bole feces of buss,and placed so their center TPINNfCA in BCSI,copes of which will be famished upon request lines coincide with 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-1968(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 4+1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 200 6-3=(0) 146 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3-(-292) 0 6-4=(0) 200 WEBS: 2x9 DF STAND LOADING 4-5=( 0) 57 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -28/ 392V -37/ 37H 3.50" 0.63 DF ( 625) Snow: ASCEPSF 1 1 Snow(Ps) Co=1, Ce=1, Ct=1.1, I=1 6'- 7.5" -28/ 392V 0/ OH 3.50" 0.63 DF ( 625) - M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.010" @ 3'- 3.8" Allowed = 0.403" MAX LL DEFL = -0.002" @ 7'- 7.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 7.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.0" Allowed = 0.206" 3-03-12 3-03-12 12 MAX HORIZ. TL DEFL = 0.002" @ 6'- 4.0" 12 7.00 Q 7.00 Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 4.0" Truss designed for wind loads in the plane of the truss only. REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS NOT SHOWN. �0I {- 7-11111111 6 •, of01.5x4 M-2.5x4 3-03-12 3-03-12 PRO y 1-00 y 6-07-08 y 1-00 y ��ED INE F 06$ �• �5 ANG 'tZ,q 0� ' 8.782PE �<' / i ,/ JOB NAME: DR HORTON PLAN 3726-A - B1 Scale: 0.5885 S7,L 1.0 OREGON oma'- ‘.. WARNINGS: GENERAL NOTES, unlessothenmse noted: 2 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .y �q RY 15 Truss• B1 and Warnings before consWdon commences. bolding component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. v 3.Additional temporary bracing to insure stability during construction2.(Design assumes tha top and botom chords to be laterally brerod at PA U L R s 2'o.c.and at 10'cc.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywall(BC). DATE: 10/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE : K 14 4 8 2 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. 4• fasteners are complete and at no tme should any loads greater than 5.Deign assumes tosses are to be used in a non-corrosive environment. EXPIRES: design loads be applied to any component. and gra fss•dry full beating ati of use. EX P I R ES: 12/31/2016 TRANS ID LINK responsibility 8.Design assumes ullegat all suppo6shown.Shim orwedge i( October 9,2015 5.Com Trus has no control over end assumes no til' for the fabriceton,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitttons set forth by 8.Plates shall be located on both faces of buss,and placed so their centra t ` TPIMdTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.6(1L)-E ,n c.. .0..."., e.,,",.a-=�" •�•^••••«__,�„ «oeoe.a,eer.u: 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 202 5-3=(0) 196 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-299) 0 5-4=(0) 202 WEBS: 2x4 DF STAND 3-4=(-293) 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" -32/ 908V -30/ 39H 3.50" 0.65 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 7.5" 0/ 277V 0/ OH 3.50" 0.99 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.010" @ 3'- 3.8" Allowed = 0.403" MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.0" Allowed = 0.206" MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.0" 3-03-12 3-03-12 MAX HORIZ. TL DEFL = 0.002" @ 6'- 9.0" T T T 12 12 Wind: 120 mph, h=17.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.00 V ''Cl 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x4 3 4.0" ....iiiiiiirillIS 2.0 No ."- .iiiIIIIIIIIIIIIMI 2 I MM --/2 O • i 1 10-7.11:15 Imo.4 �i O M-2.5x4 M-1.5x4 M-2.5x4 3-03-12 3-03-12 ) l y 1-00 6-07-08 s?, t) PROptss 7N \ �" :9782PE yr JOB NAME: DR NORTON PLAN 3726-A - B2 Scale: 0.5701 -• WARNINGS: GENERAL NOTES, unless otherwise noted: C.. Truss: B 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the paremeters shown and is for an individual i •R EGO N and Warnings before construction commences. building component Applicability of design parameters and proper V Q 2.m4 compression web bracing must be installed where shown+. ircorporetion of component is the responsibility of the building designer. """^Ry .15 �/ <„, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom horde to be laterally braced at 9 'l + is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1d ori.respectively unless braced throughout their length by _Vl DATE: 10/8/2015 the overall etruqure is the responsibility of the building designer. continuous sheathing later l bs acing re uirshet where shown and/or drywall(BC). r'A U L ` 3.2r Impact bridging or lateral bracing required where shown++ SE K 14 4 8 2 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility Q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto usein noncorrosive environment, • TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dere assumes Pill bearing et a"supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment ertd installation of components. 7.Design assumes adequate drainage is provided. October 9,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIN6TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCom uTrus Software 7.6.6 iL E 9.Digits indicate size of plate in inches. P ( )- 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'- 1.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=( 0) 112 3-5=( -7) 70 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-188) 9 5-6=(-4) 15 5-4= (-199) 119 192 WEBS: 2x9 DF STAND 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -33/ 357V -29/ 47H 3.50" 0.57 DF ( 625) OVERHANGS: 12.0" 0.0" Snow: ASCE 7-10, 25 PDF Roof Snow(Ps) 5'- 1.7" 0/ 209V 0/ OH 3.50" 0.33 DF ( 625) • Cs=1, Ce=1, Ct=1.1, 1=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.0" Allowed = 0.206" MAX TC PANEL TL DEFL = -0.006" @ 2'- 0.2" Allowed = 0.309" MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.0" MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.0" 3-03-12 1-10 1' T 1' 12 12 Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 7.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x4 34.0" 1,1 -2.5x4 2.OQQ r 0 1 N 1 t o /--- Mtai ,-1 c L o ,- 5 .16 -f O M-2.5x4 M-2.5x4 M-1.5x4 y 1 )' 3-05-08 1-08-04 y y y •k,�¢�O P R OFfiss 1-00 5-01-12 CC./Ng �NGI NE�19 /‹ f,. � 89782PE JOB NAME: DR HORTON PLAN 3726-A - B3 Scale: 0.5294 WARNINGS: GENERAL NOTES, unless otherwise noted: 9a-OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -Y �(" lT Truss• B3 and Warnings before construction commences. building component Applicability of design parameters and proper (J �` • .1:9 2.2z4 compression web bracing must be installed where shown�. rooryoretwn of componentcomponentis the responsibility of the building designer. q R Y 1 Gj 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction Y o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheet/109(TC)and/or drywati(BC). pU L �� DATE• 10/8/2015 the overall structure is the responsibility of the building designer. 3.rax Impact bridging or lateral bracing required where shown+a SEK 14 4 8 2 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID• LINK 5.CampuTnno control over and assumes no responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge if n hastoil" tEXPIRES: 12/31/2016 for to EXPIRES: fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. October 9,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAARCA in SCSI,copies of which will be famished upon request. 9.lines es. Digits indicate coincide with joint ticetoe. inches.f MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Wok) i t This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights) Enclosed, Cat.2, Ex B, MWFRS(Dir), 4 p. BC: 2x9 DF #1&BTR SPACED 29.0" 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 = 92.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04-08 5-04-08 T T T 12 12 7.00 I .. IIM-4x4 Q 7.00 3 N 2 9 N I �O 5 p M-2.5x4 M-2.5x4 ; b 1-00 10-09 y 1-00 y <c,ck_p PROpee, c. .0 �NG,INEFA /6 w 2 ,' 89782PE 7r • JOB NAME: DR HORTON PLAN 3726-A - Cl Scale: 0.5565 I,• NW WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: C 1 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 OREGON �� and Warnings before constructor commences. building component Applicability of design parameters and proper Q 2.2 4 compression web bracing moat installed where shown.. incorporation of component is the responsibility of the building designer. yR"°'p j 5 2 �Q` 3.Additional temporary bracing to insure stability during construction 2.Design assumes is top and bottom chorda to be laterally braced at ,s the responsibility of the erecter.Additional permanent bracing of 2'o.e.and at 10'a.c.mush a ply unless braced throughout their length by PA `(/ DATE: 10/8/2015 the overall structure rare responsibility ofm.building continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). U L C\ sponsi b 9 designer. 3.Di Impact bridging or lateral bracing where shown 0 0 SEQ. : 1<14 4 8 2 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective oontractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for'dry condition'of use. bil for the o 6.Design assumes all bearing at all suppo s shown.Shim or wedge if I 5.CompuTrus has no control over and assumes no reEX P I RES: 12/31/2016 fabrication,hardline,shipment and mslatatien of components. 7.Design assumes adequate drainage is provided. O.-+ I-s r 9,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces dimes,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com arras Software 9.Digits indicate size of plate in inches. 7.6.6 1 L E P ( )- 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" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 333 6-3=(0) 242 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-483) 0 6-4=(0) 333 WEBS: 2x4 DF STAND LOADING 4-5=( 0) 57 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -32/ 566V -54/ 59H 5.50" 0.90 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 10'- 9.0" -32/ 565V 0/ OH 5.50" 0.90 DF ( 625) • • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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 = 0.031" @ 2'- 6.5" Allowed = 0.365" MAX HORIZ. LL DEFL = 0.002" @ 10'- 3.5" MAX HORIZ. TL DEFL = 0.004" @ 10'- 3.5" 5-04-08 5-04-08 f T T Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I IM-4x4 Q 7.00 load duration factor=1.6, 7.00 Truss designed for wind loads 34.0" in the plane of the truss only. 110111114 I414111111111111 N �O O f R 9 WI_cg /O C Xrd 0 M-2"5x4 M-1"5x4 M-2"5x4 ), b )' 5-04-08 5-04-08 D PROF y 1 00 l to 09 y 1 0o y ��c�'� c1/4 .1) Nr�,INE cS'-0 CC 89782PE �<" i JOB NAME: DR HORTON PLAN 3726-A - C2 Scale: 0.4672 _/ WARNINGS: GENERAL NOTES, unless otherwise noted: ..0 OREGON ^tO 1.Builder end erection contactor should be advised of all General Notes 1.This design is based only upon the parameter's shown and is for an individual 'y1, O Truss: C2 and Warnings before construction commences. building component Applicability of design parameters and proper (.1. 407.r incorporation of component is to responsibility of the building designer. 1:9 "'q 5 2.2x4 compression web bracing must he installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced et 3.Additional temporary bredrg to insure stability during canstuction2'o.e.and at 10'o.c.respectively unless braced throughout their length by j� j is the responsibility of the erecter.Additional permanent racing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U L �`v DATE: 10/8/2015 the overall structure is the responsibility of the building designer. 3.n Impact bridging or lateral bracing required where shown++ 4.No bad should be applied t blaming any component until after all brng and 4.Installation of truss is the responsibility of the respects.contactor. SEQ. : K 14 4 8 2 7 8 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are te be used in a non`°"°sive envtomrant, t end are for'thy condition"of use. design loads be applied to any component TRANS ID: LINK6.Design assumes full bearing at all supports shown.Shim or wedged EXPIRES: 12/31/2016 S CompuTrus has no control over and assumes no responsibility for the iyq�ty. I,� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October(�er 9,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIArVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc✓CompuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,558-1988(MiTek) i t This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 10-09-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 IF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1175) 77 1-4=(-27) 932 4-2=(-8) 831 BC: 2x8 DF SS 2-3=(-1175) 77 9-3=(-27) 932 WEBS: 2x4 DF STAND LOADING Snow: ASCE 7-10, 25 PIP 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 <= 12"OC. 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" -79/ 1129V -45/ 45H 5.50" 1.81 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 10'- 9.0" V 10'- 9.0" -79/ 1129V 0/ OH 5.50" 1.81 DF ( 625) BC UNIF LL( 75.0)+DL( 51.0)= 126.0 PLF 0'- 0.0" TO 10'- 9.0" V 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 MAX LL DEFL = -0.014" @ 5'- 4.5" Allowed = 0.492" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 5'- 4.5" Allowed = 0.656" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 10'- 3.5" MAX HORIZ. TL DEFL = 0.005" @ 10'- 3.5" 5-04-08 5-04-08 Wind: 120 mph, h=17.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.00 Truss designed for wind loads M-4x6 Q 7'00 in the plane of the truss only. 24.0" iit Alikk M M-5x12 -5x12 .A11111 I 44.1116 N ,K110"'' m N -/O C II 1 110-=-1011_ 4 110:20 �O 0 0 M-3x4 M-1.5x4 M-3x4 b ), )' 5-04-08 5-04-08 y 1009 1, pcOPRpFfics 4�:G, NGiNEF9 / 22 :9782PE 7.... JOB NAME: DR HORTON PLAN 3726-A - C3 Scale: 0.5226 WARNINGS: G, hRAeNOTsb, unlessotherwise e: -�� ""ly REGON >� Truss: C 3 1.Builder and erection contractor should rn advised orae General Notes 1.This design is based only upon the parameters shown and is for an individual • .. and Warnings before construction commences. building component.Applicability of sponsi yoftparameters and proper '119, , �4 R Y n �� 2.2x4 compression web Mating must be installed where shown+, incorporation of component is the responsibility of the building designer. V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erecter.Additional pemhanent bracing of 2'o.e.and et 10'en.respectively unless braced throughout their length by It* DATE: 10/8/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathinging such l bs racing requiredsheathere s)and/or dr aall(BC). PA U g 4.In talpaoY ofBus or to relponebilwhere shown to SEQ. : Ki9 4 8 2 7 9 4.No load shout be applied to any component until ager all binning and 4.Installation truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility ter the 6.Design assumes full bearing at all supports shown.Shim or castles t EXPIRES: 12/31/2016 fabation,handling.shipment and installation of components. messssry. dc 7.Design assumes adequate donbodrainage iofUssprovided. October 9,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector prate design values see ESR-7311.558-1888(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 35-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 56 2-12=(-358) 5062 3-12=( -34) 586 BC: 2x4 DF #1&BTR 2- 3=(-6130) 488 12-13=(-536) 7714 12- 4=( 0) 2016 WEBS: 2x4 DF STAND LOADING 3- 4=(-6342) 494 13-14=(-574) 8340 12- 5=(-2946) 272 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-5494) 450 14-15=)-536) 7714 5-13=( 0) 822 TC LATERAL SUPPORT <= 12"OC. UON. Cs-1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 6=(-8000) 614 15-10=(-358) 5062 13- 6=( -568) 132 BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=(-8000) 614 6-14=( -568) 132 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 35'- 0.0" V 7- 8=(-5494) 450 14- 7=( 0) 822 BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PEE 0'- 0.0" TO 35'- 0.0" V 8- 9=(-6342) 494 7-15=(-2946) 272 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 8'- 0.0" TO 27'- 0.0" V 9-10=(-6130) 488 8-15=( 0) 2018 ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 35'- 0.0" V 10-11=) 0) 56 15- 9=( -34) 586 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" OVERHANGS: 12.0" 12.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 27'- 0.0" 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" -226/ 3670V -77/ 77H 5.50" 5.87 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 0.0" -226/ 3670V 0/ OH 5.50" 5.87 DF ( 625) JT 2, 10: Heel to plate corner = 1.00" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ( 2 ) complete trusses required.rX Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" o in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = -0.257" @ 17'- 6.0" Allowed = 1.709" + LATERALLY BRACE TO ROOF DIAPHRAGM MAX TL CREEP DEFL = -0.537" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.001" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.094" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.145" @ 34'- 6.5" Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 8-00 19-00 8-00 T T 3-11-11 4-00-05 4-07-08 4-10-08 4-10-08 4-07-08 4-00-05 3-11-11 T f 4597.308 T 1' ' 4597.30# f 12 f 12 .7 M-6x6 7.00 int-6x6 Q 7.00 4 =M-4x4 M-2.5x4 =M-4x4 • 8 40 5 6 7 / >5x4 \/\/1111111111IN• --- I-T_7 1 0 1 12 13 14 15 1' o M-3x8 M-3x10 M-2.5x4 M-2.5x9 M 3x10 M-3x8 .1(''(, `Q,Ep P P OFF ess MSHS-3x10(S) o 1 4 �'N� y y y y y y kms. �N �9 02, 7-07-04 6-07-12 6-06 6-07-12 7-07-04 y 17-01 y y :9782PE v 17-11 1-00 35-00 1-00 J JOB NAME: DR HORTON PLAN 3726-A - Dl Scale: 0.1775 V WARNINGS: GENERAL NOTES, unless otherwise noted: �j4_ •REGON9O�` 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -1,4;,/CCC/JJJ-q RY 15 Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and properJ4, 2.2s4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards b be laterally Laced et by call 4�� o the responsibili the erector.Additional permanent bracing of 2'ntin ou s eahin.slice plywoodsbracedthroughoutrhdry el4B). H ofcontinuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). DATE: 10/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 14 4 8 2 8 0 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 ars complete and at no time should any loadsM greater an 5.Design assumes busses are b be used in a non-corrosive environment EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. B.Designfull foflry be and are assumes me bearing ng atall supports of ta wedge t 5.CompuTmd had no control over and assumed no responsibility for the rls shown.Shim or wed October 9,2015 nerawairy. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by S.Plates shell be located on both faces of truss,and placed so their center TPIM/TCA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. , i 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.6(1L)-E This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x9 DF 8l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-14=(-69) 2002 3-14=( -163) 154 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-2514) 190 14-15=(-62) 3105 14- 4=( 0) 989 WEBS: 2x4 DF STAND 3- 4-(-2903) 128 15-16=(-63) 3443 14- 6=(-1390) 65 LOADING 4- 5-) 0) 0 16-17=(-62) 3105 6-15=( 0) 413 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2057) 126 17-12=(-69) 2002 15- 7=( -326) 50 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-3299) 156 7-16=( -326) 50 TOTAL LOAD = 42.0 PSF 7- 8=(-3249) 156 16- 8=( 0) 413 8-10-(-2057) 126 8-17=(-1390) 65 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 0 10-17=( 0) 989 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2403) 128 17-11=( -163) 154 11-12=(-2514) 140 • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( 0) 57 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -92/ 1754V -77/ 77H 5.50" 2.81 DF ( 625) 35'- 0.0" -92/ 1754V 0/ OH 5.50" 2.81 DF ( 625) 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 = -0.213" @ 17'- 6.0" Allowed = 1.709" MAX TL CREEP DEFL = -0.432" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.076" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 34'- 6.5" Wind: 120 mph, h=19.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 15-00 10-00 load duration factor=1.6, f T 1' ,' Truss designed for wind loads 3-11-11 3-09-05 2-03 2-07-08 4-10-08 4-10-08 2-07-08 2-03 3-09-05 3-11-11 in the plane of the truss only. T T T T T T T T T T T 8-00 8-00 T T 5 9 T T 12 M-4x6 _ M-4x6 12 7.00 a -M-6x4 M-275x4 ::M-4x4 o Q 7.00 ,90"' ON IF M-1.5x4 M-1.5x4 3 +. .+ 1 0 M � 0 o 1/-.....7 19 15 16 17 \3 0 of 1 M-3x8 M-3x10 M-2.5x4 M-2.5x4 M-3x10 M-3x8 0l MSHS-3x10(S) ED PRO b b ), 1, y y �F- ss y 7-07-04 6-07-12 6-06 6-07-12 7-07-04 y �,Gj tiNGINEF,9 /0 17-11 17-01 <C✓ '9 1-00 35-00 i-00 e r 89782PE • JOB NAME: DR HORTON PLAN 3726-A - D2 Scale: 0.1771 • WI WARNINGS: GENERAL NOTES, unless otherwise noted: V �� 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 -74L/ 7 OREGON s Q' Truss: D2 and Warnings before construction commences. building component Applicability of design parameters and proper l I A 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .a!1� LA�`- G V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end botmm chords to be laterally braced et 11 ''ll Y :7 �� is the responsibility of the erecter.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A U I ` DATE: 10/8/2015 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ r'I L- SEQ. : El4 4 8 2 81 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at co lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition'of use. 5.Compurms has no control over and assumes no responsibility for the 6.Design assumes full bei ng et all suppo s shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. 44 lo. (� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 9,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 LYE 1a 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 35'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-14=(-137) 2262 3-14=( -198) 122 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2818) 223 19-15=(-176) 2710 19- 9=( -11) 887 WEBS: 2x9 CF STAND 3- 9=(-2542) 215 15-16=(-171) 3072 19- 6=(-1208) 116 LOADING 9- 5=( 0) 0 16-17=(-176) 2710 6-15=( 0) 936 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 6=(-2112) 202 17-12=(-137) 2262 15- 7=( -353) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2862) 269 7-16=( -353) 91 TOTAL LOAD= 42.0 PSF 7- 8=(-2862) 269 16- 8=( 0) 936 8-10=(-2112) 202 8-17=(-1208) 116 NOTE: 2x4 BRACING AT 29"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 0 10-17=( -11) 887 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2592) 215 17-11=( -198) 122 $ 11-12=(-2818) 223 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( 0) 57 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -139/ 1851V -78/ 78H 5.50" 2.96 DF ( 625) vertical members (uon). 35'- 0.0" -139/ 1851V 0/ OH 5.50" 2.96 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.176" @ 17'- 6.0" Allowed = 1.709" MAX TL CREEP DEFL = -0.399" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL - -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX BORIZ. LL DEFL = 0.070" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.110" @ 39'- 6.5" 12-00 11-00 12-00 120 mph, h=19.7ft, TCOL=9.2,BCOL=6.0, ASCE 7-10, 3-11-11 3-09-05 4-00 0-10-08 4-10-08 4-10-08 0-07-08 4-03 3-09-05 3-11-11 Wind: (All Heights), Enclosed, Cat.2, Exp.S, MWERS(Dir), r load duration factor=1.6, 8-00 8-00 Truss designed for wind loads iM-4x4+ 14-4x4+ T f f f in the plane of the truss only. 12 M52.5x6 M-2.546 12 7.00 177 .e7.00 M-4x64 M-2.5x4 M-4x6 Q N ✓ 6 $ 8 f M-1.5x4 /\/\/N1.5x4 3 N N O O I ata r ,f. w• FM `3 �:1 1 19 15 16 17 ' P R II 7M-3x8 M-3x8 M-2.5x4 M-2.5x4 M-3x8 M-3x8 0l ` rrA MSHS-3x10(S) ,�`��D Q�Lv(9 l b 1 1 y 1 �c� NG,VNEF /O 7-07-04 6-07-12 6-06 6-07-12 7-07-04 ,,C....? 9 1 y 17-11 y 17-01 y „.,_"•4489782PE 9r b- b ), 1 1-00 35-00 1-00 • JOB NAME: DR NORTON PLAN 3726-A - D3 Scale: 0.1771 w�t N /,,� WARNINGS: GENERAL NOTES, unless otherwise noted: 9i)i OREG�-'('��v, lT 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 ��I Y'&^R Y y t(/ ' Truss: D3 and Warnings before construction commences building component Applicability of design parameters and proper -9 7 �j 2.2a4 compression web bracing must be installed where shown+. incorporetlon of component is the responsiNliry of Me bugging designer. ``,V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ff' PA UL v is the responsibility of Me erecter.Additional permanent bracing of 2'o.c.and et 1d c.c.respectively unless braced throughout their length by nanous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/9/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ SEQ. : Ki4 4 8 2 8 2 4.No load should be applied to any component until after all bracing and 4.Instellation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS ID: LINK deregnloads beapplied teany component. and arefor•dryco^dN°n.ofuse. EXPIRES: 12/31/2016 5.CsepuTrus has no control over and assumes no responsibility for e 6.Dessiignn assumes full bearing at all supports shown.Shim or wedge if c} fabricabon,handling shipment and installation of components. " October 9,2015 7.Passumes ed on bodrth face is buss. 6.This design is famished subject to the limitations set forth by 8.Plates shell be located on both fetes of truss,and placed so their center TPIMTCA in SCSI.copies of which will be fumished upon request lines coincide with pin center lines. 9.Digits indicate size of plate in inches. ` MITek USA.Inc./ComouTrus Software 7.6.6(1L1-Z ,n e,,.a,,.,.,.,,.,,,.,.,,r.,h.,r.•o,.,,i.....cases„csa-,aaa,arrwh This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-14=(-206) 2472 3-14=( -98) 100 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3040) 306 14-15=(-304) 3138 19- 4=( -52) 887 WEBS: 2x9 DF STAND 3- 4=(-2826) 303 15-16=(-304) 3239 19- 5=(-1034) 186 LOADING 4- 5=(-2359) 278 16-17=(-304) 3138 5-15=( 0) 935 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 17-12=(-206) 2472 15- 7=) -351) 118 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3203) 400 7-16=( -351) 118 TOTAL LOAD = 42.0 PSF 7- 9=(-3203) 900 16- 9=( 0) 935 8-10=( 0) 0 9-17=(-1039) 186 NOTE: 2x9 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-2359) 278 10-17=( -52) 887 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=(-2826) 303 17-11=( -98) 100 11-12=(-3090) 306 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( 0) 57 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -187/ 1934V -79/ 79H 5.50" 3.10 DF ( 625) vertical members (uon). 35'- 0.0" -187/ 1934V 0/ OH 5.50" 3.10 DF ( 625) JT 2, 12: Heel to plate corner = 1.00" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.218" @ 17'- 6.0" Allowed = 1.709" MAX TL CREEP DEFL = -0.936" @ 17'- 6.0" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.084" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.125" @ 34`- 6.5" 14-00 7-00 14-00 T T T T 3-11-11 3-09-05 4-10-08 1-04-08 3-06 3-06 1-04-08 4-10-08 3-09-05 3-11-11 Wind: 120 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T T T T T T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 8-00 Truss designed for wind loads '1 f T f in the plane of the truss only. 12 M-3x4 6 8 M-3x4 12 7.00 Q 7.00 M-5x6 M-5x6 M-2.5x4 0 s 7 9 n\ 0\/ e. M-1.5x4 - M-1"5x4 3 1 N N CD 0 I 1 Lr� « 3c 14 15 16 17 1 0 o' M-3x8 M-3x8 M-2.5x4 M-2.5x4 M-3x8 M-3x8 0l MSHS-3x10(S) ,,gyp PR()pee, )- ), b b b C- Q. y 7-07-04 6-07-12 6-06 6-07-12 7-07-04 y �.,`GJ 0NG1NEF..4 /p 17-11 17-01 '/ 2'7 )' ), y )' °" 89782PE c 1-00 35-00 1-00 • JOB NAME: DR HORTON PLAN 3726-A - D4 Scale: 0.1696 •%•••••:'7'91 • • • WARNINGS: GENERAL NOTES, unless otherwise noted: Co, X03 1.Builder and erection contractor should be advised of all General Nobs 1.The design is based only upon the parameters shown and is for an individual -9,L O R EG O N O Truss: D4 and Warnings before construction commences. building oomponent Applicability of design parameters and proper / ' 2.2s4 compression web bracing must be installed where shown+, incoryoretion of component is the responsibility of the building tleaigner. �� aI `_ G V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at �l Y :J _\ % is the responsibiliy of the erector.Additional permanent bracing of 2'o.c.end et 10 o.c.respectively unless braced throughout their length by v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AA U L DATE: 10/8/2015 the overall structure is the responsibility of the building designer. a 2a Impact bridging or labral bracing required where shown++ SEQ.: El 4 4 8 2 8 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss a the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trines are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. " 5.CompuTms has no control over and assumes no responsibility for me 6,Design assumes full bearing at all supports shown.Shim°r'aedge'f EXPIRES: 12/31/2016 rY. �. t.� (� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 9,2015 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-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 35'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-369) 2773 3-11=(-280) 91 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-3196) 68 11-12=(-327) 2447 11- 4=( 0) 412 WEBS: 2x9 DF STAND 3- 4-(-2954) 75 12-13=(-307) 1955 4-12=(-773) 79 LOADING 4- 5=(-2230) 116 13-14=(-327) 2447 12- 5=( 0) 695 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1795) 120 14- 9=(-369) 2773 12- 6=(-284) 293 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2241) 117 6-13=( 0) 695 TOTAL LOAD - 42.0 PSF 7- 8=(-2959) 76 13- 7=(-772) 79 8- 9=(-3196) 69 7-14=( 0) 912 • NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=) 0) 57 14- 8=(-281) 91 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce-1, Ct-1.1, I-1, Lu=50' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -57/ 1999V -1200/ 1200H 5.50" 3.20 DF ( 625) 35'- 0.0" -57/ 1999V -1200/ 1200H 5.50" 3.20 DF ( 625) 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 = -0.151" @ 19'- 6.5" Allowed = 1.704" MAX TL CREEP DEFL = -0.279" @ 19'- 6.5" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.075" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.105" @ 0'- 5.5" 16-00 3-00 16-00 T T T T 5-05-12 4-11-14 5-06-06 3-00 5-06-06 4-11-14 5-05-12 /COND. 2: 1200.00 LBS SEISMIC LOAD. T f 1' ' '1 ' f f Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-4x6 M-6x6 ' 7 00 load duration factor-1.6, 5 Truss designed for wind loads . 1p in the plane of the truss only. M-2.5x4 M-2.5x4 4 M-1.5x4 M-1.5x4 3 N N O O c 1/.7-.' rr r .a14440 a O 11 e12 m 13 14 of M-3x10 M-2.5x4 M-3x8 M-2.5x4 M-2.5x4 M-3x10 0l • • M-3x6(S) �D PROF y 8-01-07 7-05-13 3-11-04 7-04-01 8-01-07 y �N5 GNGINEF9 /�2 17-11 17-01 Z., T/ 1-00 35-00 1-00 89782PE r JOB NAME: DR HORTON PLAN 3726-A - D5 Scale: 0.1771 - / tO 1.Builder GENERAL design unless ontheparamenoted: / / V OREGON 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,fir N. Truss: D5 and Warnings before construction commences. building component Applicability of design parameters and proper '�e y//� (b0 �' 2.2x4 compression web braving must be installed where shown+, incorporation of component is the responsibility of the building designer. (J V 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 17/5!, '9 Fj y 15 �� is the responsibility of the erecter.Additional permanent bracing of o sic.and at 10'o.c.respectively unless braced throughout their length by A (�]l DATE: 10/8/2 015 the overall structure is the responsibility of the building designer. 25 tenuous shgingi orng latch ab ac cog red airedsheatin ere sand or drywell(BC). A UL 3.ZK Impact bridging or lateral bracing required where shown++ SEQ.: K 14 4 8 2 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsbiliy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loadsbeapplied toany component. and are or"dry condition*of one 5.CompuTrus has no control over and assumes no responsibility for the 8.De assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessafabrication,handling, ry e subject I.li installation 7.Plaeossgn assumes ed on boface is providboso. . October 9,2015 S.This design is furnished subject te the limitations set rode by 8.Plates shall be located on both bees of byes,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.61L-E 9.Fortis indicatesineict sdatee inches.values P ( ) 10.For base connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-896) 2745 3-10=(-371) 173 5-17=( -68) 1024 BC: 2x9 DF #1&HTR SPACED 24.0" O.C. 2- 3=(-2549) 26 10-11=(-753) 2335 10- 9=(-115) 618 15-17=(-131) 0 WEBS: 2x9 DF STAND 3- 4=(-2404) 93 11-14=(-630) 1881 4-11=(-705) 180 17-18=(-120) 975 LOADING 4- 5=(-1988) 124 14-16=(-559) 1973 11-12=(-120) 975 18- 6=(-705) 180 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1988) 124 16-18=(-630) 1881 12-13=(-131) 0 6-19=(-115) 618 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2405) 93 18-19=(-753) 2336 12- 5=( -68) 1024 19- 7=(-371) 173 TOTAL LOAD = 92.0 PSF 7- 8=(-2549) 26 19- 8=(-846) 2745 14-13=( 0) 74 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 13-15=(-295) 0 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 16-15=( 0) 79 Cs=1, Ce=1, Ct=1.1, I=1 M-2.5x9 where shown; Jts:10,12-13,15,17,19 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL. BC CONC LL+DL= 62.5 LBS @ 17'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -92/ 1618V -2000/ 2000H 5.50" 2.59 DF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 35'- 0.0" -92/ 1618V -2000/ 2000H 5.50" 2.59 OF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" i MAX LL DEFL = -0.109" @ 18'- 11.8" Allowed = 1.704" MAX TL CREEP DEFL = -0.336" @ 16'- 0.2" Allowed = 2.272" MAX LL DEFL = -0.002" @ 36'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.064" @ 34'- 6.5" 17-06 17-06 MAX HORIZ. TL DEFL = 0.095" @ 34'- 6.5" f f 1' 8-11-03 8-06-13 8-06-13 8-11-03 ICOND. 2: 2000.00 LBS SEISMIC LOAD. 6-01-15 5-0 -01 5-08-01 5-08-01 5-09-01 6-01-15 ,f 1 ,f q ,f ,f ,f Wind: 120 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 load duration factor=1.6, 7.00 V- Q 7.00 Truss designed for wind loads 7.0" in the plane of the truss only. 5 .(--,( se .o" M-4x6 M-4x6 4 6 M-3x6(S) M-3x6(S) .r �1 M-1.5x9 M-1.5x4 3 cq \ 116111111/16.. N O I 1/- 10 11 19 16 16 19 "\ gyp �� []O 0p�� M-3x8 M-4x6 M-2.5x6 M-2.5x6 M-4x6 M-3x8 or1� O M-3x6(5) <0 4GINEF iO +62.50# (...e,""gb � 9 .yky0-0l6t19 ). y o 0k l' l y 89782PE 9r. 6-08-10 6-02-12 2-06 2-11-09 2T06 6-02-11 6-08-10 1-09 19-11 15-01 1700 t 35-00 JOB NAME: DR HORTON PLAN 3726-A - D6 Scale: 0.1573 ..[) p /� WARNINGS: GENERAL NOTES, unlessothenvise noted: -7 OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design S based only upon be parameters shown and is for an individual �..�)�-l t/q RY 5 V �4S- Truss: D 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 '� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the reepondbiltiy of Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to laterally braced at /f PA U L R\ ,s the responsibility of the erector.Additional permanent bracing of 7 o.c.and at o.c.respectively unless braced throughout their length by continuous sheaee thing such as plywoodirg/7C)and/or drywall(BC). DATE: 10/9/2015 the overall structure is the responbbility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ S E Ni .No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. 4 14 4 8 2 8 5 fasteners are complete and at no time should any bads greater ban 5.Design assumes trusses are to be used in a non.00rmsve environmentEXPIRES: 12/31/2016 design loads be applied to any component and are for"dry condition"of use. TRANS I D: LINK 5.Compurrus has no control over and assumes no responsibility ler bre e.Des gn assumes full beefing supports ng at all suppo shown.Shim or wedge if October 9,2015 essssry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is grossed. to the8.This design is furnished subjee[ e limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits MiTek USA.Ina/ComouTrus Software 7.6.7-SP2(1 L1-E indicate ,ow.,.� s��e.e eao.,a„eso-,oaa r.rree, 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 IF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4-(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 64 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -16/ 367V -23/ 76H 5.50" 0.59 DF ( 625) 4'- 11.0" -37/ 133V 0/ OH 2.00" 0.21 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 0.0" 0/ 86V 0/ OH 2.00" 0.14 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 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 = -0.028" @ 2'- 10.3" Allowed = 0.335" MAX TC PANEL TL DEFL - -0.046" @ 2'- 10.3" Allowed = 0.502" MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.0" 5-00 MAX HORIZ. TL DEFL - -0.000" @ 4'- 11.0" 1' 12 Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ Truss designed for wind loads in the plane of the truss only. e/ O /- I 1 ,�� -2.5x4 y yl 4-11 0-01 PROf- 1-00 5-00 � G N r�6:S'ia (PROVIDE FULL BEARING;Jts:2,3,4I V 44 89782PE 9w' • JOB NAME: DR HORTON PLAN 3726-A - J1 Scale: 0.5505 ,�re R N 'w WARNINGS: GENERAL NOTES, unlessoserv,se noted: 9A- OREGON-nO^Y, Sf= 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual � -Y�A Truss: Jl and Nhmingsbefore constructioncommences. building component.Applicability of design parameters and proper 7 '1 J 4, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of o.c.and at o.c.respectively unless braced throughout their length by '°A U L R continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 10/9/2015 the overall structire is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: Ki4 4 8 2 8 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of tM respective contractor. fasteners are complete and at no time should any loads greater than 5. assumes Design Desitrusses are to be used in a non-corrosive environment, TRANS ID: LINK deagnloadebaappliedtoanycompoent. and arefor"dry condbon•of use. EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if ry. October 9,2015 fabrication,handling,shipment and installation of components. 7.Desi adequate drainageis 6.This design is furnished subject to the limitations set forth by 8.Plates� _shall be located on both faces of boss,end placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.6110-E This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 108 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -6/ 488V -39/ 117H 5.50" 0.78 DF ( 625) 7'- 11.0" 0/ 193V 0/ OH 2.00" 0.23 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8'- 3.0" -66/ 227V 0/ OH 3.00" 0.36 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.288" @ 4'- 7.3" Allowed = 0.579" MAX TC PANEL TL DEFL = -0.465" @ 4'- 7.3" Allowed = 0.869" MAX HORIZ. LL DEFL = -0.001" @ 8'- 1.5" MAX HORIZ. TL DEFL = -0.001" @ B'- 1.5" 8-03 T T 12 3 -/ Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=l.6, ems, Truss designed for wind loads in the plane of the truss only. 0 N O f- 4 10 4 M-2.5x4 y l b 7-11 0-04 PROpe 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 18-03 \co- \G N�� 0 8.788\2 P/�E <' • . JOB NAME: DR HORTON PLAN 3726-A - J2 Scale: 0.9505 / •//�Q• �• • W1. iNGS: GENERAL NOTES, unless on evise arere ter "7 OREGON � 7.Builder and erection writracfar should be advised of all General Notes 1.This design abased only upon be parameters shown and is bran individual Truss: J2 and Warnings before consbuc°on commences. building component.Applicability of design parameters and proper I C) 2.204 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. .[Y� V A G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 11 '1 J G_ a the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 1d o.c.respectively unless braced throughout their length by \-4 V DATE: 10/8/2015 the overall structure is the responsibilityof the building coMnpact sheathinginlatebas acing requirede sheathing(TC)osencanNor drywall(BC). r. /� ( � rg designer. 3.2x Impact bridging or lateral bracing where shown++ �'{ L SEQ. : Ki4 4 8 2 8 7 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no bine should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID• LINK design loads be applied to any component and are for"dry condtion'steno. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Plates hall b elocaadequate both face isprovided.buss ed. October 9,201 5 8.This design is tumished subject m the limitations set tenth by B.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InciCom uTrus Software 7.6.6(114-E e.Digits indicate size of pate er inches. P10.For basic cate sberphte design values see ESR-7317,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-77) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 322V -19/ 63H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 54V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -30/ 96V 0/ OH 2.00" 0.15 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.8" Allowed - 0.067" MAX TC PANEL TL DEFL = 0.003" @ 1'- 8.2" Allowed = 0.386" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0" 4-00 T T 12 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ _/ 09 O co O I N M-2.5x4 cv O f MIC 1 0031 04 O (PROVIDE FULL BEARING;Jts:2,4,3 y 1 b 1-11 2-01 f, y 1-00 y 4-00 y 6'4<0 •‘..‘,G N�`� std tc,C� 2• v 4 :9782PE 'r' i AIM JOB NAME: DR HORTON PLAN 3726-A - J3 Scale: 0.5730 '-/ / 40 WARNINGS: GENERAL NOTES, unless otherwise noted: _ 94 OREGON Ooh Q- 1.Builder and erection contractor should be advised of all General Notes 1.This design 6 based only upon the parameters shown and is for an individual ' (J RY 15 _ < 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at PA UL R\ re the responsibility of Me erecter.Additional permanent bracing of Y o.c.and at 1P ac.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)where and/or drywall(BC). DATE: 10/9/2015 the overall structureh is e responsibility of the building designer. 3.a Impact bridging or lateral bracing requiredredwhere shown++ SEK 4.No bad should be applied to any component until after all bracing and 4.Installation of ss is the responsibility of the respective contractor. 4 14 4 8 2 8 8 fasteners are complete hiss and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ullbearing a[all supports shown.Shim orwedge if October 9,2015 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate oth face istruss, provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and dated so their center TPIM?CA in BOSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits MiTek USA.I nc./ComouTrus Software 7.6.6(1L)-E �indicate sae of plate in inches. n :, Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. 114k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I MilliEff ., p bracing should be considered. O I � �� Oz 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. OTO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ci 8 cs-� s-s designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i�� PPIndicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I 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. tiii110 reaction section indicates joint11:11111•61 ME 17.Install and load vertically where bearings occur. unless indicated otherwise. Min size shown is for crushing only. IMIIIIIM4p 18.Use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: WI 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. MiTek isnot sufficient. BCSI: Buildin Com onent Safet Information, 20.Desi n assumes manufacture in accordance with 9 A Y 9Guide to Good Practice for Handling, Design 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 it kiR IT D 2'015 On'OF TIGARD T -- 35-00-00 — iniNG tviSIOI SPAN D.R. HORTON , PLAN 3726 "A" =33 /IL , , cl •111 (g) GARAGE LEFT m - 17112 f _ LLL .- ,,.- ,- -, - I I i (�i D3 ______ 0- _ __ 7/12 17/121 7 . 1 I 7/12 PITCH 1-0 O.H. L J _ _ . 25# LOAD 00 . 1 :--. i +•- �- Iv! ,_, _j _ _ ____I _ 0 I I I I I I ARIEL TRUSS II / 574-7333 y -J3 §..711(NO 0.h I UP'E'I, ' = NO 0. VIII DRAWN BY: KEVIN LENDE 7)---"--: ep 0 G.E. ES CC.!) AM di' 14-03-00 I I i� -ir � " SPANliiff 16,LIWEA ACT ei 3( ,DD STRUTS 6-07-08 SPAN 10-09-00 y 442 12 SPAN n 5-01-12 a r* 74 LC_.. N mac. ;e tS0 o c H 7 n A 4 ,( 35-00-00 SPAN D.R. HORTON @IP PLAN 3726 "A" GARAGE RIGHT _J3 ,13 I 7/.2 °° -ie DN Ds, • 17/121 i - -1 I7/121 o Q 2000# SHEAR/DRAG 0 CD 1:06) I L _ .•_. __ _ __. 7/12 PITCH I35: 25# LOAD 1-0 O.H. pq r;:,,,m,gellilibk I_ I_ I_ 741. - � ARIEL TRUSS I I 574-7333 1 1 OZ �3 DRAWN BY: C-1-3".1I I NOD III► NO O.H. \ m KEVIN LENDE / 1 IL Imo, _ 1 _,.. AL N 1 jai fl, ,7 12 ± 133 G.E.67) \ p; 7/ y 1, Z /- 1Qc-E-� � 14-03-00 r o 01SPAN gz Pr ::: ADD STRUTIC -00 SPAN -., i, ), ALL- HA Q e. '.0?, S' ) SPAN % iisL, LU SZ- t 0 3 D C 1 C N N m n $ ilk FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 WII JI 1 ® MiTek USA,Inc. Page 1 of 2 LE Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud ' " IL I Vertical Stud (4)-16d Common DIAGONAL Wire Nails , �vr BRACE A ` �_—_/ MiTek USA, Inc. 16d Common SECTION B-B Wire Nails DIAGONAL BRACE —_�L.11�� Spaced 6"o.c. 11 4'-0"O.C.MAX (2)-10d Common �•VA 2x6 Stud or TRUSS GEOMETRYAND CONDITIONS Wire Nails into 2x6 in 2x4 No.2 of better iiIii!trt SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace iii, Nailed To 2x Verticals 12SECTION A Aw/(4)-10d Common Nails : Varies to Common Truss 2x4 Stud �! !!!! % %%�%�%%%!///�%%/////!C SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING j„, TO TRUSSES W ITH(2)-10d NAILS AT EACH END. iii �� ATTACH DIAGONAL BRACE TO BLOCKING WITH � (5)-10d COMMON WIRE NAILS. PI` 3x4= r/'%”'" //%"%"'%"%r1" (4)-8d NAILS MINIMUM, PLYWOOD al SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B ,24"Max Roof Sheathin• NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. It 11 ,:, M / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND ;' WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. r-3" (2) 10 ' • \�\ / 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. pre (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT r� BRACING OF ROOF SYSTEM. 4 io� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB z 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 0--, DIAPHRAM AT 4'-0"O.C. �� /Trus' -s @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I►�� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL I_� BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2 6 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 9. DO NOT U8. THIS SEDFOLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed ES NOT APPLY TO STRUCTURAL GABLES. --, TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. End Wall i; HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16"O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 2x4 SPF Std/Stud 24"O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 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 web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH ASCE7-10 125 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.