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Plans 3T 2-0 V6-0 0 S Lig Tallo .5-IN% 5CIAINNA'ai- Lr '4 ,_ Li . • ' DEC 1 2016 CITY OF TIGARD UILDING DIVISION ii.•_, •immoniemig. 1 - e)5 _,__ , D.R. HORTON PLAN 2685 "Bib W ti.1 z [7/ 2 GARAGE LEFT ' -J 03 < 03 a_ o 6 AN10 FLOOR 1100 O 6 CO 9 0 0 in Z ,-- z z 0 I ' al R 2 m 3( FA . i .....gaMil , 7/12 PITCH 1-0 O.H. --Ammis - zn 9/12 PITCH UPPER FRONT NO O.H. F77-21 (69/ 5/12 PITCH (FRONT FACING GABLES 1-0 0 25# SNOW 0, 3R li F_OOR SCIS'ORS z COMP 0 < c3 1 6 FLAT SPO cn 9 a 9 $ 1.- <I N CE1-1_1140 - >r it 6 .4- 4i 1 ' a. D 9/114 a w 0 tOz, ' le .ii P 03-1 z ARIEL TRUSS CO INC. < < (360) 574-7333 0 ' . F *0 - •NOS 0‹ co a - 0 111Z 10'.'410 0 co 6 0 ,1 DRAWN BY: z 0 ,. .., ..-: a..iills. ..„: .0 z - KEVIN LENDE 2 . 1p byTCH 00- 1E BER GIRIER : libi r 2400/v or..1nitem 2 @-9 Ir 0 11m17110r1 mil ..., ex 1 1 R/S failik , 1:111161111 '., SPAN UP•ER AC oujiaiiiiiii!Mii, 1-0!I-00 / 28-00-00 ar - - 1-0 JACKS LOWER / SPAN 5/12 2-0 JACKS L00- 6-06-00 ,---- 5/12 SPAN 10-00-00 SPAN ---\. -------N---____ I A-LL 0 V,_.. LA)S Z-Li ro j D.R. HORTON w PLAN 26$5 "B" .> o a ¢ 1P2, m GARAGE RIGHT N c� 2ND FLOOR MONOS Cti, 0ZS zO0 O o z INIA TGe 71122- 7/12 PITCH 1-0 O.H. z 0 3RD FLOOR SCISSCRS 9/12 PITCH UPPER FRONT NO O.H. �- t-6 FLAT SPOT 0 5/12 PITCH (FRONT FACING GABLES 1-0 O.H. a 9 (.0 9 25# SNOW a .4- IN CCILING - r' v COMP 0 a w - - _ __ a el R w ic ICLA---)50 b z m QJ12 _itm aAft- 2\ID FL ONOS (9 ARIEL TRUSS CO INC. p l (360) 574-7333 z ', 0 2 r DRAWN BY: 2 2-MEMBER G RDER IN - KEVIN LENDE 51 AnkkooH -Illirsur . 0 ' mi1 —.. I -00 ,tel ,„ R/s , 1-0,-00 E►+. +h_0 1 SPAN UPPER JACKS 1-0 JACKS LOWER , _ 28-00-00 5/12 SPAN 16-06-000( 0 JACKS LOWER SPAR 5/12 10-00-00 / / SPAN —NE MITek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 2685-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1784869 thru K1784882 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. ���p PR QFES \AG,1NfiC `� , cc" 89782PE �r" yy OREGON ,,h 1744RY PAUL Too F r' • .31/2016 March 7,2016 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/TP1 1. MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 2685-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1784869 thru K 1784882 My license renewal date for the state of Washington is December 20,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4AUL RIy tt, Gr• ;;k., �G1976� w�' ,•, ISTD • March 7,2016 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 18'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 I-2=(-1469) 92 1-6=(-54) 1154 2-6=(-256) 131 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-1168) 21 6-7=( 0) 923 3-6-) 0) 485 WEBS: 2x4 DF STAND 3-4=(-1625) 0 7-5=(-94) 1826 3-7=( 0) 807 LOADING 4-5=(-2098) 126 7-4=(-419) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"OC. DON. 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) Snow: ASCE 7-10, 25 PIE Roof Snow(Ps) 0'- 0.0" -16/ 770V -94/ 92H 5.50" 1.23 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 18'- 4.0" -15/ 770V 0/ OH 5.50" 1.23 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 10PSF LIVE LOAD. TOP ANDMAX LL DEFL = -0.082" @ 13'- 3.0" Allowed = 0.871" BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.180" @ 9'- 11.0" Allowed = 1.161" MAX HORIZ. LL DEFL = 0.074" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.118" @ 17'- 10.5" Wind: 120 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00-01 10-03-15 load duration factor=1.6, T f ! Truss designed for wind loads 4-04-09 3-07-08 5-02-01 5-01-14 in the plane of the truss only. T i - -- T - 12 12 9.00 MHS35x6 +/ 7.00 rik Fes m-1.5x4 �` �D.•- 6, 2 M-1.5x4 ��2 i�GifVEF6) �p�•, r �w- - 89 782 P E -vr, ,, 7 MHS-65x12 MHS-5x6 ' M-2.5x4 M 2.5x6 57 OREGON Ooh 1- r o �o '9 �'�RY152 Q� I O 9.00 4.00 • 12 12 EXPIRES: 12/31/2016 k - i, y - -- ; 8-05 1-06 8-05 18-04 4 4 ?AUL RI 4 41, ;' % WAS w JOB NAME: DR HORTON PLAN 2685-B - Al Scale: 0.3108 /�/ '. 0 •' r • WARNINGS: GENERAL NOTES, unless otherwise noted: i 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 `�"tea(, leo, Truss: Al and Warnings before construction commences. building component.Applicabuty of design parameters end proper �1 ...tar„,„, 2.2x4 compression web brad must be installed where shown+, incorporation of component is the responsibility of the building designer. �"�" �� '�` `- pressb bracing II1e /i,_._,- 2.Design assumes the top and bottom chords to be laterally braced at �? Yd h 3.Additional temporary bracing to insure stability during construction 51976 '� Is the responsibility of the erector.Additional bracing continuo.o.c.and at 10'o.c.each as ey unless Waced throughout their length by r� [,.� pemnaneM brad of */� T `V /►... DATE: 3/6/2 016 the overall structure A the res bpactsheathing lateraleb acing requiredlywood sheathere s ownand/+r drywali(BC). l/ �L' f responsibility of the building designer. 3.2x Impact bridging or bracing where shown++ j /� �j� -G!S'�,'� SEQ.: K 17 8 4 8 6 9 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. a +3) CS A_ fasteners are complete end at no time should arty loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, S 4 TRANS ID• LINK design loads be applied to any component. and are for'dry condition'of use. ��lr�L� w 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at al supports shown,Shim or wedge R 1g necessary. j fabrtcabon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March p arch 7 20 1 6 B.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 r TPliWFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. AAITek USA,IncJCo uTrus Software 7.6.7SP2 i L E 9.Digits Indicate size of plate in inches. mP )� 10.Fot 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 18'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1469) 92 1-6=(-54) 1154 2-6=(-256) 131 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1168) 21 6-7=( 0) 923 3-6=( 0) 485 WEBS: 2x4 DF STAND 3-4=(-1625) 0 7-5=(-94) 1826 3-7=( 0) 807 LOADING 4-5=(-2098) 126 7-4=(-419) 179 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 BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -16/ 770V -94/ 92H 5.50" 1.23 DF ( 625) vertical members (uon). Cs=1, Ce=1, Ct=1.1, I-1 18'- 4.0" -15/ 770V 0/ OH 5.50" 1.23 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 - -0.082" @ 13'- 3.0" Allowed = 0.871" MAX TL CREEP DEFL = -0.180" @ 9'- 11.0" Allowed = 1.161" MAX HORIZ. LL DEFL = 0.074" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.118" @ 17'- 10.5" Wind: 120 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00-01 10-03-15 load duration factor=1.6, T < - ! Truss designed for wind loads 4-04-09 3-07-08 5-04-15 9-11 in the plane of the truss only. T - o--- T -- T -12 12 9.00 i7 MHS-5x6 Q 7.00 3 ' l ! I x ?'''vo PRoF�s M-1.5x92 M 1.5x4 \J \`GI N�� /Q11111 1 � .......jimmummiumusl'III i . 89782PE �� 6 7 MHS-5x12 I II MHS-5x6 _ M-2.5x4 M-2.5x6 4/ OREGON0 r o n 1- - - PAUL -\ 5 -a 4.00 4.00 � ' 12 12 EXPIRES: 12/31/2016 k - )- y ---- .__- - ..1.- 8-05 1-06 8-05 18-04 ?AUL 4 A *, `�01 WASg4 lr l'' JOB NAME: DR HORTON PLAN 2685-B - A2 eZ+v 1Z;h.ICv�'9, Scale: 0.3108 .� �• ; !►�': WARNINGS: GENERAL NOTES, unless otherwise noted: rr/ 1.Bulbar 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 ! °e' Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Metalled where shown+. incorporation of component>s the reaponsiblldy of the building designer. or, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at *'6 A '1? 51976„0 �� permanent bracing of 7 o.c.end at t d o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional g plywood sheathing(TC)andla drywall BC, Continuous sheathing such as DATE: 3/6/2016 the overall structure is the responsbFFy of the building designer. 3.a impact bridging or lateral brad required where shown++ g 9 n9 ( ) i e u �GISTBg A. 4. • No bad should be applied to any component until alter all bracing and 4.Installation of hiss b the r , _t1�� 1: 4 SEQ.: K 4870responsibility of respective contractor. V v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, Ow,}A `�. TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. ilf[1 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes toll bearing at et supporta shown.Shim or wedge N necessary. fabrication,handfrg.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center March 7,20 6 TPt/WTCA In SCSI.copies of which will be furnished upon request. Noes coincide Mt jam center Fnes. MiTek USA,tnc./CompuTrus Software 7.6.7-SP2(11}E 9.Digits indicate sae of plate in Inches. to.Fa basic connector plate design values see ESR-1311,ESR-1900(MITA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-65) 585 6-3=( 0) 359 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-788) 0 6-7=(-66) 582 3-7=(-701) 80 WEBS: 2x4 DF STAND 3-4=(-191) 36 7-4=(-195) 63 LOADING 4-5=( -11) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" 0/ 768V -75/ 213H 5.50" 1.23 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 15'- 4.0" -72/ 642V 0/ OH 2.00" 1.03 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 1' D.D" Allowed = 0.1 " MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.13333" MAX TL CREEP DEFL = -0.071" @ 7'- 10.2" Allowed = 0.981" MAX TC PANEL LL DEFL = 0.059" @ 3'- 3.7" Allowed = 0.556" MAX HORIZ. LL DEFL = 0.006" @ 14'- 11.0" 7-11-15 7-00-13 0-03-09 MAX HORIZ. TL DEFL = 0.011" @ 14'- 11.0" 12 7.00 [.;7' M-1.5x4 5 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 I -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, AI Only left end vertical is exposed to wind, Truss designed for wind loads I in the plane of the truss only. I I j I M-2.5x4 , Ep PR0A--.S 3 I o /rit". r�Cjl E�,�..s4�Y m •cc- 89782PE .-�'�'' ' - -1- • S 9'OREGON q*`f' �„ '9,Q,q�qy 15 <(. 0� AUL I , o i 'M-2.5x4 M-1.5x4 M-2.5x4 EXPIRES: 11/2016 ,1 y 7-10-03 7-05-13 ' p. 4 111, r ' - - 1-00 15-04 y t,A V" 2!3 O1WAS.li / .' . 'o JOB NAME: DR NORTON PLAN 2685-B - B1 Scale: 0.2907 '/IV J ' c , WARNINGS: GENERAL NOTES, unless otherwise noted: �r ' Truss: B 1 1.Builder and erection contractor should be advised of as Genera/Notes 1.This design is based only upon the parameters shown and is for an Individual and VJamings before construction commences. bulkaMg component.Appllcabdty of design parameters and proper 0 In*/ A 2.2>t4 compression web bracing must be Installed where shown a. incorporation of component la the resporrslMrdy of the building designer. .; ,�/--,.:r' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0, ,e6 r 'k h. 7 o.c.and at I o.c.respectively unless braced throughout their length by 51976,0 � is the responsbtty of the erector.Additional permanent bracing of +� r.., DATE: 3/6/2016 the overall structure is the responsibility ofthe build de continuous sheathing such as plywood sheathing(TC)and/or drywa11(BC). ^T - sponsl lityMg signer. 3.2x Impact bridging or lateral bracing respired where shown a+ .� O �vl ST'�� .�, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the re }.�' SEQ.: K 17 8 4 8 7 1 expo fty respective contractor. A 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, I U10N L'G 4 TRANS I D• LINK design loads be applied to any component. and are for"dry condition"ba o/use. ONAL 5.CompuTrus has no control over and assumes no resporretbilt y for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If )► E fabrication.handling-shipment and installation of components. 7.Design assumes adequate drainage/s provided. 6.Thla design is furnished sub)ect to the fimftations set forth by 6.Plates shall be located on both faces of truss,and placed so their center i March 7,201 6 TPIMl'tCA In SCSI,copies of which will be banished upon request, lines coincide with jolts renter tines. 9.Digits indicate size of plate in Inches. MiTek USA,InciCongsuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 4.0" 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- 6=(-56) 606 3- 6=(-499) 174 10-11=) 0) 99 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-813) 0 6- 9=) -2) 112 6- 7=( -86) 806 11-13=( -44) 1 WEBS: 2x4 DF STAND 3- 4-(-803) 16 9-10-) 0) 158 7- 8=( -78) 0 4-13=(-562) 93 LOADING 4- 5=( -15) 0 10-12=( 0) 60 9- 8=) 0) 35 12-13=(-634) 67 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 7- 4=) -62) 868 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8-11=(-142) 0 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" 0/ 785V -75/ 213H 5.50" 1.26 DF ( 625) 15'- 9.0" -40/ 687V 0/ SN 2.00" 1.10 DF ( 625) Unbalanced live loads have been ADDL. BC CONC LL+DL= 62.5 LBS @ 12'- 6.0" considered for this design. 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 10PSF LIVE LOAD. TOP MAX LL DEFL = =0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = =0.003" @ -1`- 0.0" Allowed = 0.133" MAX LL DEFL = -0.026" @ 7'- 9.3" Allowed = 0.735" MAX TL CREEP DEFL = -0.081" @ 10'- 11.4" Allowed = 0.081" MAX HORIZ. LL DEFL= 0.004" @ 15'- 0.8" MAX HORIZ. TL DEFL = 0.007" @ 15'- 0.8" 7-10-03 7-02-09 0-03-04 A / i Wind: 120 mph, h-20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-4x6 5 load duration factor-1.6, 4 Only left end vertical is exposed to wind, 0Truss designed for wind loads in the plane of the truss only. �E0 PROFE 04-1.5x9 I c- ` �I ME Ss� 3T i I o r�J '�� /O D t I :r1 C(ry I -9 4 ' 89782 PE r- I I ) • M-2$5x4 11 Sy OREGON ,r' �, ii - $3-2.5x4 "9.9 'CRY 15 `�11 15 � o V i ` _ _ _Iii AA U L - 16 9 10 x12 o 1 M-2.5x4 M-4x6 M-2.5x6 M-2.5x6 M-2.5x4 M-2.5x6 11 EXPIRES: 12/31/2016 M-2.5x4 2.50# 7-11-15 0-11-022-00-05 1-09-14 2-01-120-05 ,. )' y - - y ?AUL izI 1-00 15-04 "0-f Sib,.„‘('''et.; '.... JOB NAME: DR HORTON PLAN 2685-B = B2 Scale: 0.2560 � +�� `� WARNINGS: GENERAL NOTES. unless otherwise noted: / 7 401, • 1.Builder sed erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an individual " '.- Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper r blI 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility el the building designer. '`,f• 3.AddAbnal temporary bracing to insure stability during construction2.Design assumes the top end bottom chordate be laterally braced at �''.P 5.l 976 �}� Is the responNbilAy of the erector.Additional permanent bracing of 2•o.e.and at 10'o.c.respectively unless traced throughout their length by bt Impact ndgingsheathr such as plywood aired sheathing(TC)and/or drywaA(BC). A ren - DATE: 3/6/2016 the overall structure lathe responsbBHy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t� C[SISII SEQ.: Ki7 8 4 8 7 2 4.No load should be applied to any component until after all bracing and 4.Installahee of truss is the responsibility of the respective contractor. a51 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used lee non-corrosive environment. �IONAL'� design bads be tippled to any component, and are for chill be n'of use. TRANS ID: LINK _ 5.CompuTrus has no control over and assumes no responsbil ly for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and Inetalleone et components. 7.Design assumes adequate drainage is provided. March p a arch 7 20 1 6 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tons.and placed so their center i r TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint oenter Anes. 9.Digits indicate size N plate in inches. MiTek USA,IncfCorepuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 4.0" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 OF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. DON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF able end truss on continuous bearing wall 00N. -1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) afar to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.l, I=1 omplete specifications. 3 -/ — LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I � 12 7.00 i � I Io o Ch it vo PRoFE cos AGI NFF•cS-/ `Zt 89782 P E -9'! I ! i I40 2 9'OREGON P'v CI' a1 '�fr�11i1�Ji ii iiii ./71LL:zzz rrr�rlrrrrr:=�I1U�r�Jz1rrJ�1�i_z_zzz r7./z./ J1JJL_rrrf=l_7TJJ�TlrJzl PAUL `s 0 4 M 2.5x9 EXPIRES: 12/31/2016 y .L- — — — 1-00 15 04 y lkI1t Al 4 ,.�' ?AUL R7f --c _ 4 i't 4j JOB NAME: DR HORTON PLAN 2685-B - 63 _f,.10 �'O t�, Scale: 0.4014 :,4111101974:' fr� `r` +*' � x WARNINGS: GENERAL NOTES, unless otherwise noted: .' •l 1.Builder and erection contractor should be advised Mail General Notes 1.This design is based only upon the parameters shown and is for an Individual 1 Truss: B 3 I and Warnings before construction commences. building component.Applicability of design parameters and proper �R4 ` 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 1'4,,,y,11 ;,; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally traced et a8 tvd t '"`6 •A. ►,4 is the res bil of the erector.Additional ng 7 o.c,and at 10'c.c.respectively as ey unless braced throughout their length by y� 51976,o ',�`r pond RY permanent brad of .� fO y, '�/ �. continuous0 sheathing such l b acing re uir athing(TC)and/or drywaA(BC). Li'-/v xt" DATE: 3/6/2016 the overall structure Is the esponsbtl ly of the building designer, 3.2z Impact bridging or lateral bracing required where shown+..• A 1fi CISTE ♦. SEQ.: El7 8 4 8 7 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. ', ,os 0'- A fasteners are complete and at no time should any bads greater than 0.Design assumes trusses are to be used Ina non-corrosive environment. de n beds be applied to an component. end are far"dry condition"of use. !' �O.NAL�� _�, TRANS I D: LINK yDesign ringsupports shown.Shim or wedge I 1 70 4 5.CompuTrus has no control over and assumes no responsibility for the 6.D ce n assumes full bee at all March ' fabrication,handling,shipment and Installation of components. 1 V I a rCh 7 r 20 6 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates mall be located on both faces obtuse,and placed so their center TPI/WICA in SCSI,copies of whim wilt be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-13t t,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 10.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-546) 0 1-5=(-63) 359 5-2=( 0) 281 BC: 2x4 DF #1&BTR SPACED 24.0" D.C. 2-3-(-130) 36 5-6-(-64) 357 2-6=(-475) 86 WEBS: 2x4 DF STAND 3-4=( -13) 0 6-3=(-150) 60 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 489V -77/ 196H 2.00" 0.78 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 11'- 10.8" -89/ 511V 0/ OH 2.00" 0.82 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 = -0.006" @ 6'- 1.6" Allowed = 0.578" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.042" @ 2'- 8.2" Allowed = 0.694" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= 0.003" @ 11'- 5.8" MAX HORIZ. TL DEFL = 0.005" @ 11'- 5.8" 6-02-11 5-04-14 0-03-04 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f 1'f (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), 12 load duration factor=l.6, 9.0D [- M-1.5x4 4 Only left end vertical is exposed to wind, 3 I -/ Truss designed for wind loads in the plane of the truss only. M-2.5x4 \70PROFFS� 1N� �/ , �N , pl'' ± -, ero � cr, 1:-. 89782PE ci � 3 i -7 OREGON oil 1Z" 1:9 '4RY 15 :&C, ' NI • s s 4- o 11M-2.5x4 M-1.5x4 M-2.5x4 EXPIRES: 12/31/2016 --- y -- .1, 6-00-15 5-09-14 ' 11-10-13 ?AUL y I RW ' JOB NAME: DR HORTON PLAN 2685-B - Cl -./ �y r "' ��0 Scale: 0.2938 7.;";, *Z. ( ' WARNINGS: GENERAL NOTES, unless otherwise noted: l 1.Builder and erection contractor should be advised eat General Notes 1.This design Is based only upon Me parameters shown and Is for an individual ilk14 i I 2.2x4 compression web bretlng must be installed where shown�. Incorporation of component Is the responsibility of the building designer. .Truss: C 1 and Wemings before construction commences. building component.Applicability of design parameters and proper - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at M'd 51976 Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10 o.c.respectively asvely unless braced throughout their length by •, !,' continuous sheathing such plywood sired where and/or drywall(BC). �OA 4, 51976. ) �,nr� - DATE: 3/6/2016 the overall structure ds the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+o h` V 1�r �►' 4.No load should be applied to arty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O1Y AL� SEQ. : K 17 8 4 8 7 4 fasteners are complete end at no time should arty loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, VV I �� TRANS ID: LINK design loads be applied to any component. end are for`dry condition of use. 5. 6.Design assumes full bearing at all supports drown.Shim or wedge t CompuTrus has no control over and assumes no responsibllly for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March rch 7 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 I VI ,2016 TPI(WFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Irdloete sue of plate in inches. -- MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basil connector plate design values see ESR-1311,ESR-1988(MtTek) '- I . . This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 10.8" Wind: 120 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 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 2 TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. -1x2 or equal typical at stud verticals. I 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. j ,I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ! '' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 9.00 7 ' I j o i I o, , o) PROF 89782PE ,'. I j 7 OREGON mac,, r 1 i ' ,-9,4,„ 'l RY 15 2 ��Q' o V 1 —AUL � l I t //�/ Ammar// /�/ /_. /i // /_ /�//-_f /// __ //-_J>1_///7- 1 0 3 EXPIRES: 12/31/2016 M-3x4 y — — 11-10-13 ----71' A 4 ',141 ?AUL lei 4 OV /W'!A�S ik. IS,JOB NAME: DR HORTON PLAN 2685-B - C2 Scale: 0.9592 ...;.• r/, ,,' ,,"{~ left: WARNthGS: GENERAL NOTES. unless otherwise noted: ��-' ., 1.Builder and erection centrador should be advised area General Notes 1.This design is based only upon the parameters shown and is for an individual ~ , ' Truss: C2 ��.. �, and Warnings before construction commences. building component.Applice DlHty of design paameters and properiflt. * 2.aro compression web bracing must be installed where shown+. Incorporation of component tattle responsibility of the building designer, ��/A �^': 3.Addtibnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at # rte ryC s k the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.rsash a vely unless braced throughout their length by h 5 9/V � h DATE: 3/6/2016 the overall structure Is the responsibility et the bulicbrg designer. 3 tm^ sheathing such as ptywoodbracing re sheath ng(TC)and/or d ywall(BC). Q `C4? p bridging or lateral bracing required where shown++ GFS"I' .R .b. 4.No load should be applied to any component until after all bracing and 4.Installation of truss la Me nsiba of the r ,r SEQ.: K 17 8 4 8 7 5 reaps ay respective contractor. A ��1 '�j \ 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. ll TRANS ID• LINK design loads be appiledfiany component and are for*dry cfutban"of use. �OLY LlL� " 8.Design assumes Na bearing at all supports shown.Shim or wedge If sr • 5.CompuTrus has no control over and assumes no responsibilky for the necessary. ' >► P * ;. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provkled. March a rch 7 6.This design is punished subject to the limitations set north by 8.Plates shall be located on both faces of truss,and placed so their center ,201 6 TPIANTCA in SCSI,copies of whish will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,IncJCompuTrus Software 7.6.7-SP2(1 L)-E 10.Far basic connector plate design values see ESR-1311,ESR-1988(MTek) I � This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 11-10-13 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cge1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-10=(-536) 7040 3-10=( -144) 142 BC: 2x6 DF SS 2- 3=(-7758) 632 10-11=(-434) 6066 10- 4=( -126) 1968 WEBS: 2x4 DF STAND LOADING 3- 4=(-7592) 622 11-12=(-434) 6066 4-11=(-1602) 176 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-5220) 462 12- 8=(-536) 7040 11- 5=( -302) 3724 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 5- 6=(-5220) 462 11- 6=(-1802) 176 BC LATERAL SUPPORT <= 12"OC. UON- 6- 7=(-7592) 622 6-12=( -126) 1968 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 28'- 0.0" V 7- 8=(-7758) 632 12- 7=( -144) 142 OVERHANGS: 12.0" 12.0" BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 28'- 0.0" V 8- 9=( 0) 42 BC UNIF LL( 123.8)+DL( 84.2)= 207.9 PLF 0'- 0.0" TO 28'- 0.0" V M-1.5r.4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -356/ 4201V -76/ 76H 5.50" 6.72 DF ( 625) IT 2, 8: Heel to plate corner = 3.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 28'- 0.0" -356/ 4201V 0/ OH 5.50" 6.72 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Attach 2 ply with 3"x-131 DIA GUN nails staggered: ii. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 8.0" Allowed = 0.133" MAX LL DEFL = -0.151" @ 14'- 0.0" Allowed = 1.354" MAX TL CREEP DEFL = -0.356" @ 14'- 0.0" Allowed = 1.806" MAX LL DEFL = -0.001" @ 29'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 29'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.041" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.068" @ 27'- 6.5" Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19-00 19-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II '1I -! load duration factor=1.6, Truss designed for wind 1 D 5-04-02 4-03 4-03-01 _-r 4-04-13 ` 4-04-13 4 03-01� �- 5-09 02 s in the plane of the tru�e •D PRO 4.S' r- T G I NI si 12 12 �+�i 5^00 M-4x6 '5.00 M-2.5x9 or equal �I al diago e�StS�p 44/ 54:e-,,, :� 89782PE .yr" I M-2.5x6 1 ! 3.D' M-2.5x6 4 s I ' {1 i 1 • i i h M-1^5x4 ' Il 1 � ! /1•00.M-1.5x4 l '� OREGON oo ......\ , 2 ii �° .1R MHS MHS-5x12 ** 1 ;_ i / MHS 5x12 ir ** .**1D*** ** *** 11 _ 12• o EXPIRES: 12/31/2016 0 ***MHS-8x10+ -M-4x9 MHS-5x6(5} M 5x8 -M 4x.4 **M-3x8+ 7-06-08 6-05-08 6-05-08 7-06-08 1l >G. R. R w y 10-01 y 17-11 tet, PAUL RiU 4 r L y 4, �'" .;.av WASNi E 1-00 28-00 `�Y 1-00 C .. 4 - _ . --.•F' s- JOB NAME: DR NORTON PLAN 2685-B - D1 Scale: 0.2091 ` J WARNINGS: GENERAL NOTES, unless otherwise noted: fr- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and Is for an individual4f.-rr,, r Truss: D1 and Warnings before construction commences. building corn _....' g porrert oenas Applicability of of �"P 51976 a 2.Dr4 compression web bracing must be Installed where shown a. Incorporation of component h the responsibility of the building designer. ^ �r 3.Additional temporary bracing to hsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �.�' O �,A `� isn't responsibility of the erector.Additional permanent bracing of o o.c.and at 10'o.c.sash as respectively unless braced throughout thele length by A ors'g 1 Y° ,+ I continuous sheathing such as plywoodbracing ,e sheathing(TC)and/or drywall(BC) DATE: 3/7/2016 1 the overaii structure Is the responsibility of the building designer. 3.91 Impact ' bridging or lateral brodng required where shown+. S 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K1784876 r 0NAL- 4 fasteners are complete and at no tine should any hada greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design lads be applied to any component. and are for-dry Bond tion"of use. F zn _a 5.CompuTrus has no control over and assumes no responsibNity for the 6.Design assumes NII bearing al ail supports shown.Shim or wedge l March 7 2016 fabrication.handling,shipment and Installation of components. necessary. n 6.This 8.Design assumesc ted on drainagethfis truss, sitletl, design Is furnished subject to the limitations set forth by 8.Plates shall be totaled on both faces of[Huss,and placed so mak canter TPIM/TCA In BC51,copies of which wia be furnished upon request. lines coincide with joint center Anes. MTek USA,InclComglTTus Software 7.6.7-SP2 1 L-E 9.Digits indicate size of plate in Inches. 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-1191) 54 1-7=(-15) 1038 2-7=(-332) 95 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=( -895) 7 7-5=( -4) 1033 7-3=( 0) 466 WEBS: 2x9 DF STAND 3-4=( -895) 6 7-4=(-293) 83 LOADING 4-5=(-1188) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 43 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Snow; ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -8/ 692V -37/ 32H 5.50" 1.11 DF ( 625) 16'- 6.0" -36/ 815V 0/ OH 5.50" 1.30 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.030" @ 8'- 3.0" Allowed = 0.779" MAX TL CREEP DEFL = -0.070" @ 8'- 3.0" Allowed = 1.039" MAX LL DEFL = -0.002" @ 17'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013" @ 16'- 0.5" MAX HORIZ. TL DEFL = 0.021" @ 16'- 0.5" Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-03 8-03 Truss designed for wind loads f 1' -- --'- -- 1' in the plane of the truss only. 4-07-13 3-07-03 3-07-03 4-07-13 1' 1. ,) 12 12 5.00 I,' I IM 9r.4 �)5.00 3 9.0" �+��D..P-R F4S� H'Ai v i ,�:� . GitvEFq % . M-1.5x4 0" M-1.5x4 G4 2 I 4 89782PE ,c A.1 r,� -- -9,�OREGON ``)� y C'gRY A`' J rD 1 TI5 AUL o 1 M-2.5x4 M-3x8 M-2.5x4 0 EXPIRES: 12/31/2016 -- - J - -- --- y 8-03 8-03 .X - - y ,k / R V. 16-06 1-00 • ..�♦ PAUL it-, .S' ,'� ,' WM e JOB NAME: DR HORTON PLAN 2685-B - El47.,./: V// ./, s`�' t Scale: 0.3691 ' - �` 0 • s WARNINGS: GENERAL NOTES, unless otherwise noted: 4 j 1.Budder end erection contractor should be advised of ad General Notes I.This design Is based only upon the parameters shown and Is for an individual ( 4 J Truss: El and 1Namings before construction commences. building component.Applicability of design parameters and proper 4 ,e lir ration of component is there '✓e ". 2.244 compression web bracing must be installed where shown.. Incorporation Po sponalblfity of the budding designer. 1' r ,,, 2.Design assumes the top and bottom chords to be laterally braced at :. Yd -"` y 3.Additional temporary bracing to Insure stability during construction by ,� lf�5 1976 44i is the responsibility of the erecta.Additional permanent Dredng of 2'c.c.and at 10'o.c.respectively unless braced throughout their length T continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i fc� DATE: 3/6/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown... Gf S SEQ.: Ki7 8 4 8 7 7 4.No bad should be applied to any component anuli after all bracing and 4.Installation of truss Is the responslbd of the r ty�f'� `6 , ttY respective contractor. 41.L_ fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, "�+ TRANS I D• LINK design loads be applied to any component. end are for"dry condition'o}use. 4ft ONAL 4 5.CompuTrus has m control over and assumes nor 6,Design assumes full bearing et all supports shown.Shim or wedge if A ei{.+prlslbilRy for Me necesxry. Mr r F . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. IVlarch 7,201 6 8.This design is furnished subject to the Ilmdalions set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWrCA in BCSI,copies otwhich will be furnished upon request. lines coincide with joint center lines. Mi fele USA InCJCompu7rus Software 7.6.7 SP2 1L E 9.Digtts tndbate size of plate In inches. ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- B=(0) 1031 3- 8=(-301) 33 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1106) 42 8- 6=(0) 1031 8- 4=( 0) 463 WEBS: 2x4 DF STAND 3- 4=( -893) 0 8- 5=(-301) 83 LOADING 4- 5=( -893) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1186) 42 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 43 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 POE' Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -34/ 807V -37/ 37H 5.50" 1.29 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 6.0" -34/ 807V 0/ OH 5.50" 1.29 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.030" @ 8'- 3.0" Allowed = 0.779" MAX TL CREEP DEFL = -0.070" @ 8'- 3.0" Allowed = 1.039" MAX LL DEFL= -0.002" @ 17'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013" @ 16'- 0.5" MAX HORIZ. TL DEFL = 0.020" @ 16'- 0.5" Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-03 8-03 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), F � load duration factor=1.6, Truss designed for wind loads 9-07-13 3-07-03 3-07-03 9-07-13 in the plane of the truss only. - 1. 1' i - l' 1212 M-2.5x4 or equal at non-stru, --- - ,.nal inlets- 5.00 M-4x4 5.00 ��>.0 PROFFS. 9.0" C��,� �NGINE '4LS�a2 pn p M-1.5x43 l 2.0"; M-1.5x4 • 89782PE p� 1 v�oREGoN o�.`� . 1J_ '' � HiQ &'Q R Y 15lG� o 1 _ - - -_ 7 -kms p 8 -- . �4 UL P`� o M-2.5x4 M-3x8 M-2.5x4 0 EXPIRES: 12/31/2016 • 8-03 8-03 1-00 16-06 1-00 ' ?AUL t '''°1-::::-:.::!,:y;':', .::::7 i� WAS "� "., JOB NAME: DR HORTON PLAN 2685-B - E2 :I': r . x:. � Scale: 0.3442 1 f r� r� ;':', • WARN�0.4: ---- GENERAL NOTES, unless otherwise noted:-- -- __ 4 ',' B.!. 1.Builder and erection contractor should be advised of ed General Notes 1.This design 6 based on upon theR Truss: E 2 j �9 ly Da parameters shown and Is far an Individual dual and Warnings before construction commences. building component.Applicabiiky of design parameters and proper 4nh' w, k 2,2r4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer, f;r�:r. -,.y,.' 3.Additional temporary bracing to Insure ata bidty during construction 2.Design assumes the top and bottom chorda to be laterally braced et all. ,ed ' R; Is the responsibility of the erector.Additional Y o.c.and of 1 t7 c.c.sunt,a plywood unless braced throughout:theirdry length(. 5 1976 ,�, permanent bracing of continuous sheathing such as plywood aheathlng(TC)and/or drywall(BC). `� lee, ' . DATE: 3/6/2016 the overaa stricture is the responsibdlty of the building designer. o 3.2x Impact bridging or lateral bracing required where shown.. � �� ��S'�)'� �•� A SEQ.: K1784878 4.No load should be applied to any component until alter all bracing and 4.installation of truss is the responsibility or the respective contractor. c�er Cj t i fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-coresive environment, �`;y(Oyer 1.Lt'. h�' TRANS I D• LINK design Wads be applied to any component, and are for"dry condition"of use. 1l(� Y 6.Design assumes full bearing at ale supports shown.Shim or wedge if ' .s 5.CompuTrus has no control over and assumes no responsibility for the necessary - fabdcanon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March�,^` ^01 6 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 vn r LU TPIM/ICA in BCSI,copies of whkh will be furnished upon request. lines coincide wtth jolrt center lines. MTek USA,Ine.IGom uTrus Software 7.6.7-SP2 E 9.Digits Indicate size of plate In inches. 1 L F ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MTek) i I . This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"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 P5F TOTAL LOAD= 42.0 PSF Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6.efer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 bomplete 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. 5-00 5-00 _. - ,.- 12 12 12 5.00 '5.00 I M-4x4 3 I—7 iEO P R.QF 2 ! 4 •..-c- 89782PE "9f j - !rn i 1 L_ // Ar/_ /_ L//Ar /_l/_ZZLZZ/Zz/L/_//_— —=_ZZ_Z /_z///._ __A/ gyp' s �� v •ilEGON .' 0 $9� 'I R 16 2 <C,�� M-2.5x4 'AUL Ll`� M-2.5x4 . - - --- -- J' EXPIRES: 12/31/2016 1-00 10-00 1-00 PAUL�� 'S.11/7:ii. . w JOB NAME: DR HORTON PLAN 2685-B - Fl Scale: 0.6197 , �• r. -7 .� X94 WARNINGS: GENERAL NOTES, unless othenvtse noted: %:.. I.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an Individual I . S ''- Truss: Fl and. Warnings before construction commences. building component.Applicability of design parameters and proper / 2.aro compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the budding designer. ��r q x-' 2.Design assumes the lop end bottom chords to be laterally braced et e. �� 51976 3.Additional temporary bracing b Insure stability during construction > Is the responsib lay of the erector.Additional permanent bracing of 3'o.c and 10 o.c respectively unless braced throughout their ength by continuous sheathing such as plywood sheathkg(TC)andfor drywap(BC). QA bb DATE: 3/6/2016 the oversa structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ !s1� .-GISM1 ' SEQ.: 5<1784879 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,S fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. Sl"dANAL" de n a and ere for ry condition"of use. TRANS ID: LINK sis loads be a sed to m cornnest. 5.CompuTrus hes no control over and assumes no responaibd'ty for the 6.Design assumes tui bearing at ell supports shown.Shim or wedge if necessary. =y fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. March A a rcL,l I f'7,2016 6.This design is banished eub)ect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/ICA 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 7.6.7-SP2(1 L)-E 10.For bask connector plate design values see E5R-1311.ESR-1968(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16-BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(0) 0 BC: 2x4 DF 141&BTR SPACED 24.0" O.C. 2-3=(-94) 5 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" -41/ 299V 0/ 27H 5.50" 0.48 DF ( 625) 1'- 11.0" -25/ 49V 0/ OH 2.00" 0.07 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -24/ 30V 0/ OH 2.00" 0.05 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00 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 = 0.001" @ 1'- 0.8" Allowed = 0.082" MAX TC PANEL TL DEFL = 0.001" @ 1'- 0.8" Allowed = 0.123" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.0" Wind: 120 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. Ile I io -� � p PRaF� So M-2.5x4 � 89782PE • <' I I I . ' OREGON ,�``� y �,,-r��p y -- y 12� PROVIDE FULL 181(1lING:Jts:2,3,4 I 2-00 EXPIRES: 12/31/2016 I,,,, • WW1 P.k it. oV WAS 147 4er JOB NAME: DR HORTON PLAN 2685-B - J1 -'T ��. '� 't::'-'-.'.1.e. Scale: 0.9685 / ',, { 'rL WARNINGS: GENERAL NOTES, unless otherwise noted: "-• 1.Builder and erection contractor should be advised of all General Notes I.This design based only upon the parameters shown and Is for an individual �/ Truss: J1 end Warnings before construction commences, building component.Applicability of design parameters and proper r Re ��.i Incorporation of component Is the re � '1,1,;',...'..-.'-' 2.2x4 compression web bracing must be Installed where shown+. P aponsibllRy of the building designer. i 3.Additional to 2.Design assumes the tap and bottom chords to be laterally braced at ;E 4.6 1fr /a temporary bracing to Mere stability during construction ^�� "� o,, is the c o.c.and al 1 e o.c.respectively unless eaeed throughout they length by j y reaponsPoiay of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaMing(TC)and/or drywall(BC). 4+ DATE: 3/6/2016 the overall structure la the responsiblaty of the building designer. 3.so Impact bridging or lateral bracing required where shown a+ :A Ofij, ..GI,,7 i y - . f, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the re u5l �` ' SEQ.: K17$4 8 8 0 resp° Ity respective contractor. `� fasteners are complete and at no lima should any loads greater than B.Design assumes trusses are to be used Ina noncorrosive environment. -'4537). ..r.,•40 !1. TRANS I D: LINK design loads be applied to any component and are for`dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. n assumes fug bearing at all supports shown.Shim or wedge If ' ..IP. lir IF 7 ` 1. fabrication,handling,shipment and instafatbn of components, 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center March i arch 7,201 6 TRIANtCA In BCSI,copies of which will be furnished upon request. Tines coincide with joint center Tines. •9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7-SP2(7 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MTek) i L , r This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" 0.C. 2-3=(-26) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. 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" -67/ 375V 0/ 20H 5.50" 0.60 DF ( 625) 1'- 2.0" -166/ 40V 0/ OH 2.00" 0.06 DF ( 625) Snow: ASCE 7-10, 25 P5F Roof Snow(Ps) 12 Cs=1, Ce=1, Ct=1.1, I=1 5.00 V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.000" @ 0'- 8.6" Allowed = 0.020" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL IL DEFL = 0.000" @ 0'- 8.6" Allowed = 0.027" Wind: 120 mph, h=16.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • 3 i iii 1 _ !I p PRQ M i �� ,S.‹, E - _ - FSS o 1 2�-Midgill �/• .-c��J 0AG1NE�9 s/O M-2.5x4 'c �4,GREG0N?,Q 40 , `Z 'G qY1� �Q� ,,� , ,ry P \ , AUL ),--- - y y EXPIRES: 12/31/2016 1-00 1-02 � •, 1k A .� . +r* ?AUL IZjL e . �oV WAS/q 4 tiw , G� lf JOB NAME: DR HORTON PLAN 2685-B - J2 RT �' Scale: 1.0853 - t� ',:1:�• r WARNINGS: GENERAL NOTES, unless otherwise noted: M �� • y, 1.Builder and erection contractor should be advised of all General Notes 1.Ttds design is based only upon the parameters shown and Is for an individual 44 - Truss: J2 and Warntngs before corretrucdon commences budding component.Applicability of design parameters and proper o. ;y Incorporethn of component is the responsibility of the building designer. 't4fi0 I, Ma 2.2t4 compression web bracing must be installed where shown+. ('a`.r 3.Additional temporary bracing to insure atebidty during construction 2.Design assumes the top and bottom chords to be laterally braced at A 51976' ~ is the responsibility any 2 o.c.and at 10'o.c.Snub ey unless braced throughout their length by `.` ponsibil of the erector.Additional permanent bract of , .�h VY 1, t. DATE: 3/6/2016 the overall structure Is the responsibility of the buikfin designer. continuous sheathing such t b plywood aired In ere s and/or drywad(BC). O C .�r.V lei' y respo ftY 9 '�9 3.2x Impact bridging or lateral bracing required where shown++ � ��i ��S ISTVg" '�' �. SEQ.: K 17 8 4 8 81 4.No load should be applied to any component until after all bracing and 4.Installation of truss N the responsibility of the respedWe contractor. 1 -%s _t 3 ,y� fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. 4.,- 'TONAL' 4, TRANS I D• LINK design loads be applied to any component. and are lor'dry condition of use. 6.Design assumes full bearing at all supports shown.Shim or wedge 8 dr !1 5.CompuTrus has no control over and assumes no responsibility for the necessary. _ : fabrication,handling,shipment and installation of components. 6.This design is furnished subject to the limitations set forth b 5,Plates assumescaadequateondrainage is gross,a March 7 2016 y 5,Plates shall be located an both faces of truss,and placed so their center I � TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with jdrd center Anes. MTek USA,IneJCo B.Dyes indicate size of plate a Inches. tnpuTrus Software 7.6.7-SP2(1 L}E 10.For bask connector plate design values see E5R-1311,ESR-1986(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 1'- 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) 43 2-4=(0) 0 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-21) 1 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -83/ 439V 0/ 19H 5.50" 0.70 DF ( 625) 1'- 0.0" -241/ S7V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 12 Cs=1, Ce=l, Ct=1.1, I=1 5.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.000" @ 0'- 7.8" Allowed = 0.015" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.8" Allowed = 0.020" Wind: 120 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration £actor=l.6. Truss designed for wind loads in the plane of the truss only. 3 j j I� OJ I. o _ o ��-5, C1PRoFtss -2.5X4 89782PE ��" i { v OREGON oma``' 1 "9,Q '� Ry Ab Q� -AUL R f_ y EXPIRES: 12/31r2,. 01 fi 1-00 1-00 "PAUL, 49V.WASkt 4, ` JOB NAME: DR HORTON PLAN 2685-8 - J3 �' eC c Scale: 1.1118 fy , :�• Q WARNINGS: GENERAL NOTES, unless otherwise noted: - • - •/ _� �� 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual e Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown*, incorporation of component is the responsibility of the build) designer. :fir�l `" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1f Is the r o.c.and at la o.c.respectively unless braced throughout their length by /� Z 9w.7� �•��y> responsibllty al the erector.Additional permanent bracing of continuous sheathing such as plywoodcited sheathing(TC)andfor drywae(BC). �v�j.� G,IS 1 F+}_ LSA �. DATE: 3/6/2016 the overate structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 1' SEQ.: El7 8 4 8 8 2 •• 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S �` fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, SIGN 1 L'Li. TRANS I D: LINK ( design bads be applied to any component. and are for"dry condition'ng use. LJl r j� 5.CompuTrus has no control over and assumes no responsbeily for the 6.Design assumes full tearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tons,and placed so their center i March 7,201 6 TPINIRCA In BCSI,copies of w Hch wit be furnished upon request. lines coincide with Joint center lines. MiTek USA,Ina/Co 9.Digits indicate sae of plate In Inches. mpuTrus Software 7.6.7-SP2(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) w , Symbols ' u 'kering System , General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ! 4 offsets are indicated. , (Drawings not to scale) { Damage or Personal Injury 1��= Dimensions are in ft-in-sixteenths. irmih, Apply plates to both sides of truss 11. Additional stabilitybracingfor truss system,e.g. and fully embed teeth. 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDSINEMEI ® 1 0� 2. Truss bracing must be designed by an engineer.For ' f 6WEBS 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I 116. - ; O •• p bracing should be considered. 3. 111111114110111111114110Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. i I � O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate �— designer,erection supervisor,property owner and plates 0-'fig' 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 I AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. j 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 4 x 4 width measuredperpendicular 10.Camber is a non-structural consideration and is the 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 SYP represents values as published I specified. �/ Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the I 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 %1'. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint ; I 16.Do not cut or alter truss member or plate without prior ©2012 Mrtek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise.! __` _ number where bearings occur. Min size shown is for crushing only. III ® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ! 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient.BCSI: Building Component Safety Information, ila,M111x 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M 1 le KANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE120-SP MiTek USA,Inc. Page 1 of 2 r Typical_x4L-BraceNailedTo \[ " 2x\Verticals W/10d Nails,6"o.c. Vertical Stud--- r - , \ Vertical Stud (4)-16d Common \ DIAGONAL \, /i Wire Nails �\ BRACE L �L//� � ` \ ` ------ MiTek USA,Inc. �� 16d Common / Wire Nails SECTION B-B r.4----- ► e ice -- Spaced 6"o.c. i DIAGONAL BRACE /�--"—� x 4'-0"O.C.MAX . —' — (2)-10d Common — "--------2x6 Stud or �� TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 -\` 2x4 No2 of better SHOWN ARE FOR ILLUSTRATION ONLY. Sal Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A-A 2x4 tud w/(4)-10d Common Nails /' A :,,� �� Varies to Common Truss --- -- — (iterer.ii�.w.,, .mess �irpz SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST / DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING tih' TO TRUSSES WITH(2)-10d NAILS AT EACH END. A I ** �'� ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. B B • 3x4- / - e- 81 s G _ fl C? (4)-8d NAILS MINIMUM,PLYWOOD / _ / �� '- - / ��\ SHEATHING TO 2x4 STD SPF BLOCK �' fir -Diagonal Bracing ** -L-Bracing Refer \\ / Refer to Section A-A to Section B-B \, % 24"Max Roof Sheathing----� ` NOTE;1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND _', �__ M CHORDS. 2.CONNECTION BETWEEN OTTOM CHORD OF GABLE ENDO TRUSS AND 1, „ �� % 1 ' \.. / / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1.1-3 (2)-10d r'� • X/ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ` } ' ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max.. / `l/(2)-10d NAILS BRACING OF ROOF SYSTEM. %x �\ 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / . OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. . 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. /TrUS S 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ` ' 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ��, ' ' / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Ii �. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2Z6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace //ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. .(_, TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall \ HORIZONTAL BRACE (SEE SECTION A-A) DIAGONAL 2 DIAGONAL^ ���., ' Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ' Species --_-..- and Grade Maximum Stud Length 2x4 SP No.3/Studr12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 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.