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Plans (40) 44 SI-Ao/4 - ovrcrts-- / 3 / )-- S iv , 1 ; i D.R. HORTON : I : I! . . . PLAN 2345 "B" ., .. .. , .. , . . : . • . : ., .. I I ., . I; GARAGE LEFT . 1 1 11 I I; 1 i f i I ' • I . ; i = i1 ..; --------1"------- r• ; il 15/ 1.1 I ' 01 I; 1 1I II I I il I I I I I I I 5/12 PITCH r i , 6/12 PITCH H-- - 25# SNOW .... 1 il 11 I. I 11 I , 1 — ,1 . Ili 1-0 0.H. I. UJ e 11 F A . ii II I I ' C...0 1..6 : I li ' . . !I 1 : .... . 11, : : i ...-4 . I i I 1 . et ., , , ...0._ (y) J , ,.._ ,, , ARIEL TRUSS o 1\--.) ,. 574-7333 1 ' f , 1 if CZ) 1 II DRAWN BY: : - : KEVIN LENDE , 1 1 1 . ' ! i STB34-12 34-12, 1 .. ft 1 -------fr:7----r---- --U_ ..--.1''' :---7 ---Y — -./B 0tp6 NO 0.H. STUB 0-1-10 - 0 ,fl cp!, r 1r IBM11-.J , ICHER n „ „ „ 01 _ 7/12 G.E I) i f( 11 . --- ---- --------- c): I . L L , in, ,, ,,:...._._ 1 CU 2-0 JACKS 5-0 JACKS / '"... G.E. . . n 10-08-00 -c, SPAN ...c ..-, 12-00-00 " SPAN n 0 3 0 C -4 C U4 -4 3 0 I r L 1 1 , 1 I 1 1 O.R. HORTON PLAN 2345 "B" 1 1-C ; ?i••• :<'• i i > ; - >,-- GARAGE RIGHT , ' 1 1 1 i_grl, i I 1 5/121 5/12 PITCH 1 6/12 PITCH! 1 1 , 1 ; 25# SNOW 1 1 1-OOH I 1, i UJ E 1 1 i 1 Ili L . I ii, __I ARIEL TRUSS ____4J_ I _H___ 1 DRAWN BY: . . . KEVIN LENDE _ . ' 1 i 1 1 --- --- -1 -----' , 0 1 , STUB 0 ACM11 No 0 H 1 0 I ' JACK:. ,',._411,0.:4.44, -m, • • ; ‘,i- 1-' 1 Star I 7/12 1 1 (=> 0 __ , i c•c79 - 1LIWER FS.' L, 7/12 Eli Ili 42 1 , , A -. ,1::, '3*i) G.E. ell) ' • 5-0 JACKS 2-0 JACKS ft cu 10-08-00 ..9 SPAN..< , ,-) ,.„ 12-00-00 SPAN f-, (1 i . -, -, ,,,c' 0 1 11 HUE (.71-CLU AKJmL IKUJJ LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" mph,120 m h, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFR`(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. considered for this design. TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 21-06 21-06 I 12-04-02 9-01-14 9-01-14 12-04-02 T T T T f 12 11M-4x4 12 5.00 p 3 a 5.00 NN M-3x6(S) M-3x6(S) 01111.1.1111 114111111141111411111111144144 2 , r•!1 I __ = 1:1:1 z �,� MOM O M-3x6(5) M-3x6(S) 1 M-2.5x4 M-2.5x4 15-11 11-02 15-11 1-00 43-00 �_t.O PR OFFS JOB NAME: DR HORTON PLAN 2345-B - Al Scale: 0.1980 �� OV/Z/f59 s/% WARNINGS: GENERAL NOTES,unless otherwise noted: 2, P E 1.Builder and erection contractor should be advised of all General Notes 1..This design is based only upon upon the parameters shown and is for an individual / Truss: A 1 and Warnings before construction commences. building 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. ar/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f�� DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! is the responsibility of the erector.Additional permanent bracing of r�dt A_ Cr continuoussheathingsuch las sheathing(TC)bracing od eudwere shown drywall(BC). 12+ 4,OREGON A, DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ NN S E 6157309 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. / 'Ilk Z° A4 4• • 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, Q 14, �`_ TRANS I D: 415 412 design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if FR R 110- fabrication,handling,shipment and instatation of components. necessary. 7.Designlaesassumes adequate one dboth faceage is provided.,and This design is furnished subject to the limitations set forth by 8. Plates shall be located both faces of truss,and placed so their center 111111 VIII VIII VIII IIT VIII VIII IIII IIII TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R F.','12/11/2n15 Q ninuo,ndinafp ni,.of ntar.in inrh.n 111111111 Itxnto RK15L itu�� LUMBER SPECIFICATIONS TRUSS SPAN 39'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(-76) 3363 3-10=(-143) 80 13- 9=( -14) 2344 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3770) 108 10-11=( 0) 2698 4-10=(-338) 90 9-14=(-1782) 56 WEBS: 2x4 DF STAND; 3- 4=(-3585) 69 11-12=) 0) 1913 10- 5=( -12) 804 2x4 DF #1&BTR A LOADING 4- 5=(-3598) 123 12-13=( 0) 2439 5-11=(-828) 122 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2769) 142 13-14=( -1) 104 11- 6=( -23) 1260 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2613) 137 6-12=( -14) 919 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2616) 124 12- 7=(-495) 121 8- 9=(-2609) 63 7-13=(-249) 62 OVERHANGS: 12.0" 0.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13- 8=(-394) 108 Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -61/ 1880V -121/ 149H 5.50" 3.01 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 7.3" -32/ 1816V 0/ OH 2.50" 2.90 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 = -0.210" @ 15'- 3.3" Allowed = 1.947" MAX TL CREEP DEFL = -0.454" @ 15'- 3.3" Allowed = 2.596" MAX HORIZ. LL DEFL = 0.069" @ 39'- 5.5" MAX HORIZ. TL DEFL = 0.109" @ 39'- 5.5" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-06 18-01-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f T load duration factor=l.6, 12-09-02 9-01-14 18-01-09 Truss designed for wind loads 4-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-03-13 f 'I5-07-06 T in the plane of the truss only. T T T T 1' T f 1' 12 12 5.00 = M-5x6 Z3 5.00 5.0" 6 -(-( JL! M-2.5x9 M-2.5x4 5 7 M-3x6(5) '' '\ M-1.5x9 0 M-1.5x9 9 8 M-1.5x9 M-5x6 3 9 ri A a, 0 *04 a =,-I 3E icy I 0 o 1 10 11 12 1314 I TM-3x10 M-3x8 M-4x6 =M-4x4 M-4x12 M-1.5x9 o MSHS-3x10(S) .0 ,l 1, /. 1' ), 9-00-02 8-03-19 8-03-14 8-03-14 5-07-06 y yy 19-11 19-08-04 y P R 1-00 39-07-09 �co4N(C'°V/g//54? �),11 Nl/+IOh/- 6>off JOB NAME: DR HORTON PLAN 2345-B - A2 Scale: 0.1645 GV 1// rIMC -Ss WARNINGS: GENERAL NOTES,unless otherwise noted: �� i,P E 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 Truss: A2 and Warnings before construction commences. building 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. `�-� 2.Design assumes the top and bottom chords to be laterally braced at ./ DES. BY: EE 3.Additional temporary bracing to insure stability during construction Q is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �G A_OREGON�� ��(/ DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -r! 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. k 2 A'!" SEQ. : 6157310 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, /O M 14, A . design loads be applied to any component. and are for"dry condition"of use. b VV TRANS I D: 415 412 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary. assumes full bearing at all supports shown.Shim or wedge if R RIO, fabrication,handling,shipment and installation of components. ry P D 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 truss,and placed so their center 1111111 111 VIII 11111 IIT 11111 11111 I'll MI TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS' 12/11/21115 o rnnnc o coincide•w,>.nr nine to dines. II 1111111 l..,kr,U k1t1CiL lkUJb LUMBER SPECIFICATIONS TRUSS SPAN 39'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=1 -39) 3377 3-10=(-164) 81 7-19=1 -239) 103 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3786) 67 10-11=( 0) 2704 4-10=(-354) 94 19- 8=1 -407) 112 WEBS: 2x9 DF STAND; 3- 4=(-3607) 27 11-14=( 0) 1958 10- 5=1 -18) 831 19- 9=( 0) 2362 2x4 DF #1&BTR A LOADING 4- 5=(-3627) 83 12-13=( -37) 35 5-11=(-776) 111 9-20=(-1791) 36 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2773) 95 14-16=1 0) 2060 11-12=( -10) 1164 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2616) 92 13-15=(-120) 0 12- 6=( 0) 1206 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2641) 94 15-17=( -23) 47 14-13=1 0) 47 8- 9=(-2628) 32 16-18=( 0) 1934 16-15=( 0) 44 OVERHANGS: 12.0" 0.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 18-19=( 0) 2443 6-17=( 0) 863 Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 19-20=( 0) 104 17-18=1 -1) 825 considered for this design. 18- 7=(-937) 115 ADDL: BC CONC LL+DL= 62.5 LBS @ 21'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -44/ 1887V -121/ 149H 5.50" 3.02 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 7.3" -12/ 1824V 0/ OH 2.50" 2.92 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 21-06 18-01-09 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12-04-02 9-01-14 I 18-01-04 I MAX LL DEFL = -0.214" @ 20'- 7.0" Allowed = 1.947" MAX TL CREEP DEFL = -0.552" @ 20'- 7.0" Allowed = 2.596" 4-09-05 4-02-13 6-03-13 6-02-01 1 6-02-01 6-03-13 5-07-06 T '( '( 1( ( f f fMAX HORIZ. LL DEFL = 0.066" @ 39'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.109" @ 39'- 5.5" 5.00 p M-5x8 a 5.00 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ^" load duration factor=1.6, r�!9r ads inuthe russ dplane eofd fthe truss or wonly. M-9x6 71,4-4x6 M-3x6(5) M 9-1.5x9 /\M-1.5x4 M-1.5x4 3 M-5x6 2 13 15 1' = I _ t t m o 1� 10 .. I-,11 19 16 18 .�r2O i �o cp 1M-3x10 M-3x8 M-5x6 M-2.5x6 M-2.5x4 M-4x12 M-1.5x41 r1 M-2.5x4 M-5x6 M-2.5x6 M-2.5x6 M-2.5x6 MSHS-3x10(S) 6 .50# 9-00-02 8-03-14 3-031-09-153-03 8-03-14 5-07-06 6 1 1 1 1 1 19-11 19-08-04 1 1 1-00 17-11-04 21-08 1 1 1 1 17-11-04 7-01-07 14-06-08 1 1 1 5;c¢tpirlr- 1-00 39-07-04 JOB NAME: DR HORTON PLAN 2345-B - A3 Scale: 0.1320 e1/1/z//5 ' s/ al' WARNINGS: GENERAL NOTES,unless otherwise noted: 726PE f' 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 / / Truss: A3 and Warnings before construction commences. building 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. 46011111P. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `•� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.e,respectively unless braced throughout their length by �G OREGON -CC continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 S E 6157311 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. 4• • 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, /' 4/". 14, 2© -C TRANS I D: 415 412 design loads be applied to any component. and are for"dry condition"of use. 4/4:"_ �P 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 's'/4:"R R 1 VA- fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequateatedon drainage is trussed. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIII TPI/WI-CA in BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. FX PI P FS' 12�:i1 I�n1.�1 Q n 1) initn�ndir=ta C .of ntnf^in i"etti.e I7KC,L, AKin.0 iKuaa 11111111 LUMBER SPECIFICATIONS 31-08-12 GIRDER SUPPORTING 39-07-04 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF #1 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-23181) 1788 1- 8=(-1491) 19812 8- 2=( -393) 4491 11- 6=(-4152) 486 BC: 2x8 DF SS 2- 3=(-19014) 1425 8- 9=(-1485) 19770 2- 9=(-4203) 456 6-12=( -423) 4437 WEBS: 2o4 DF STAND; LOADING 3- 4=(-14613) 1164 9-10=(-1104) 16194 9- 3=( -405) 6453 2x4 DF #1&BTR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-14613) 1164 10-11=(-1104) 16158 3-10=1-5997) 456 Cs=1, Ce=1, Ct=1.1, I=1 5- 6=(-18972) 1425 11-12=(-1509) 19692 10- 4=(-1083) 14088 TC LATERAL SUPPORT <= 12"0C. UON. 6- 7=(-23091) 1815 12- 7=(-1512) 19731 10- 5=(-5937) 453 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 31'- 8.8" V 5-11=( -408) 6444 BC UNIF LL( 0.0)+DL( 10.01= 10.0 PSF 0'- 0.0" TO 31'- 8.8" V M-1.5x4 or equal at non-structural BC UNIF LL( 470.1)+DL( 319.6)= 789.7 PLF 0'- 0.0" TO 31'- 8.8" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). ADDL: TC UNIF LL+DL= 48.0 PLF 10'- 7.1" TO 19'- 9.6" L LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC UNIF LL+DL= 5.0 PLF 10'- 7.1" TO 19'- 9.6" V 0'- 0.0" -1170/ 14502V -147/ 147H 4.50" 23.20 DF ( 625) III ( 3 ) complete trusses required. 31'- 8.8" -1181/ 14460V 0/ OH 4.50" 23.14 DF ( 625) Join together 3 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 357.0 LBS @ 10'- 7.1" nails staggered at: ADDL: BC CONC LL+DL= 395.0 LBS @ 19'- 9.6" Caution: Note bearing area requirements. �� 9" oc in 2 rows) throughout 2x6 top chords, AA 9" oc in 2 row(s) throughout 2x8 bottom chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.196" @ 10'- 10.1" Allowed = 1.549" MAX TL CREEP DEFL = -0.504" @ 10'- 10.1" Allowed = 2.065" * HANGER TO APPLY CONC. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.063" @ 31'- 4.3" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL = 0.112" 1 31'- 4.3" +2x4 web brace required. Laterally brace to roof diaphragm. Wind: 120 mph, h=20.8ft, 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. 15-10-06 15-10-06 T 6-03 9-10-09 9-08-13f 4-08-13 4-10-09 6-03 '1 1' T .( T 1' T 12 12 7.00 M-9x12 Q 7.00 4.0" M-2.5X4 AT DIAGONAL INLETS TYP. 4W-,( M-2x4 TYP AT HORIZONTAL INLETS. M-5x63 S y/I' Itopp, M-5x6 M-3x8%i1 6M-3x8 oMSHS-5x14 �1167 I` MSHS-5x14 0r, r n nrrai r 'V i u mii1 r IM III o 0 1 M- x10 MHS-7x10 M-8x10 11 M 1%x10 7 t 0 0 MHS-7x10 ,1 y *** 357# MHS-7x10 * 395# .6 y 6-01-04 4-08-13 5-00-05 5-00-05 9-08-13 6-01-09 y .6 b 17-11 13-09-12 y �,0 PR OFFS k 31-08-12 / X4/4 O'L-yt� JOB NAME: DR HORTON PLAN 2345-B - B1 Scale: 0.1123 °�(!(�l' 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE 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 T ru s S: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper '41001111P/7- Truss: 2.2x4 compression web bracing must be installed 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 chords to be laterally braced at �f� . A. DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 174- y7 OREGON 4/ DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. �/0 ''4' Q y 4 20� A'�� SEQ. : 6157312 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, A V design loads be applied to any component. and are for"dry condition"of use. 'v/ 'p n'0, V TRANS I D: 415 412 5.CompuTrus has no control over and assumes no responsibility for the 6.Designcassumes full bearing at all supports shown.Shim or wedge if rl rl fabrication,handling,shipment and installation of components. ry p P 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 truss,and placed so their center 11111111111 IIII VIII I""IIII IIT IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R F S• 12/11/2f115 4 rnneo coincide wior"rain in invt'. 111111111 loxnl, .vxlx,i, iKuOO LUMBER SPECIFICATIONS TRUSS SPAN 12'- 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) 43 2-6=(0) 532 6-3=4) 273 BC: 2x4 DF 91&BTR SPACED 24.0" D.C. 2-3=(-659) 0 6-4=(0) 532 WEBS: 2x4 DF STAND 3-4=(-659) 0 LOADING 4-5=( 0) 43 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -31/ 618V -27/ 27H 5.50" 0.99 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12'- 0.0" -31/ 618V 0/ OH 5.50" 0.99 DF ( 625) 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" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.029" @ 6'- 0.0" Allowed = 0.739" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 13'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.013" @ 3'- 5.3" Allowed = 0.373" MAX HORIZ. LL DEFL = 0.004" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 11'- 6.5" Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00 6-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1. T 1. load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 p o 5.00 in the plane of the truss only. 11M-4x4 34.0" ilk 2.0" ,r Aro of /- 1 6 �- 5 �� o t M-2.5x4 M-1.5x4 M-2.5x4 1- ,1 ; 6-00 6-00 b .0 y .6 1-00 12-00 1-00 ��,.,0/PR On/Fe, JOB NAME: DR HORTON PLAN 2345-B - Cl Scale: 0.4686 �� °�n! :PP QS/ kC 1. BuWARNilder G. hRAe NOTES,unless upon otherwisehnoted: 27 P E f' 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 Truss: Cl and Wamings before construction commences. building 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. 46010P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OREGON �'Cr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A_ DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L "� � S E 6157313 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. / .41k Q y 2°\ A�,,, 4• 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, Q 4, f_ design bads be applied to any component. and are for"dry condition"of use. /� ' TRANS I D: 415 412 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R R I fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate drainage iso truss, . 6.This design is famished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI,WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q FX PI R FS' 7I�1I7n1 5 rlinae mA,ral.eiof nlal ,e e in,nehae 111111111 `'" `' R.tK.l,;l, 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. 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. Refer to CompuTrus gable end detail for Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 T T T 12 12 5.00 D 5.00 11M-4x4 3 2 4 c c i ft M rn _ _ Orf- 1 //////////7/////////////////////////////////////////////////////////////////////////////////// 5 - I M-2.5x4 M-2.5x4 b ), ), > 1-00 12-00 1-00 .<(' I�R�hrFF0 0 � JOB NAME: DR HORTON PLAN 2345-B - C2 Scale: 0.6055 e� ��nl/g,I'a/ ? O•v.Fs et-1. iNGS: G. hRAe NOTES,unssupon otherwisehnoteparameters P E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the shown and is for an individual Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper4111111 2.2x4 compression web bracing must be installed 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 chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof r o.c.and at 10'o.c.respectively unless braced throughout their length by Q P d1r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y A-OREGON �(/ DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !,. "� �� 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. /O l'y 14 2� -}•- S E Q. : 6157314 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, dQ. design loads be applied to any component. and are for"dry conditioni of use. 111 .R V TRANS I D 415 412 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if CR i necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII 11111 11111 11111 VIII 11111 11111 1111 TPIM/TCA in BCSI,copies of which will be furnished upon request. lines nntnenin lines. 0 Nne coincide iee FX PI R FS• 12/31/21115 III 111111 ksxt.lff r:tlni, 1xu�a LUMBER SPECIFICATIONS TRUSS SPAN 11'- 10.4" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-650) 0 1-4=(0) 525 4-2=40) 270 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-652) 0 9-3=(0) 525 LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -6/ 498V -23/ 23H 5.50" 0.80 DF ( 625) 11'- 10.4" -7/ 498V 0/ OH 5.50" 0.60 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.032" @ 6'- 0.0" Allowed = 0.730" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.018" @ 3'- 2.7" Allowed = 0.373" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = 0.004" @ 11' 4.9" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.007" @ 11'- 4.9" Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6-00 5-10-06 Truss designed for wind loads f f f in the plane of the truss only. 12 12 5.00 D 4 5.00 I I M-9 X9 24.0" 2.0" __aiiiiiiiiii% i� �o o 1� o ►�3o t M-2.5x4 M-1.5x4 M-2.5x4 .0 y 6-00 5-10-06 y b 11-10-06 l co<�¢EO PR OFFS JOB NAME: DR HORTON PLAN 2395-B - C3 Scale: 0.5139 �� 0 / �h!i✓9 s/O?i9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE r1.Builder and erection contractor should be advised of all General Notes 1..This design is basedilupon only upon the parameters shown and is for an individual Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, aincorporation of component is the responsibility of the building designer. iiillillir �i 2.Design assumes the topand bottom chords to be laterallybraced at DES. BY: EE 3.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of continuous n and at 10'hon respectivelyhslyo unless braced(TC)throughout their length by `-91.76-.7,11, OREGON �� sheathing such l plywood in ere and/or drywall(BC). DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,gyp S E 6157315 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. 4• • 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, /O 9 y 14, 2� TRANS I D: 415 412 design loads be applied to any component. and are for"dry condition"of use. A.��Rn'���P S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one dthifac a iso truss,d.and This design is furnished subject to the limitations set forth by 8. Plates shall be located both faces of truss,and placed so their center 11111HO pip app MINI pip ppb N Iurn TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0 FXPI R FS'12/31/21115 nine inaieam ui,a of ntnro in inch., VKl',l' HKJC,L 1-KUJJ 11111101 LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(0) 461 6-3=(0) 239 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-573) 0 6-4=(0) 461 WEBS: 2x4 DF STAND 3-4=(-573) 0 LOADING 9-5=( 0) 43 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -30/ 562V -24/ 24H 5.50" 0.90 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 10'- 8.0" -30/ 562V 0/ OH 5.50" 0.90 DF ( 625) 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 LL DEFL = -0.008" @ 5'- 4.0" Allowed = 0.487" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.022" @ 5'- 4.0" Allowed = 0.650" MAX LL DEFL = -0.002" @ 11'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 8.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.003" @ 10'- 2.5" 5-04 5-04 MAX HORIZ. TL DEFL = 0.006" @ 10'- 2.5" T f 12 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 D 4 5.00 load duration factor=l.6, HM-4x4 Truss designed for wind loads in the plane of the truss only. 34.0" 2.0" A-- n _ , t _/ , o/- 1 6 1- 5 o[ M-2.5x4 M-1.5x4 M-2.5x4 * .0 5-04 5-04 .1. .0 y y 1-00 10-08 1-00 JOB NAME: DR HORTON PLAN 2345-B - D1 Scale: 0.5253 G/✓4 9fI�/'✓ 2j7 WARNINGS: GENERAL NOTES,unless otherwise noted: ��P E 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 Truss• D1 and Warnings before construction commences. building 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. `,-� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '3 7 OREGON DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. LSO '9Y 14 2°� A4 SEQ. : 6157316 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, l design bads be applied to any component. and are for"dry condition"of use. MFR R I l..� TRANS I D 415 412 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII 11111 1011 1110 VIII 1111 1111 1111 TPSWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS'12/11/2015 Q rnnxc mdc ¢i,.nf"lora in,n,�e. 11111111 i,Knk., oKrnL 1Kuoo LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.0" Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 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"0C. 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. Refer to CompuTrus gable end detail for Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04 5-04 T T '1 12 12 5.00 D Q 5.00 I I M-4 x4 3 Q, 2 4 d' rn — — M o� l 5 -/o O O M-2.5x4 M-2.5x4 b ). b /' 1-00 10-08 1-00 POFe `��C���NR— sty JOB NAME: DR HORTON PLAN 2395-B D2 Scale: 0.6117 c..; �f/Z//5gv WARNINGS: GhRAe NOTES,unless upon otherwisehnoted: r�P E 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 Truss: D2 and Warnings before construction commences. building 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. 4610011P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'! DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 74- y OREGON DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G 4 �1) 41 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. / '9 SEQ. : 6157317fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q y 1 4, 2.0 P+ design loads be applied to any component. and are for"dry condition"of use. MF L TRANS I D: 415412 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge C C R A,�- fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one both drainage is provided.,and This design is furnished subject to the limitations set forth by 8. Plates shall be located both faces of truss,and placed so their center INNIMIHMIMMINIMMUIIERM TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS'12I�1/201.1 Q rne „,indivot..i,.of"mt.in inehme 111111111 L,KC,L, HK1C.L 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.4" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-567) 0 1-4=(0) 454 4-2=(0) 236 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-564) 0 4-3=(0) 454 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -6/ 442V -20/ 20H 5.50" 0.71 DF ( 625) 10'- 6.4" -6/ 492V 0/ OH 5.50" 0.71 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.010" @ 7'- 7.6" Allowed = 0.325" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL TL DEFL = 0.032" @ 7'- 7.6" Allowed = 0.487" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX HORIZ. LL DEFL = 0.003" @ 10'- 0.9" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL = 0.006" @ 10'- 0.9" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-02-06 5-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1 •( load duration factor=l.6, 12 12 Truss designed for wind loads 5.00 a 5.00 in the plane of the truss only. I IM-4x4 24.0" 1111 Ira 2.0" co oto -/; C !PjAIIIMMMIMIMIMIMIMIMIm -/9o/ - 1►� 4 �3 O M-2.5x4 M-1.5x4 M-2.5x4 y y y 5-02-06 5-04 b b 10-06-06 JOB NAME: DR HORTON PLAN 2345-B - D3 Scale: 0.5530 453 ..1/1Z//55) *-9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92��PE r 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 Truss: D 3 and Warnings before construction commences. building 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. ` A/ 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2•o.c.and at 10'o.e.respectively unless braced throughout their length by re Cr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON 4./ DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -12- 21 \I'` /` 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. '04 k 14 20 4 SEQ. : 6157318 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, e P TRANS ID: 415 412 design loads be applied to any component. and are for"dry condition"of use. 6 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge it FR R+L`' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center HO Illi)11111 IIII IIIII lllll IIIII I'll III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R F S'12/31/9015 0 ninire indicate eiva nr nlata in,nehne 111111111 �K,,, Att1C,L IK(JJJ LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.D0 TC: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. 2-3=(-62) 14 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -28/ 306V -14/ 51H 5.50" 0.49 DF ( 625) 2'- 11.0" -18/ 74V 0/ OH 2.00" 0.12 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" 0/ 49V 0/ OH 2.00" 0.08 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = 0.004" @ 1'- 5.8" Allowed = 0.117" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.3" Allowed = 0.156" 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T T MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 7.00 Wind: 120 mph, h=l7ft, 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 1 N O ti O CIJ N 0/- I O PIN o I el4 M-2.5x4 PROVIDE FULL BEARING;Jts:2,3,4I .1 )4 2-11 0-01 .1 ), b 1-00 3-00 JOB NAME: DR HORTON PLAN 2345-B - El Scale: 0.6278 ��ct- �1iZr/15 2.9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE <' 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 Truss: E and Wamings before construction commences. building 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. ` dligi'w 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1` 1� �� 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. / -7 Y 20 -�- SEQ. : 6157319 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, O 14, design loads be applied to any component. and are for"dry condition"of use. Jj TRANS I D: 415412 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedged 413R11-\-45 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111 IIII llil TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX Pi R FS'12/11/2(115 Q rnCif',n indioata n�, nO nett.in in hay p(p1p1 ,..71-CLU ru-unL 1t<VJJ LUMBER SPECIFICATIONS 3-00-00 GIRDER SUPPORTING 12-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-52) 36 1-3=(-14) 12 2-3=(-85) 22 BC: 2x8 DF SS WEBS: 2x4 DF STAND LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"0C. UON. Cs=1, Ce=1, Ct=1,1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. 0'- 0.0" -38/ 487V -19/ 39H 5.50" 0.78 DF ( 625) TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 3'- 0.0" V 3'- 0.0" -36/ 395V 0/ OH 2.00" 0.63 DF ( 625) Single member as shown. BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 3'- 0.0" V Hangers attached to the bottom chord BC UNIF LL( 125.0)+DL( 85.0)= 210.0 PLF 0'- 0.0" TO 3'- 0.0" V VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 will have 1.5" max. nail penetration. MAX TC PANEL LL DEFL = -0.006" @ 1'- 7.4" Allowed = 0.130" Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL TL DEFL = -0.007" @ 1'- 7.4" Allowed = 0.194" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.000" 8 2'- 10.3" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL = -0.000" @ 2'- 10.3" 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Wind: 120 mph, h=l7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7.00 I . Truss designed for wind loads in the plane of the truss only. M-1.5x4 2 -/ a N M-5x16 i O N Cl c,,,_ i O or 1►1 P3 M-1.5x4 1, 3-00 P �co<c" .A NR'- s's"/ JOB NAME: DR HORTON PLAN 2345-B - E2 Scale: 0.6309 /� �T�Z,I'.I 29 WARNINGS: GhRAe NOTES,unlessupon otherwise noted: P E �' 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 Truss: E2 and Warnings before construction commences. building 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. i 4601110W 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / '�� DES. BY- EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y OREGON DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G 4, N 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.SEQ. : 6157320 A-}. loads /O '9 y fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 14, �4, 20 c_ design loads be applied to any component. and are for"dry condition"of use. /�j^ TRANS I D: 415 412 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R R L`• necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111111 11111 VIII/111111111 VIII 1111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPi R FS'12/:31/21115 u rind¢intirMa Lisa of flint^in inrhae HOME IzKCLIs At(1C.L 1t<UJJ LUMBER SPECIFICATIONS 3-00-00 GIRDER SUPPORTING 10-08-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-52) 36 1-3=(-14) 12 2-3=(-85') 22 BC: 2x8 DF SS WEBS: 2x9 DF STAND LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. 0'- 0.0" -33/ 441V -19/ 39H 5.50" 0.71 DF ( 625) TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 3'- 0.0" V 3'- 0.0" -32/ 357V 0/ OH 2.00" 0.57 DF ( 625) Connector plate prefix designators: BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 3'- 0.0" V C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BC UNIF LL( 108.3)+DL( 73.7)= 182.0 PLF 0'- 0.0" TO 3'- 0.0" V VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = -0.006" @ 1'- 7.4" Allowed = 0.130" SINGLE MEMBER AS SHOWN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL TL DEFL = -0.007" @ 1'- 7.4" Allowed = 0.194" HANGERS ATTACHED TO BOTTOM CHORD REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. WILL HAVE 1.5" MAX. NAIL PENETRATION. MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.3" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL = -0.000" @ 2'- 10.3" 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T Wind: 120 mph, h=l7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7.00 Truss designed for wind loads in the plane of the truss only. M-1.5x4 di -' y N M-4x12o O 1 p rn co N N1OFVrigiggilillIllIlliil 1-1 O,/-- I 0 0 1 0.3 M-3x4 M-1.5x4 y y 3-00 ��¢OD/p�R()Et JOB NAME: DR HORTON PLAN 2345-B - E3 Scale: 0.6309 4L� '1l/z/I✓[9 O?i9 WARNINGS: GhRAe NOTES,unlessupon otherwisehnoted: 92/ P E 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 Truss: E3 and Warnings before construction commences. building 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. ei , 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced atDES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2' and at ea o.c.respectively unless braced throughout their length by ll OREGON C continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1p, 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. .14' 14 J S E Q. : 6157321 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, �O 9 y y 4, 2� T TRANS I D: 415 412 design loads be applied to any component. and are for"dry condition"of use. A R R'0,�P 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'V/ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 IIIA IIIA IIIA IIIA IIIA IIIA IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI RFS.12/:11/2015 0 ninite indMASA Cion of fn in inchnv 111111111 L,k(N, HKlLL 1KVJJ LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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 2-4=(0) 0 BC: 2x4 OF #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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.028" @ 2'- 10.3" Allowed = 0.335" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.046" @ 2'- 10.3" Allowed = 0.502" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.0" 5-00 MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.0" 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=l.6, 3 -/ Truss designed for wind loads in the plane of the truss only. dg N O M O N O,_ I v 'I o = X44 0 1 M-2.5x4 y (PROVIDE FULL BEARING;Jts:2,3,4 )4 4-11 0-01 .6 y b 1-00 5-00 JOB NAME: DR HORTON PLAN 2345-B - Fl Scale: 0.5508 GVH 7izi'✓ i,•TJ WARNINGS: GENERAL NOTES,unless otherwise noted: ��P E 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 Truss: Flbuildingcomponent Applicability of designparameters andproper axcompressionress beforewebracing g commences. P PP dY 9 2.2x4 web bracing must be installed where shown+. incorporationign of the opent is the mspo chords toy of the lybraced building designer. `� 0' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /' f DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON <0 DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. LSO 4 y 1 4 2-°\ A'�� SEQ. : 6157322 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, �` i f- design loads be applied to any component. and are for"dry condition"of use. 44`R R I�� TRANS I D: 415 412 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary. ae essa assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry p P 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 truss,and placed so their center I 111111 11111 11111 VIII 11111 VIII VIII HE(III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wiafa pjointccenterlines. 0 sl ' sFXPI RFS.12P.11/2(115 I 111111111 L7K.C.., HKILL TxwJ LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 2-4=(0) *i BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-55) 6 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" -39/ 298V -10/ 38H 5.50" 0.48 DF ( 625) j 1'- 11.0" -26/ 30V 0/ OH 2.00" 0.05 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -23/ 44V 0/ OH 2.00" 0.07 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.8" Allowed = 0.103" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.8" Allowed = 0.154" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.0" Wind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 3 -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7.00 177 Truss designed for wind loads in the plane of the truss only. N Alid. O 0 O N/- O ,, 1141. 11.111.11111 0 ,, 1 M-2.5x4 y y !PROVIDE FULL BEARING;Jts:2,3,41 y 1-00 2-00 �ckEp PROFFS JOB NAME: DR HORTON PLAN 2345-B - F2 Scale: 0.9548 ����� .,17./://5'9 ff]]] [[ s�O29 i--- WARNINGS: G. hRAe NOTES,unless upon otherwise noted: %�Pt_ 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 Truss: F2 and Wamings before construction commences. building 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. ` /'r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f r! DES. BY: EE 2'n in and at 10'h n respectivelyhs dss braced thro(TC)and/orheirlength by �4 OREGON �!(� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p 4SEQ. : 6157323 . No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '9 TRANS I D: 415 412fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q " 14, 2O ts� design loads be applied to any component. and are for"dry condition"of use. MF 1 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge'i C R R�1. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IIIA IIIA IIIA IIIA IIIA IIIA IIII IIII TPI/WTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. o FX PI R FS'12/2 1/2f11.r] rn"ue inei„ar.o�,."r"rat.�"In h..