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Plans (39) , 1 , DR. HORTON 1 i' l I PLAN 2345 "A" i 01 0 i I N 1 GARAGE RIGHT 16 11' ii 14 I < , ..4 > r ...., , , , , , , . . , , 5/12 PITCH i ' 6/12 PITCH 1 , . 25# SNOW 1 1 1 1 1 1 1 2 3 4 5 1—OOH. u.; fl , 1 3 4 5 (._ 1 2 3 14 5 I * i ill I a E.D i 1 , 1 . 1 5/.1[21 1 ARIEL TRUSS , ,on i 1 11 574-7333 ' I DRAWN BY: _., , KEVIN LENDE ' I ; P P,,,,,,/S STU 0 1-8 ' 1 / 1 1 _ , i 1116. 1 1 1 I 1 - 4 I d 1 - . - — --i----- - -4---'- '-': - -16 ' i i ez .--------0-510B -FT----- - - -or I I . 4=1 • UJ 1 * C) --.....,..,,,. ___L N._ [67-121JACKS Ca....CS — 6 R/S ? /12 ---4, G.E. 22-00-00 SPAN ,r9 12-00-00 .., 4dieei ',--; SPAN kit /16 . vol_. avi,osz4 :3, , , 0 5 .,4 ' n It III koKtl, HKI1L 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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 2-12=(-63) 3672 3-12=(-124) 80 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4111) 113 12-13=( 0) 3038 9-12=(-339) 90 WEBS: 2x4 DF STAND3- 9=(-3938) 74 13-14=( 0) 2227 12- 5=( -12) 792 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-3949) 128 14-15=( 0) 3038 5-13=(-862) 122 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3142) 146 15-10=(-63) 3672 13- 6=( -22) 1298 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3142) 146 TOTAL LOAD = 42.0 PSF 6-19=( -22) 1298 OVERHANGS: 12.0" 12.0" 7- 8=(-3949) 128 14- 7=(-862) 122 Snow: ASCE 7-10, 25 PSF Roof 5now(Ps) 8- 9=(-3939) 74 7-15=( -12) 792 JT 2, 10: Heel to plate corner = 0.50" 9-10=(-4111) 113 15- 8=(-339) 90 Cs=1, Ce=1, Ct=1.1, I=1 10-11=1 0) 43 15- 9=(-124) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -63/ 2025V -133/ 133H 5.50" 3.24 DF ( 625) 43'- 0.0" -63/ 2025V 0/ OH 5.50" 3.24 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 = -0.273" @ 15'- 3.3" Allowed = 2.104" MAX TL CREEP DEFL = -0.607" @ 17'- 4.0" Allowed = 2.806" MAX LL DEFL = -0.002" @ 44'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 44'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.096" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.156" @ 42'- 6.5" 21-06 21-06 12-04-02 9-01-14 T Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-01-14 12-04-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-0�3-13 4-02-13 4-09-05 load duration factor=l.6, T T T T f f f Truss designed for wind loads 12 12 T in the plane of the truss only. 5.00 p M-5x6 Q 5.00 5.0" 6 -f-'( Tilt M-2.5x45 M-2.5x4 M-3x6(S) M-3x6(5) M-1.5x4 ° "" 4 M-1.5x4 e M-1.5x4 s M-1.5x4 9 .--1 �T vi M 1 12 rw '` �relq r�� _ 1 0 13 14 15 ~_ 1 o o M-3x10 M-3x8 M-4x6 M-4x6 M-3x8 M-3x10v MSHS-3x10(S) MSHS-3x10(S) o k y y y I b 9-00-02 8-03-14 y 8-03-14 y 8-03-14 9-00-02 k y y 15-11 11-02 15-11 1-00 k ED PROF 43-00 1-00 -."°\--; R Fss JOB NAME: DR HORTON PLAN 2345-A - Al Scale: 0.1460 4�\ (17/i5'9 �2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . ,P E 9ti' 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 individuallile /' Truss: Al 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. de_ DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `.�. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively ly unless braced throughout their length by 0 Q DATE: 1/9/2015 the overall structure is the responsibility of the buildingdesigner. 2xcoImpact sheathing such l as acingoe sheathing(TC)red where shown+drywall(BC). 9470-2:11' "�OREGON • P dY 9 3.2x Impact bridging or lateral bracing required where ++ SEQ. : 6156997 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 j, 20'� 0- TRANS i- 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, `_ T RAN S I D• 415377 design loads be applied to any component. and are for"dry condition"of use. c7 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 fabrication,handling,shipment and installation of components. necessary. R A 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate one odthi faces is provided. lin ET 11111 NI 11111 X111111111 MI 111request. 8.Platesshallbe located both ineof truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon lines coincide with joint center lines. o f mite indi„af.Gift.„f"rzfe in inehas FXPI RFS.12/21/9015 �xm. Axi1'.L ixuJJ II I II IIII LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" Wind: 120 mph, 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, 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"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 Gable end truss on continuous bearing wall UON. DL ON BOTTOM CHORD = 10.0 PSF M-1x2 or equal typical at stud verticals. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Refer to CompuTrus gable end detail for considered for this design. 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 T T 9-01-1412-04-02 � 12-04-02 f f 9-01-14 f f 12 11M-4x4 12 3 a 5.00 5.00D will M-3x6(S) -3x6(S) NO S 9 t z 5 o 1 1 F t O o M-3x6(S) M-3x6(5) M-2.5x4 M-2.5x4 y b 15-11 y 11-02 y 15-11 J---,I, —.0.. 1-00 s, JOB NAME: DR HORTON PLAN 2345-A - A2 Scale: 0.1977 '923UPE 9� WARNINGS: GENERAL NOTES,unless otherwise noted: / ` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for 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. ,.....140..- P 2.Design assumes the top and bottom chords to be laterallybraced at tr 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 0 OREGON DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). IX 4,0 DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Z ��A' 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. L<O 4 y 14 SEQ. : 6156998 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, 1 design loads be applied to any component. and are for"dry condition"of use. 44413R10- necessary. FR R 11..�'• - TRAN S I D 415377 6.Design assumes full bearing at all supports shown.Shim or wedge H 5.CompuTrus has no control over and assumes no responsibility forthe 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 11111 11111 11111 IIII VIII 11111 1111 1111 TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide withjontcenterliines o liPitpsEXPIRES.12/210015 111111111 IsKC,I, t1KIL'L IKUJJ LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-11=(-79) 3634 3-11=(-126) 80 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4069) 114 11-12=( 0) 2996 4-11=(-339) 90 WEBS: 2x4 DF STAND 3- 4=(-3895) 75 12-13=( 0) 2209 11- 5=( -12) 793 LOADING 4- 5=(-3906) 129 13-14=( 0) 3005 5-12=(-849) 122 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3095) 147 14-10=(-90) 3535 12- 6=( -22) 1284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3113) 148 6-13=( -23) 1277 TOTAL LOAD = 42.0 PSF 7- 8=(-3873) 134 13- 7=(-842) 124 OVERHANGS: 12.0" 0.0" 8- 9=(-3864) 80 7-14=( -17) 736 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-3986) 123 14- 8=(-331) 88 Cs=1, Ce=1, Ct=1.1, I=1 14- 9=( -34) 120 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -64/ 2007V -127/ 131H 5.50" 3.21 DF ( 625) 42'- 6.5" -37/ 1930V 0/ OH 2.50" 3.09 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 = -0.265" @ 15'- 3.3" Allowed = 2.094" MAX TL CREEP DEFL = -0.589" @ 17'- 4.0" Allowed = 2.792" MAX HORIZ. LL DEFL = 0.094" @ 42'- 4.0" MAX HORIZ. TL DEFL = 0.153" @ 42'- 4.0" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-06 21-00-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T < f load duration factor=1.6, 12-04-02 9-01-14 9-01-14 11-10-10 Truss designed for wind loads Tf in the plane of the truss only. 4-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-0 -13 4-02-13 4-03-13 l' T T 1 T T 1' 1' 1 12 12 5.00 D M-5x6 a 5.00 5.0" 6 ,1`-,( :2....5;:e4000.00.0• 11,1ki%414%%414111441%ii:::1:1: 5M-3x6(5) M-3x6(5) M-1.5x4 M-1.5x4 4 g M-1.5x4 3 d' eA N O M'� 1 .., L.-1 AA am n m. 1 0 11 12 13 14 '10'0 of M-3x10 M-3x8 M-4x6 M-4x6 M-3x8 -M-6x6 1 MSHS-3x10(S) MSHS-3x10(S) J, .0 .0 ,0 b 1- 9-00-02 8-03-14 y 8-03-14 y 8-03-14 8-06-10 y b J. 15-11 11-02 15-05-08 y 1-00 42-06-08 WEDGE REQUIRED AT HEEL(S). �<6\ o i ."6..0 JOB NAME: DR HORTON PLAN 2345-A - A3 Scale: 0.1547 �� 9/7//59 O29 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 e s 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 �jI 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. `/► 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 2nand atia'hn respectivelyhaspoodssbraced(TC)and/otheirlenggtthby �G OREGON 4� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood s braced throughout and/orheir le drywall(BC). DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E 6156999 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 y 20 A'1 Q• 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, �`-T design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 415377 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge d f�R L� fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate ne dthifac a 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 IIIIII IIIA VIII VIII VIII I'll'VIII I'll IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenter lines. oliiPlclisFXPI R F S•12/11/2()15 111111/11 L,xnk, r.Klr.i, 1txUOO LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 93 2-11=( -39) 3696 3-11=(-159) 81 7-20=( -23) 775 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-9083) 70 11-12=( 0) 2999 4-11=(-355) 99 20- 8=(-347) 92 WEBS: 2x4 DF STAND 3- 9=(-3915) 30 12-15=( 0) 2238 11- 5=( -18) 825 20- 9=( -75) 127 LOADING 4- 5=(-3939) 86 13-19=( -37) 36 5-12=(-795) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3095) 98 15-17=( 0) 2361 12-13=( -9) 1186 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3110) 99 14-16=(-134) 0 13- 6=( 0) 1229 TOTAL LOAD = 92.0 PSF 7- 8=(-3898) 91 16-18=( -36) 35 15-14=( 0) 96 OVERHANGS: 12.0" 0.0" 8- 9=(-3881) 36 17-19=( 0) 2259 17-16=( 0) 46 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-3996) 80 19-20=( 0) 3005 6-18=( 0) 1216 Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 20-10=) -51) 3593 18-19=( -10) 1172 considered for this design. 19- 7=(-786) 114 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 LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -45/ 2013V -127/ 131H 5.50" 3.22 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 6.5" -18/ 1935V 0/ OH 2.50" 3.10 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 21-00-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 21-06 MAX LL DEFL = -0.279" @ 22'- 5.0" Allowed = 2.099" 1 f 1 MAX TL CREEP DEFL = -0.725" @ 20'- 7.0" Allowed = 2.792" 12-04-02 9-01-14 9-01-14 11-10-10 4-09-05 4-02-13 6-03-13 6-02-01 6-02-01 6-0�3-13 4-02-13 4-03-13 1 MAX HORIZ. LL DEFL = 0.091" @ 42'- 9.0" T T T T T T .' T , MAX HORIZ. TL DEFL = 0.159" @ 42'- 9.0" 12 12 Wind: 120 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5.00 M-5x8 a 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.0" load duration factor=1.6, 6 Truss designed for wind loads n-`� in the plane of the truss only. M-4x65 `• 7M-4x6 M-3x6(5) M-3x :4111K\ -1.5x4 .5x4M-1.5x4 \ / 6jj 14 o 1 11 12 15 17 20 p10 Q 1 M-3x10 M-3x8 M-5x6 M-2.5x6 M-2. x4 M-3x8 :M-6x61 0 M-2.5x4 M-2.5x6 M-5x6 MSHS-3x10(S) M-2.5x6 MSHS-3x10(S) M-2.5x6 y 9-00-02 8-03-14 y y 3-031-09-153-03 8-03-14 8-06-10 Y 15-11 11-02 15-05-08 1-00 17-11-0424-07-04 y y b b 17-11-09 7-01-07 17-05-12 J, �Eo PROFS 1-00 42-06-08 <C' rI^�7yntcJ,gr. `ScSj Scale: 0.1393 .., 'I r 7/1 9 '' • JOB NAME: DR NORTON PLAN X345-A - A9 'f WARNINGS: GENERAL NOTES,unless otherwise noted: /111,11.r.- Truss: ��F 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 T ru S S: A4 and Wamings before construction commences. building component.Applicability of design parameters and proper �/ l • 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. P 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 0 Cr is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 9 OREGON Co DATE: 1/9/2015 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. G/0 '1 1 4, 20'\ '4'- SEQ. : 6157000 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, 1 �yP T RAN S I D: 415377 design loads be applied to any component. and are for"dry condition"of use. MER R 10- Vv • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnecessary.assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 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 1111111111111111 IIIA IIIA IIIA 11111//111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R F.�,'12P.11/2015 Q flinife indirMa C170.el) of nInfa in innhoe IIIII1111 L,Kmi, k:K11',L itWOO LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.5" Wind: 120 mph, 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, MWFRS(Dir), BC: 2x4 GF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. 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. TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. considered for this design. 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 21-00-08 T 12-04-02 9-01-14 9-01-14 11-10-10 T T T T T 12 IIM-4x4 12 5.00 17 3 Z3 5.00 Ili M-3x6(5) M-3x6(S) N ,� 2 4 0 I M 1 r � :cet �IIo M-3x6(S) M-3x6(S) oM-2.5x4M-2.5x4J, y .9 y15-11 11-02 15-05-08 I ), 1-00 42-06-08 ��cc PRQ JOB NAME: DR HORTON PLAN 2345-A - A5 //7�y/ S� Scale: 0.1998 Nn( / �I,rf X29 WARNINGS: G. hRAe NOTES,unless otherwise noted: ' P E 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: A5 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/► 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atDES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OREGON �(/� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L di pr 44, 4SEQ. : 6157001 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ie q 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, OAI�Y 1 4, `Z° P+ TRANS I D: 415377 design loads be applied to any component. and are for"dry condition"of use. '✓/5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if4 r' R A 1 L fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate drainage iso truss,d.and 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 11111 11111 11111 11111 IIIA IIII IIII TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS'12/R1/2015 Q clime indicate Mat.ei7a of at.in inehae 111111111 `'"r,`' H"1,;L IcUJJ 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) 50 2-6=(0) 444 6-3=(0) 274 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-592) 0 6-4=(0) 444 WEBS: 2x4 DF STAND 3-4=(-592) 0 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -32/ 618V -42/ 42H 5.50" 0.99 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12'- 0.0" -32/ 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.045" @ 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 = 0.037" @ 2'- 9.6" Allowed = 0.393" MAX HORIZ. LL DEFL = 0.004" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 11'- 6.5" 6-00 6-00 Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,( 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 IIM-4X4 Q 6.00 Truss designed for wind loads 34.0" in the plane of the truss only. 2.0' �„_ -,,o of1 - Pw- 6 �, 5 mor M-2.5x4 M-1.5x4 M-2.5x4 y y 6-00 y 6-00 ,0 .0 .0 .0 1-00 12-00 1-00 ���0 P R 0Fp,,, P'ft llp n., JOB NAME: DR HORTON PLAN 2345-A - Bl Scale: 0.4686 CV(� �/ I f 1✓R O*-r! 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: B1 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 1110P . 2.Design assumes the top and bottom chords to be laterally braced at _.,../4/18/, - �y. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 4 Cc is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p dY continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). OREGON , 4(/ DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A. 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. L/Q 'I y 4, Zp �- �� SEQ. : 6157002 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, sz,.Q TRANS ID: 415377 design loads be applied to any component. and are for"dry condition"of use. 4441:11:110- necessary. LjFR R 1�L • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designcassumes full bearing at all supports shown.Shim or wedge it C 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 111111 11111 11111 11111 11111 001 11111 1111 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FR' 12/21/2015 0 n,nn<in+irAto n cioof nIMa in inehn< i II I II 11111 I,KLU Hi(1L'.L 1KVJ LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" TC: 2x4 DF #1&BTR Wind: 120 mph, h=17.7ft, .2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosedosed, Cat.2, Exp.B, MWFRS(Dir), SPACED 24.0" O.C. load duration factor=l,6, TC LATERAL SUPPORT <= 12"OC. UON. Truss designed for wind loads LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. 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 1OPSF 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. 6-00 6-00 12 '( 12 6.00 D IIM-4x4 Q 6.00 3 2 A- 0 t �m 0/- 0 1 t 5 o M-2.5x4 M-2.5x4 1, 1-00 12-00 ED PR OFF tS 1_00��, ,^lore,. `s/ JOB NAME: DR HORTON PLAN 2345-A - B2 Scale: 0.5803 ��\ 9/705'91P 02 WARNINGS: GENERAL NOTES,unless otherwise noted: V92.1O P E 9r 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 individualAll / T ru s S: B2 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. '/ DES. BY• EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .....#411/1/1P. ' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length b y 4 Q DATE: 1/9/2015 the overall structure is the responsibility of the buildingdesigner. continuousxImpactsheathing suchr l as acingoe sheathing(TC)where sown+drywall BC. yL ,�OREGON p dY 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6157003 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 Y 20'` P"�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, 1 Q, TRANS I D: 415377 design loads be applied to any component. and are for"dry condition"of use. 414 /3 I Q " 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/���'L� V fabrication,handling,shipment and installation of components. necessary. 6.This design is fumished subject to the limitations set forth by8.Design assumes adequate one bdoth faceage isprovided.truss,a IIIIII IIIA loll loll IIIA IIIA I'I'I IIII IIIIrequest. 8.Platesei shall be with jointn n center inees of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon lines coincide with lines. Q riniie indi, i s,,,of main is in.h s FXPI R FS.12/R1/2015 IoKtAg t'.K1L'L J.KUJJ 111 111111 LUMBER SPECIFICATIONS TRUSS SPAN 22'- 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) 50 2- 8=)0) 1267 3- 8=(-336) 102 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1509) 44 8- 9=(0) 836 8- 4=( 0) 516 WEBS: 2x4 DF STAND 3- 4=(-1323) 56 9- 6=)0) 1267 4- 9=( 0) 516 LOADING 4- 5=(-1323) 56 9- 5=(-336) 102 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 44 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF 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) 0'- 0.0" -41/ 1038V -80/ 80H 5.50" 1.66 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -41/ 1038V 0/ OH 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" T '1 T Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-09-07 5-02-09 5-02-09 5-09-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T T T load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 17 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 4 ,( M-1.5x4 -1.5x4 3 t *t m. O o' 1 8 9 M-3x4 M-3x4 M-2.5x4 M-2.5x9 M-3x6(S) k k k 6-11-07 k 7-06-05 7-06-05 k k k 13-00 9-00 k k kl-oo 22-00 1-00 co -e9,0) PROen .0 JOB NAME: DR HORTON PLAN 2345-A - Cl Scale: 0.2676 t.GrC /f7r i5 2j� aOPE r WARNINGS: GENERAL NOTES,unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �/► 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. ,....",//1/00., 3.Additional temporary bracing insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ��" p ry 9lp 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OREGON �1C/� DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2 A� 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. L/0 '9 y 1 4 .�`- SEQ. : 6157004 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, and are for"dry full bearing F R TRANS ID: 415377 design loads be applied to any component. 6. and assumes ys full "of use.l supports shown.Shim or wedge if R I 1 �\ 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 FX PI R FS• 19/:i 1!9(115 I"II"II'I 1111111th I'fll'1111 I'lll'1111111 TPI/WTCA in BCSI,copies of which will be fumished upon request. 0 linescoincidepwithhjoii nicce"nter.lines. NINE UKtA., HKIL.L EKVJJ LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00. BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(0) 1267 3- 8=(-336) 102 WEBS: 2x9 DF STAND2- 3=(-1509) 44 8- 9=(0) 836 8- 4=( 0) 516 LOADING 3- 4=(-1323) 56 9- 6=(0) 1267 4- 9=( 0) 516 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1323) 56 9- 5=(-336) 102 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1509) 44 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 M-1.5x9 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA vertical members (uon). Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -41/ 1038V -80/ 80H 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -41/ 1038V 0/ OH 5.50" 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = -0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 1. 5-07-14 5-04-02 5-02-09 5-09-07 T Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),12 load duration factor=3.61Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 12 Truss designed for wind loads 4.0" Q 6.00 in the plane of the truss only. 4 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4 111111110 M-1.5x4 3 5 0 1 iiM-39 iTTT x4 M-3x4 M-3x6(S) y y 7-06-05 6-11-07 b 7-06-05 y y y l 13-00 9-00 ), ), 1-00 22-00 b J, 1-00 `��� rPRO gss)0 JOB NAME: DR HORTON PLAN 2345-A - C2 1/7/15"9 i71i11 2 Scale: 0.2664 �� //,y/ WARNINGS: GENERAL NOTES,unless otherwise noted: _'-�,P E 91' 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: C2 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. ',/ DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y �, DATE: 1/9/2015 the overall structure is the responsibility of the buildingdesigner. 2x Impact continuous sheathing such l as acingoe sheathing(TC)where sown+drywall BC. �G OREGON 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 615 7 0 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /Q �' 14, 2��A-4• TRANS I D• 415377 design loads be applied to any component. and are for"dry condition"of use. c [[- " 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�1 fabrication,handling,shipment and installation of components. necessary. r'i 1.- 6.This design is furnished subject to the limitations set forth by7.Designlaes shall be assumes adequate on odthi faces iso Missed. II'II"IIII II"I'IIII I"II"III"I'I'lll I"I TPI/WTCA in BCSI,copies of which wit be furnished upon request. 8 lines coincide with joint centerlines. of truss,and placed so their center Q nina,indienta 61,.vi nteto in in".n.e FX PI R FS 12/31/2f115 IJKO., k1K1'LL '1Kl1JJ II III HI 21-09-00 GIRDER SUPPORTING 42-06-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC4PDFIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=)-15828) 1572 1- 6=(-1356) 13926 6- 2=( -417) 4581 BC:: 2x4 DF SS5BTR 2- 3=1-11022) 1128 6- 7=(-1344) 13803 2- 7=(-4740) 507 BC: 2x4 DF SS LOADING 3- 4=(-11022) 1128 7- 8=(-1344) 13603 7- 3=( -954) 9510 WEBS: 2x4 DF STAND; Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-15828) 1572 8- 5=(-1356) 13926 7- 4=(-4740) 507 Cs=1, Ce=1, 2x4 DF #1&BTR A Ct=1.1, I=1 4- 8=( -417) 4581 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 21'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 3 ) complete trusses required. BC UNIF LL( 506.8)+DL( 344.6)= 851.4 PLF 0'- 0.0" TO 21'- 9.0" V 20'-1'- 0.0". -1008/ 10172V-1008/ 10172V -70/2/ 70H 5.50" 16.28 DF ( 625) �' Join together 3 ply with 3"x.131 DIA GUN nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "'/' 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.129" @ 10'- 10.5" Allowed = 1.042" 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM S LIVE LOAD. TOP NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.306" @ 10'- 10.5" Allowed = 1.389" MAX HORIZ. LL DEFL = 0.033" @ 21'- 3.5" MAX HORIZ. TL DEFL = 0.056" @ 21'- 3.5" Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 10-10-08 10-10-08 Truss designed for wind loads T in the plane of the truss only. 6-01-07 4-09-01 4-09-01 6-01-07 T f T f Q12 12 M-7x8 Q 6,00 6.00 7.0" 3 aos% 5.9" M-3x8 M-3x8 9 2 40 A M-5x16 M-5x16 , Q- N m u® En1-. �" 6 7 8 ._�5 I I k 1�' M-3x10 M-8x10 MHS-7x10(S) M-3x10 c, y y y 4-10-13 y 4-10-13 y 5-11-11 5-11-11 y y b 13-10-08 7-10-08 y y 21-09 e,..n.v PROFFS Scale: 0.2913 JOB NAME: DR NORTON PLAN 2345-A - C3 -17 ��P E WARNINGS: GENERAL NOTES,unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1. s design es oms based Applicabilityny uon the hefparameters shown nsand ndis fofor an individual '� and Warnings before construction commences. building P g.P, D P Truss: C 3 2.2x4 compression web bracing must be installed where shown+, r incorporation of component is the m sibtity of the building designer. �._ 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by y OREGON �� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 1/9/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2- q 7 4 2�� l,-� 4. No load should be applied to any component until after all bracing and 4.Destallation of truss s trussesithe responsibility are pto bei iil tlof the h respective environment,contractor. �` SEQ. : 6157006 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. �`R R i�\" TRANS 1 D' 415377 design loads no on to any and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus loads 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 FXPI R FS• 17/�1/9(11.ri 1111111 1111111111 VIII 11111"III 111"1111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. Q IU non Olh,llltuw;Pje ntthentnr linhsnc 111111111 la!(C.0 Ht<ILL EKUJJ LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 50 2-4=(0) 0 2-3=(-56) 11 TC LATERAL SUPPORT <= 12"0C. 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 306V -7/ 43H 5.50" 0.49 DF ( 625) 2'- 11.0" -16/ 74V 0/ OH 2.00" 0.12 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 3'- 0.0" 0/ 49V 0/ OH 2.00" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, 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 TC PANEL LL DEFL = -0.005" @ 1'- 9.5" Allowed = 0.168" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.252" 3-00 T f MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 6.00 p 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=1.6, Truss designed for wind loads in the plane of the truss only. 3 gl 0 t ,r./ 0 M I. 1 kezam ►a4 M-2.5x4 'PROVIDE FULL BEARING;Jts:2,3,4' .6 )4 2-11 0-01 > J, b 1-00 3-00 ��� PRopS. JOB NAME: DR HORTON PLAN 2345-A - J1 C,,' '' % /?/'g /2 Scale: 0.6327 wC // WARNINGS: GENERAL NOTES,unless otherwise noted: .�S PE '1cr 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: J1 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. '_ DES. BY EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f,�. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, DATE: 1/9/2 015 the overall structure is the responsibility of the building designer. continuous uous sheangin or such l as acingoe su required n where s shownor drywall BC. yG ,�OREGON 3.Installation Impact bridging lateral bracing required ++ SEQ. 6157007 4. No bad should be applied to any component until after all bracing and 4. of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, /Q y 14 201 P+� T RAN S I D• 415377 design loads be applied to any component. and are for"dry condition"of use. f� 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 MF�h'` V fabrication,handling,shipment and installation of components. necessary. IR 1r 6.This design is fumished subject to the limitations set forth by7.DesignPlates shall be assumesadequateon drainagefaces is provided.o ,and 111111 11111 IN 11111 Mill"III 1111111E I"I TPI/WTCA in BCSI,copies of which will be furnished upon request. 6 nes coincide with joint centerttinesof truss, placed so their center 0 nines inninatn oi,,of&Ma in in,.h,n FXPIR FR.12/31/2(115 III II 11I us.nu At<1 nu 1'KVJJ TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(-1) 3 3-4=(-80) 28 TC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 0 BC: 2x4 DF #1&BTR WEBS: 2x4 DF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 305V -7/ 42H 5.50" 0.49 DF ( 625) 3'- 0.0" -1/ 107V 0/ OH 2.00" 0.17 DF ( 625) OVERHANGS: 12.0" 0.0" 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.008" @ 1'- 5.1" Allowed = 0.159" MAX TC PANEL TL DEFL = 0.008" @ 1'- 5.1" Allowed = 0.238" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" 3-00 T Wind: 120 mph, h=16.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.00 Truss designed for wind loads in the plane of the truss only. M-1.5x4 3 --/ 0 W o 0 M-2.5x4 M-1.5x4 y y 1, 1-00 3-00 ��E0 P R OFFSrS 71r.. Scale: 0.6591 ��\� Iq9 O29 JOB NAME: DR HORTON PLAN 2345-A J2 !.92s.PE WARNINGS: GENERAL NOTES,unless otherwise noted: r 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual 4401011P J and Warnings before construction commences. building component.Applicability of design parameters and proper Truss • J2 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 stabilityduringconstruction 2.Design assumesdthe top and bottom unless chordsr co d throughout o braced at ��" 2'o.c.and at 10'o.c.respectively braced their length by OREGON �, ��c/ DES. BY: EE Cr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I� DATE: 1/9/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v+ !�O if,.y 1 4' Zt,\ Aj, 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. : 6157008 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, and are for"dry condition"of use. �`R R I�� TRANS I D 415 3 7 7 design loads be applied to any component. 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 FX PI R FC• 12/21/21115 111I111II1I 1111111I1111111110111III Illi 1111 TPIIWTCA in BCSI,copies of which will be furnished upon request. o I euc oincidd ewthpjoii nrcePnter lines FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 ail n� O MiTek USA,Inc. Page 1 of 2 Typical x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud ,, 11 " Vertical Stud (4)-16d Common FL.,a111 Wire NailsIAGONAL BRACE MiTek USA, Inc. 111‘ 16d CommonC SECTION B-B Wire Nails DIAGONAL BRACE ,j;' Spaced 6"o.c. 4'-0"O.C.MAX /— (2)-10d Common .1101 . R 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better 2 SHOWN ARE FOR ILLUSTRATION ONLY. \ Typical Horizontal Brace �, lir t 2 Nailed 0dTo Co2x_monVerticNai SECTION A-A als w/(4)-iod Common Nails ©� Varies to Common Truss 2xa stud ME„R���� .--„„.!r�����A%/ !1 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING i, TO TRUSSES WITH(2)-10d NAILS AT EACH END. ■ .. - I���` ATTACH DIAGONAL IBRACETO BLOCKING WITH 3x4= (5)-10d COMMON WIRE NAILS. INIMMEN (4)-8d NAILS MINIMUM, PLYWOOD y"�/�'�.�""'A��/��/ASM SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24”Ma; Roof Sheathin. NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 0-0f ,•, i �- 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND �j��V��=�8` / z WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3” (2)-1„a, x// 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. J ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. / IOW= (2)-10d NAILS BRACING OF ROOF SYSTEM. / •• 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 1--, �� DIAPHRAM AT 4'-0"O.C. � /TrLI$• -s 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL K6 BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAAL BRACE L WITH(4)ACED O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. / (4)-ED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1�3 point COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed --, TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. End Wall 1.1 HORIZONTAL BRACE (SEE SECTION A-A) Minimum DIAGONAL 2 DIAGONAL 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 SPF Std/Stud 12"O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16"O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 2x4 SPF Std/Stud 24"O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH ASCE7-10 125 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. SymboFs Numbering System Ai General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 ' Center plate on joint unless x,y 6-4-8 dimensions shown in fl-in-sixteenths j _ /4 (Drawings not to scale( Damage or Personal Injury offsets are indicated. 111111111 Dimensions are in ft-in-sixteenths. ■■ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system.e.g. � and fully embed teeth. diagonal or x-bracing.is always required. See BCSI. TOP CHORDS CI-2 cso 1 2. Truss bracing must be designed by an engineer.For O-146" 4 wide truss spacing.individual lateral braces themselves nay require bracing,or alternative Tort :' Milriglit bracing should be considered. _ O x Q 3. Never exceed the design boding shown and never �_miir U U slack materials on inadequately braced trusses. Q 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locale .-- designer, ocaledesigner,erection supervisor,properly owner and BOTTOM CHORDS ort other interested parties. plates 0-'z! from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face o1 truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and ebedd fully. ull d by ANSdI wane j e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST 10 i— connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'Plate location details available In MiTek 20/20 NUMBERS/LETTERS. B. Unless otherwise noted.moisture content of lumber software or upon request. shall not exceed 19%at lime of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not appicable for PLATE SIZEuse with fire retardant.preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4x 4 width measured perpendicular ESR-1311.ESR-1352.ESR 1988 responsibiity of truss fabricator.General practice is to to slots.Second dimension is ER-3907.ESR-2362,ESR-1397.ESR-3282 comber for dead bad dellection. the length parallel to slots. .I I.Plate type,sze,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION I, 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 SYP represents values as published specified. ��� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing } with effective dote of June 1.2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 tt spacing. or less,it no ceiing is installed,unless otherwise noted. BEARING15.Connections not shown are the responsibiily of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior 4I 0� (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. * reaction section indicates joint — — -- — — 17.Install and load vertically unless indicated otherwise. �� number where bearings occur. Min size shown is for crushing only. MN MI!lin,t 18.Use of green or treated lumber may pose unacceptable .� environmental health or performance risks.Consull with .—� project engineer before use. I Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. not issufficient. OSB-89: Design Standard for Bracing. i"I'e BCSI: Building Component Safety Information, 2p,Designs assumes manufacture in accordance with Guide to Good Practice for Handling. ANSI/WI 14uailyCriteria. . Installing&Bracing of Metal Plate Connected Wood Trusses. . Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 -