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Plans (20) vv --(--2...o 1 e- 0 c)5 3 4:1 8 S.3.5 Sw Sdtivvi\af--- '2:;°:' :4 .': EL ,i. ', .' L„or „E=Ca' 12U16 CITY OFTIGA D BUILDING DIVISION G/E 6;1-2-) 1 2 0 14-09-08 / DR HORTON 3 SPAN PLAN 3725 "A" y GARAGE LEFT 1 2 3 4 5 5/12 1-0-0 0/H 1 2 3 4 5 8 7 8 9 (tiT 04° 0 25# SNOW LOAD / g . I 1 2 3 4 5 )(S r — — o, w I z L.1.1 I, FAL ' _ ,_, _<CL � Cr, LO AG 4111. �'- st -�-�- -�~-r'"� CHUG( HOLT 't-1 1/30/2013 , .U SI 4,✓' a GIRDER -I ._ 2 2 (5) ' it: 4 / r 21-01-00 5 a 6 SPAN Vii , ` 6 2L o 7 d 1 Wi/ - R/S__ = _ %E I 80 m 9 14 1i-00-00 / - ._ 10 \ SPAN ( 1 't 1 R/S GZ 1 1, ..._ G/E (...f.: mIU 18-11-08 y I1.1 SAN �1i►r,- . 9-01-00 f oA-.1 n SPAN (� 0 ID to r* t, n n a a n C 7 C H a n a G/E ®t I 1 DR HORTON PLAN 3725 "A" 14-09-08 Qr 2 / SPAN 3 GARAGE RIGHT I 1 I II -I I I I I 5 4 3 2 1 i 5/12 1-0-0 0/H 9 8 7 6 5 4 3 2 1 25# SNOW LOAD 4 4 3 2 1 091� I. i.A-6 1 f U d I w c�no C' ' cin cv .. di' 1111 411111=111�.. lk rAlit .� . CIF4101111!° CHUCK HOLT /ce il HI 1/30/2013 , ,i 11 i i01 i t ' i i i i i i i 2 3 I c 4 �. 4 . I . F 0 5 ., 21-01-00 5 a a 6 1 / SPAN 1 cn ,� 6 CV p U (:-(7'1,;).. J _.. G) �_7i.. . R/S 2E- 9 „,:,pR/S I � �' c_9 / 1 11 SPAN 00 @.:3)„ i. 1 (t!) y G/E y lil `�. 18-11-08 I�I J1�71��II SPAN k1 9-01-00 rl SPAN a n 0 a C C N . D n frek7 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3725-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2266853 thru K2266869 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. C.1 GItVE' � /0 c 89200PE OREGON �, /O 14 2p eQ4 FRR10 August 11,2016 Baxter,David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g., loads,supports, dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" 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- 8=(-10) 1937 3- 8=(-465) 125 BC: 2x9 DF #l&BTR SPACED 24.0" O.C. 2- 3=(-2192) 65 8- 9=( 0) 1261 8- 4=( 0) 779 WEBS: 2x4 DF STAND 3- 4=(-1912) 57 9- 6=(-10) 1937 4- 9=( 0) 779 LOADING 4- 5=(-1912) 57 9- 5=(-465) 125 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- E=(-2192) 65 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 43 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 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) -44/ 1253V -73/ 73H 5.50" 2.01 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27'- 1.5" -44/ 1253V 0/ OH 5.50" 2.01 DF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 17'- 10.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.218" @ 17'- 10.2" Allowed = 1.747" MAX LL DEFL = -0.002" @ 28'- 1.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.034" @ 26'- 8.0" MAX HORIZ. TL DEFL = 0.057" @ 26'- 8.0" Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-06-12 13-06-12 Truss designed for wind loads f ,r in the plane of the truss only. 7-01-08 6-05-04 6-05-04 7-01-08 '( 1' 1 f T 12 12 5.00 M-4x6 a5.00 4.0" 4 .(--( Ili M-1.5x4 M-1.5x9 3 /1/.411b111111111ab.... c ,-a c rn l . ') rIM "' �� 7 0 8 = o lM-4x9 9 s o M-3x4 M-3x6(5) M-3x4 M-9x4 ! 0 k J., y y l 9-03-04 8-07 9-03-04 ��D PRQFeh y y 15-11 11-02-08 � `>GJ�' , G�N � -`,,q0, 1-00 27-01-08 1=00 1 Qi' 89�O�PE � `I JOB NAME: DR HORTON PLAN 3725-A - Al Scale: 0.2178 ��� 10 ,Q f WARNINGS: GOde L NOTES, any upo the e: 't; OREGON // 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an IndNidua! Truss: Al and Warnings before consfrucltan smmences, budding component.Appficabdlty of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown+, incorporation of component lathe responsibility of the building designer. \ ♦� 3,Additional temporary bracing to Insure stability during construction 2.Design sesames the top and bottom chorda to be laterally braced at .�O / -, 2,O,�a5� is the respons�ddy of the erector_Additional permanent bracing of • 7 o.c,and at 7 d o.c.reapectNeiy unless braced throughout their length by l7'� DATE: 8/10/2016 continuous sheathing such as plywood sheething(TC)andlor drywall(eC). ARRA-- the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . SEQ.: K2 2 6 6 8 5 3 4.No load should be applied to any component until agar all bracing and 4.Installation of truss is the responsibility of the respective contractor. - . 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. TRANS I D: LINK design bads be epplled to any component. and are for'dry conAt on"of use. 5.CompuTrus has no control over and assumes no reaponsibftty for the 8.Design assumes full bearing et ell supports shown.Shim or wedge o EXPIRES: 12/ 31/2017 necessary. fabrication,handling,shipment end installation of components. August .l C 8.This design is furnished subject to the limitations set forth 7.Dates hallassbe o aced on drainage la provided. Aug USt ,20 I V Je 8.Plates shed be boated on bath taxa of truss,and placed so their center TPIANTCA in SCSI,copies of Mach will be furnished upon request. fines coincide with Joint center lines, 9.Dirges indkale size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" Wind: 120 mph, h=l9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Ex B, MWFRS{Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=-1.6, p 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 DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. 4-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 13-06-12 13-06-12 T >' 12 I I11-9x4 12 5.00 3 Q 5.00 AN , 2 1 f� �� 5O 1 M-3x6(5) o M-2.5x4 M-2.5x4 1 oPRo� 15-11 11-02-08 �.'�, �c5'�/�. 1-00 27-01-0e . to 1-0, . 89200PE ‘. 1.--�\' JOB NAME: OR HORTON PLAN 3725-A - A2 Scale: 0.3053 rr 11.trCPfe;'"'''.-''Z-"--'''- 7/1"L ••WARNINGS: GENERAL NOTES, unless otherwise noted: \ w \ /� I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual \��. Q OREGON q� ��; Truss: A2 and Wemings before construction commences. building component.Applicability of deelgn parameters and proper //ice A Vit 2.2x4 compression web bracing must be installed where shown+, incorporation of component s the respaneibNgy of the building designer. O 3.Additional temporary bracing to insure stability during construction 2.Design oleomas the top and bottom dards to be laterally braced at 14Z -�� Is the reapons�gay of the erector,Additional permanent Waring of T o.c.and at 10 o.c.respectivelyunless braced throughout their length by _ -- --- continuous sheathing such as plywood sheething(TC)and/or drywag(BC). ` /�.,Q R11-\-1-� DATE: 8/10/2016 the overall structure is the responsibiNy of the bonding designer. 3.2x Impact bridging or lateral bracing required where shown++ `f } SEQ.: K2 2 6 6 8 5 4 4.No load should be applied to any component until after all bracing end 4.Installation of hues Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for`dry condition'of use. 6.Design assumes full bearing at aN supports shown.Shim or wedge a EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and instaNatkn of components. 7.Design assumes adequate drainage Is provided. August 1 1,2016 6.This design is punished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of which yell be furnished upon request tines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-12=(0) 2087 3-12=( -500) 104 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2353) 45 12-14=10) 1666 12- 4=( 0) 498 WEBS: 2x4 DF STAND 3- 4=(-1924) 0 14-10=(0) 2087 5-13=(-1550) 0 LOADING 4- 5=(-1617) 29 13- 6=( 0) 194 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -254) 43 13- 7=(-1550) D BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -259) 43 8-14=1 0) 498 TOTAL LOAD= 42.0 PSF 7- 8=1-1617) 29 14- 9=( -500) 104 OVERHANGS: 12.0" 12.0" 8- 9=(-1924) 0 Snow: ASCE 7-10, 25 PSF Roof Ssew(PS) 9-10=(-2353) 45 Cs=1, Ce=1, Ct=1.1, I=1 10-11=( 0) 43 Unbalanced live loads have been considered for this design. ADDL.: BC CONC LL+OL= 50.0 LBS @ 13'- 6.8" 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) M-1.5x4 or equal at LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -29/ 1287V -73/ 73H 5.50" 2.06 DF ( 625) non-structural verticals. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 1.5" -29/ 1287V 0/ OH 5.50" 2.06 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 = -0.400" @ 16'- 9.2" Allowed = 1.310" MAX TL CREEP DEFT, = -0.574" @ 16'- 10.3" Allowed = 1.747" MAX LL DEFL = -0.002" @ 28'- 1.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 26'- 8.0" 0-09-14 0-09-14 MAX HORIZ. TL DEFL = 0.063" @ 26'- 6.0" ' 1' T 1' 13-06-12 13-06-12 f f f Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-09 4-05-07 2-03-14� �2-03-14 1 4-05-06 5-11-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 IIM-4x4 a 5.00 in the plane of the truss only. 4.0" 6 M-3x4 .1-4' M-3x4 M-2.5x9 ��_ - 4-2.5x4 ie 13 M-2.5x4 M-1.5x4 co M-1.5x4 0 1 ..:- 6-00 o L_____,, M <r - o m. 1 +w ase L___ I MI ".s._ 0 2 12 14 m to M-3x6 M-4x6 M-1.5x4+ M-4x6 to C,o M-1.5x4+ M-3x6 MSHS-3x10(5) y 'S'50# y y ,� D PRpr�:ss 10-03-04 6-07 10-03-04 0 15-11 11-02-08 1-oo G� '� 89204PE 27-01-08 1-00 ••JOB NAME: DR HORTON PLAN 3725-A - A3 rant Gi, Scale: 0.2053 ` � OREGON /9.7 WARNINGS: GENERAL NOTES, unless otherwise noted: `� A J N� 1.Builder and erection contractor should be advised slag General Notes -/�' 4 i Truss: A 3 1.This design is based only upon the parameters shown and is for an individual �/ and Warnings before construction commences, building component.Applicability of design parameters and proper ,,a ! `r 1 A J 2O, 2.br4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer, v __ `Y - I.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 0- Is the responsbikly of the erector.Additional permanent brad of 7 etas and at 10'o.e,respectively unkas braced throughout their length by N ^g continuous sheathing such es plywood sheathing(TD)andlor drywall(13C). DATE: 8/11/2016 the overall structure k the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required vtlere shown v v SEQ.: K 2 2 6 6 8 5 5 4.No bad should be applied to any component until after ell bracing and 4.Installation of on is the responsibility of the respective contractor. �} /' i fasteners are complete and at no time should any toads greater then 5.Design assumessN trusses are Io be used In non-conoe environment, and are for"dry condition"of use. EXPIRES: -1 1 r.il J�C,Q 1 TRANS I D: LINK design bads be spoked to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown,Shim or wedge g necessary. August 11,2016 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 shag be located on both faces of truss,and placed so their center TPI WRCA In BCSI,coples of which will be furnished upon request. tines colndde well joint center lines. MZek USA IncJCom uTrus Software 7.6.6 1 L 9.Diggs indicate size of plate in inches. p )E 10.For basic connector plate design valves see ESR-1311,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONSIC: INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-11=(-13) 2077 3=11=( -512) 103 WEBS: 2x4 DF STAND SPACED 29.0" O.C. 2- 3=(-2342) 98 11-13=( 0) 1662 11- 9=( 0) 506 3- 9=1-1905) 0 13-10=1-23) 2122 5-12=(-1616) 0 LOADING 9- 5=(-1619) 33 12- 6=( 0) 223 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. LYON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -204) 44 12- 7=(-1616) 0 6- 7=( -209) 43 8-13=1 0) 519 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 7- 6=(-1598) 32 13- 9=( -517) 115 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=(-1928} D Cs=1, Ce=1, Ct=1.1, I=1 9-10={-2389} 56 Unbalanced live loads have been considered for this design. ADDL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -30/ 1283V LIVE LOAD AT LOCATION 27'- 1.5"S) SPECIFIED BY IBC 2012. -2/ 1220V 0/ O-68/ 73HO5.50" 2.05 DF ( 625) non-structural verticals. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. H 5.50" 1.95 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 = -0.418" @ 16'- 9.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.617" @ 16'- 10.3" Allowed = 1.747" MAX HORIZ. LL DEFL = 0.037" @ 26'- 8.0" MAX HORIZ. TL DEFL = 0.063" @ 26'- 8.0" 13-06-12 13-06-12 Wind: 120 mph, h=l9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-09 4-05-07 1 0-Q-4 1,2-01-08 1, 9-05-06 5-11-10 load duration factor=l.6, Truss designed for wind loads f ,r 12 2-01-08 1-00-04 in the plane of the truss only. 5.06 I IM-4x4 12 a 5.00 4.0" 6 M-3x4 , : 344_2.sX4 i 12 . M-2.5x4 M-1.5x4 co M-1.5x4 0 r 0 6-00 l M / •:,, d N I II L-1...1 -- I 11 13 o M-3x6 M-4x6 M-1.5x4+M-4x6 M-3x6 l0 1 0 M-1,5x4+ MSHS-3x10(5) y y p 10-03-04 6j7°4 10-03-04 ��( �-PR�F� , 15-11 y �GJ ,.�j� ��a���.�+�� 11-02-08 444'' y - 1-00 27-01-08 ' 8920OPE • JOB NAME: DR HORTON PLAN 3725-A - A4 \Q,\ . r- / /- 1 Scale: 0.2266 1 / WARNINGS: � i j GENERAL NOTES, unless otherwise noted: O ONL� Truss: A 4 1.Budder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an Individual ', % A `\ i and waminge before construction commences. budding component Applicability of design parameters and proper //r ' 1}' Y 1 4 2O`-, 4 2,at4 compression web bracing must be installed where Brawn+. Incorporation of component is the responsibility of Me building designer. �f - _ ,LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and respectively to be laterally braced at �ff'/,, Is the responsibility of the erector.Additional permanent bracing of 7 ex.and at 10'o.c.rsuch as ely unless braced throughout their length by " R R'L� DATE: 8/11/2016 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). 3,ac Impact bridging or lateral bracing required where shown+ SEQ. : K 2 2 6 6 8 5 6 4.No bad should be applied to any component untA alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition`of use. EXPIRES: i I' TRANS I D: LINK design loads be applied to asp component. 1 1/201] 5.CempuTrus has no control over and assumes no responsibility for the 6.Design assumes Alit bearing et al supports shown,Shim or wedge If fabrication,handling,shipment ne�eaaa" August 11,201 6 pment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design N furnished subject to the limitations set forth by 8.Plates shag be bested on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. toes coincide with joint center Anes. MTek USA,IneJCompu7rus Software 7.6.6(1 L}E 9.Digits Indicate size of plate In Inches. to.For basic connector plate design values see ESR-t311,ESR-1 986(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 7=(-25) 1947 3- 7=(-457) 125 BC: 2x4 DF B1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 6 2- 3=(-2202) 68 7- =( 0) 1287 7- 4=( 0) 771 3- 4=(-1931) 60 8- 6=(-33) 2035 4- 8=1 0) 838 LOADING 4- 5=(-1986) 64 8- 5=(-519) 134 TC LATERAL SUPPORT 0= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 5=(-2282) 75 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -45/ 1268V -69/ 73H 5.50" 2.03 DF ( 625) 27'- 1.5" -16/ 1130V 0/ OH 2.50" 1.81 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 17'- 10.2" Allowed = 1.323" MAX TL CREEP DEFL = -0.232" @ 17'- 10.2" Allowed = 1.764" MAX HORIZ. LL DEFL = 0.036" @ 26"- 11.0" MAX HORIZ. TL DEFL = 0.059" @ 26'- 11.0" Wind: 120 mph, h=l9ft, 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. 13-06-12 13-06-12 T T 1' 7-01-08 6-05-04 6-05-09 7-01-08 1 1 T 1' 1' 12 D M-4x6 5.00 12 4 5.00 4.0" 4 ,t`,( .\\--iiiiiiiiiiiiiiiiih uu - 0" M-1.5x4 M-1.5x4 3 r ip/ c 6 0 7 o 0M-4x9 8 0 M-3x9 M-3x6(5) M-3x9 M-3x6 0 )- y y y 9-03-04 8-07 9-03-04 ,EU P R Q1 1• b • 15-11 11-02-08 ,,"co O:= GIME-�4 cS'j O J' �� , l' 1-00 27-01=08 89200PE ( % JOB NAME: DR HORTON PLAN 3725-A - AS Scale: 0.226640 ' WARNINGS: GENERAL NOTES, unless otherwise noted: , I.BuRder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shorn and is for an Individual \7�... 4.1.OREGON .,�.[/ Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper A v 2.Doi compression web bracing must be Installed where shown... incorporation of component is the responeibilRy of the building designer. ''41)'' j 3.Additional temporary bracing to Insure stabRRy during construction 2.Design assumes the top and bottom chords to be laterally braced at f� \' (� 2�. �'�' is the responsibility of the erector.Additional permanent bracing of a o.c,and at t q'o.c.respectively as ely unless braced Throughout their lengm by - DATE: 8/10/2016 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 'll' ii R'k-� jJ the overall structure is the responsibility of the building designer. 3.a impact bridging or lateral bracing required where shown+. SEQ.: K 2 2 6 6 8 5 7 4.No bed should be applied to any component unld after all bracing and 4.Installation of truss Is the respons86Rty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Deeds esstanes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component ands e for"dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if EXPIRES: 12/ 31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes lie is drains adequate A 6.This design Is furnished subject to the limitations set forth d te., ed_ August 11,ZQ 16 8. Pietas shell be located on loth feces of truss.end placed so their center TPWVICA In SCSI,copies of which will be banished upon request. tines coincide wttb joint center tines. MTek USA,IncJCo 1 L Trus Software 7.6.6 0.Digits Indicate s'ee of plate in inches. 1 ( )-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'— 1.5" Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF 10BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), 4 BC: 2x4 DF #10810 SPACED 24.0" O.C. p• load duration factor=1.6, 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 TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. H-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, 1=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-06-12 13-06-12 T 12 1' 5.00 p IIM-4x4 12 3 Q 5.00 III 1 4 cr M 1 /////,/////I/i//li/////i/l!//i//l//I/,,,,,,/l/!!!/I//i//////////////////////////ii!///////i/II/li/iI/,ll/J////////I/J//I/////////( Awn M I O O M-3x6(5) a M-2.5x4 M-2.5x4 y y -@tD P RAF 15-11 11-02-08 1-00 �����G1�Efi �/0 27-01-08 �- �'� 814-9G2 wr i. } ,�/ JOB NAME: DP, HORTON PLAN 3725—A— A6 Scale: 0.3079 ^-air 1" 1 _ WARNINGS: GENERAL NOSES, unless otherwise noted: `4'* Truss: A 6 1.Builder and erection contractor should be advised of all General Notes ` I 1.This design is based only upon the parameters shown and Is for an individual OREGON /e,;; and Waml s before construction commences. building component.Applicability of design parameters and proper I�•.41,. � tom,/ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ►l A. 2.Design assumes,e top and bottom chorda to be latera braced at \'O r A 2O. �� , 3.Additional temporary bracing to insure stability during construction laterally —r re the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout thea length by --- --- DATE: 8/10/2016 continuousximpridging or suerlbh as acing re virshee where showing(TC)and/or n �R �( cc r the overall stricture Is the reaponsb6dy of the building designer. 3.2z impact bridging or lateral bracing required where shown++ ) 1.� SEQ. : K2 2 v 6 8 5 8 4.No bed should be applied to any component untg after all bracing and 4.installation of trues is the responebifdy of the respective contractor, fasteners are complete and at no time should any beds greater then S.Design assumes tnrsses are to be used Ina non-corroelve environment, TRANS I D: LINK design bads be applied to any component. and are for"dry conditionof use. 5.CompuTrus has no control over and assumes no responsibllTy for the 6.Design assures fell bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary, tobdcetfon,handling,shipment and installatbn of components. 7.Design assumes adequate drainage Is provided. n 8.This design furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center August 11,2a 16 H TPUWTCA in BCSI,copies of which will be furnished upon request. Is,,,,coincide with joint center Anes. MiTek USA,IncJCompuTrus Software 7.6.6(1 L}E 5.Digis indicate size of plate hr inches. 10.For bask connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by GREG AP.IEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 8=(0) 1439 3- 8=(-336) 92 BC: 2x4 DF#1&BTR SPACED 24.0" D.C. WEBS: 2x9 DF STAND 2- 3=(-1638) 40 8- 9=(0) 958 8- 9=( 0) 518 3- 4=(-1934) 36 9- 6=(0) 1439 4- 9=( 0) 518 LOADING 4- 5=(-1434) 36 9- 5=(-336) 92 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1638) 40 BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 43 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps 1 BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -38/ 10003 -51/ 51H 5.50" 1.60 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 1.0" -38/ 999V 0/ OH 5.50" 1.60 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.052" @ 7'- 3.1" Allowed = 1.008" MAX TL CREEP DEFL = -0.124" @ 7'- 3.1" Allowed = 1.344" MAX LL DEFL = -0.002" @ 22'- 1.0" Allowed = 0.130" MAX TL CREEP DEFL = -0.003" @ 22'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 20'- 7.5" MAX HORIZ- TL DEFL = 0.033" @ 20'- 7.5" 10-06-08 Wind: 120 mph, h=18.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-06-08 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f load duration factor=1.6, 5-07-06 4-11-02 4-11-02 5-07-06 Truss designed for wind loads T T T f in the plane of the truss only. 12 12 5.00 p I I M-9x4 Q 5.00 4.0" 4 y .0" M-1.5x4 M-1.5x4 3 5 i v 'cr. -al 8 9 O to, M-3x4 M-2.5x4 M-3x6(5) M-2.5x4 M-3x4 0 y y y y 7-03-01 6-06-13 7-03-01 y y yp P R OFF > .1" 11-11 9-02 �C� ��.jG{IVFE �/� 1-00 21-01 1-00 % , ' • 89200PE �r , •/ • JOB NAME: DR HORTON PLAN 3725-A - 81 Scale: 0.2306 , raft' I.Bal WARNINGS: GENERAL NOTES, unless n the otherwise noted: \ 7 OREGON ' C(/, 1.Bolder 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. boldin component.Applicability of design 8 Po pPl try parameters and proper,!ti ptx j Z.2x4 wmpreesion web bracing mull be Instated where shown«, incorporation of component Is the responsibility of the building designer. ryq 3.Additional temporary brat to Insure stability2.Design assumes the top and bottom chords to be laterally braced at ,� Y '�A 2O. po ry inti during construction y o,c.and a<10•o.c.respectively unless braced throughout their length by - -r O.Q�, N the responsibility able erentor,Additional permanent bracing of - - J DATE: 8/10/2016 the overall sbuciure Is the respons8lNy of the building designer. continuous mous ridging or such t b acing rplywooe airedsheatling re s and/or dryweA(BC). �� ILA- 3.2x Impact bridging or lateral bracing required where shown«. t l� SEQ.: K2 2 6 6 8 5 9 4.No bad should be applied to any component until after an bradng and 4.Installation of trun Is Me respons8rWy of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are tor"dry condition"of use. 5.CompuTrus has no control over and assumes no responslbilly for the 6.Design assumes full bearing et all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication.handling,shtment and Installation of components. 7.Design assumes adequate ♦.1�f �'f �1 C 8.P 6.This design is furnished subject to the limitations set forth by drainage is provided. AugusL I I r L�!V Plates Shall be boated on both faces of truss.and placed so their centerTPVWTCA In BM,copies of which,Alii be furnished upon request lines corollacenter with Joint Ines. 9,Digits Indicate size of plate in Inches. MMTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MTeR) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 93 2- 6=(0) 1439 3- 8=(-336) 92 BC: 2x4 DF #1613TR SPACED 29.0" O.C, WEBS: 2x9 DF STAND 2- 3=(-1638) 90 8- 9=(01 958 8- 9=( 0) 518 3- 4m(-1934) 36 9- 6=(0) 1939 9- 9-) 0) 518 LOADING 4- 5=(-1934) 36 9- 5-(-336) 92 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1638) 90 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 43 TOTAL LOAD = 92.0 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, Z=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1,5x9 or =equal at non-structural O'- 0.0" -38/ 1500V -51/ 51H 5.50" 1.60 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 1.0" -38/ 999V 0/ OH 5,50" 1.60 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" 6 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.052" 3 7'- 3.1" Allowed = 1.008" MAX TL CREEP DEFL = -0.129" 3 7'- 3.1" Allowed = 1.394" MAX LL DEFL = -0.002" 3 22'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 20'- 7.5" MAX HORIZ. TL DEFL = 0.033" 3 20'- 7.5" 10-06-08 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-06-08 (A11 Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), f load duration factor=l.6, 5-07-06 4-11-02 4-11-02 5-07-06 Truss designed for wind loads T 'f f f ,r in the plane of the truss only. 12 12 5.00 p IIM-4x4 Q 5.00 M-2.5x9 or equal at non-structural diagonal inlets. a 9,0" Iii 1 M-1.5x4 M-1.5x9 344/1( 6 m 11111111P Vir / , 'r lW ISM PR o c 8 9 0 o M-3x4 M-2.5x4 M-3x6(S) M-2.5x4 M-3x4 0 ,I, . * y 7-03-01 6-06-13 7-03-01 y • 11-11 � 9-02 y ,/‹..0.-'\<(:,.e.:0--� G NE* -F�cs�,. 1-00 21-01 1-004r `.0' 89200PE moi' l i .4111.117,0"-.000" -- JOB NAME: DR HORTON PLAN 3725-A- 82 Scale: 0.2806 1.BuildrWARNINGS: GENERAL NOTES, unless otherwise noted: 1\\17, OREGON - 4 ,,! 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shorn and Is for an indNidual Truss: B2 •and Warnings before construction commences, building component.Applicabniy of design parameters and proper - p r. 2.9r4 compression web dradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. " t I \ 3.Additional temporary bracing to insure stabil dud 2.Design assumes the top and bottom chorda to be Wendy braced al •\,a -�/9 2,O;' �. mpo ry g ley ng construction 7 o.c,and at 10'o,c.respectively unless braced throughout their length b -ry ` ''?, Is the responsibility el the erector.Additional permanent bracing of continuous sheathing such as ph/wood sheathing(TC)and/or drywall(BC). - _S' R f' "" SJ DATE: 8/10/2016 the overafl structure is the responsibility of the building designer, 1 S Impact bridging or lateral bracing required where shown++ SEQ.: K2 2 6 6 8 6 0 4.No bad should be applied to any component until after an bracing and 4.Installation of truss la the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D: LINK 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 fug bearing et eft supports storm.Shim or wedge ifEXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation er components. 7.Design assumes adequate drainage a provided. /'�16 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and pieced so their center August 11 r 2 V TPUWTCA In SCSI,copies of which win be furnished upon request, tries coindde with joint center lines. 9.Digits indicate size of plate In Inches. MTek USA,Inc.CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311.856-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 21-01-00 GIRDER SUPPORTING 27-01-08 IBC 2012 MAX MEMBER FORCES 4WP./GDF/Cq=1.00 TC: 2x4 DF#14BTO LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-11638) 1104 1- 6=(-984) 10646 6- 2=( -218) 2676 BC: 2x8 DF SS 2- 3=( -8234) 806 6- 7=(-976) 10548 2- 7=(-3462) 354 WEBS: 2x4 DF STAND; LOADING 3- 4=( -8234) 806 7- 8=(-976) 10548 7- 3-) -572) 6036 2x4 DF #14BTR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-11638) 1104 8- 5=(-984) 10646 7- 4=(-3462) 354 Cs=1, Ce=1, Ct=1.1, I=1 9- 6=( -218) 2676 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 21'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 1.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 314.1)+DL( 213.6)= 527.6 PLF 0'- 0.0" TO 21'- 1.0" V 0'- 0.0" -609/ 6448V -46/ 46H 5.50" 10.32 DF ( 625) ( 2 ) complete trusses required. 21'- 1.0" -609/ 0448V 0/ OH 5.50" 10.32 DF ( 625) Join together 2 ply with 3"x-.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = -0.159" to 10'- 6.5" Allowed = 1.008" MAX TL CREEP DEFL = -0.376" 8 10'- 6.5" Allowed = 1.344" MAX HORIZ. LL DEFL = 0.037" 8 20'- 7.5" MAX HORIZ. TL DEFL - 0.062" 9 20'- 7.5" Wind: 120 mph, h=18.4ft, 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. 10-06-08 10-06-08 T 6-01-10 4-04-14 4-04-14 6-01-10 1' 4' 1' f T 12 12 5.00 (7%." -M-6x6 -,Z15.00 6.0" 3 .f--� Q M-3x8 3.5" M-3x8 2 4 A M-7x14 M-7x14 1! J1°°11L I r. ko 1 I _-_ ko �,_ !I111/4 _ i,� 1 6 7 8 '` 5 0 o M-3x10 M-3x10 M-8x10 M-3x10 M-3x10 0 MHS-7x10(5) ,L y y y y 5-11-14 4-06-10 4-06-10 5-11-14 11-11 y 9-02 ��� D I� - 0-61 ' y , �� .��.aG ��R off. 21-01 /�' ' 89200PE `��<' ) JOB NAME: DR HORTON PLAN 3725-A - 83 Scale: 0.3091 ' WARNINGS: ��` � •` i . GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shoes and Is for an indivklual Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper �\'$ ,OREGON A , 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the respensibttg of the bugding designer. ('� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /� '4 2`-'���` is the respenneotlty of the erector,Additional permanent bracing of T o,c.and at 16 oc.respectively unless braced throughout their length by ��p --- DATE: 8/10/2016 the overall structure is the res onsibipty of the bur/ding designer. continuous ndgingsheathiog such as plywood required n ere ownand/•drywall(BC). e/�[]R'L� p 3.In Impact bridging or lateral bracing required resile shown++ SEQ. : K2 2 6 6 8 c i 4.No bad should be applied to any component until eller a6 bracing and 4.Installation of truss t the responsibility ortha 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, TRANSI D: LINK design loads be applied to any component. and are for Gond lion of use. 5.CompuTrus has no control over and assumes no responsledity for the 6.Design assumes lull bearing at eg wpports shown.Shim or wedge H EXPIRES: 12/31/2017 necessary. .t fabrication,hendling,shipment and Inatagetion of components. 7.Design assumes adequate drainage Is provided. AUg USt ,20 16 6.This design Is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(M7ek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 43 2- 8=)-13) 1230 3- 8=(-379) 103 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-1405) 58 8- 6=(-13) 1230 8- 4=1 0) 530 WEBS: 2x4 DF STAND 3- 4=(-1047) 0 8- 5=1-380) 103 LOADING 4- 5=1-1047) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1405) 58 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7-( 0) 43 TOTAL LOAD = 42.0 PIF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -36/ 910V -43/ 43H 5.50" 1.46 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 11.5" -36/ 910V 0/ OH 5.50" 1.46 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.042" @ 9'- 5.7" Allowed = 0.902" MAX TL CREEP DEFL = -0.096" @ 9'- 5.7" Allowed = 1.203" MAX LL DEFL = -0.002" @ 19'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 11.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 18'- 6.0" MAX HORIZ. TL DEFL = 0.028" @ 18'- 6.0" Wind: 120 mph, h=18.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-05-12 9-05-12 load duration factor=1.6, f f f Truss designed for wind loads 5-01 4-04-12 4-04-12 5-01 in the plane of the truss only. l' l' f f T 12 12 5.00 V IIM-4x4 a 5.00 4 4.0" 2.0"ilk M-1.5x4M-1.5x4 00000400000000,000•0 mew 3 we ii. sr r1i O 1 7 lo'-,S 5\ I o M-2.5x4 M-3x8 M-2.5x4 0 ), a, pp c 9-05-12 y y �]�� PROF `6 9-05-12 y y y l �S `.�`�GIIV �/� 1-00 18-11-08 1-00 CJ �' '� 89200PE. `, • JOB NAME: DR HORTON PLAN 3725-A - Cl Scale: 0.3154 � -- . ,__. r _ T WARNINGS: GENERAL NOTES, unless otherwise noted: 010 �t s O* ��I Y � Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Zwiii �,,qp/pp� and Warnings before construction commences. building component.Applicabddy of design parameters and proper 2.Dr4 compression web bracing must be installed where abase+, incorporation of component is the responsibility of the building designer. '''./0‘ \ 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced ae /� '�,(� ZO �` is the responsibility permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced t(TC)an ut their length by sfl Rfty aTttle erector.Additional continuous sheathing such as .411- `L�- DATE: 8/10/2016 the overall structure is the responsibSly of the balding designer, 9 plywood aired here)and/or drywell(BC). f 3.2x Impact bridging or lateral bracing required where shown++ - SEQ. : K2 2 6 6 8 6 2 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no lime should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be appfied to any component. and are for"dry condition"er use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali bearing at ell supports shown.Shim or wedge it EXPIRES: 12/3 1/20_17 necessary. fabrication,handling,shipment and Instefatlon of components. 7.Design assumes adequate drainage is provided. 11,2/''� 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 August V 1 6 TPIIWRCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6,6(114-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 11.5" 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- 8=(-15) 1235 3- 8=(-382) 104 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-1410) 59 8- 6-(-13) 1230 8- 4=) 0) 526 WEBS: 2x4 DF STAND 3- 4=(-1048) 0 8- 5=(-380) 103 LOADING 4- 5=(-1047) 0 TC LATERAL SUPPORT 0= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-1405) 58 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=) 0) 43 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 8RG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -36/ 9105 -43/ 43H 5.50" 1.46 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 11.5" -36/ 9105 0/ OH 5.50" 1.46 DF ( 625) 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. 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 - -0.042" @ 9'- 5.7" Allowed = 0.902" MAX TL CREEP DEFL = -0.096" @ 9'- 5.7" Allowed = 1.203" MAX LL DEFL = -0.002" @ 19'- 11.5" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 11.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 18'- 6.0" MAX HORIZ. TL DEFL = 0.028" @ 18'- 6.0" Wind: 120 mph, h=18.lft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 9-05-12 9-05-12 Truss designed for wind loads f f f in the plane of the truss only. 4-11-15 4-05=13 4-04-12 5-01 f f f 1 f M-2.5x4 or equal at non-structural diagonal inlets. 12 12 5.00 Q" I1M-4x9 Q 5.00 4.0" 9 _ 11411 11 III 11111111111111110 M-1.5x41111 11110. M-1.5x4 3 5 • O I 8 -6 O M-2.5x4 M-3x8 t M-2.5x9 0 y 9-05-12 9-05-12 , � D PRQF�6'S y , �5 �Gi NSE 4,1 1-00 18-11-08 1-00 '14.,/ ' q 89200PE 17� JOB NAME: DP. NORTON PLAN 3725-A - C2 Scale: 0.3065 -^= � _-- 47a\T • I r WARNINGS: GENERAL NOTES, unless otherwise noted: \ '- \ Q 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and is for an Individual -p� OREGON .�.� ' Truss: C2 and vvamin s before construction commences, build component.At. 9 foil po pplkabilhy of design parameters and proper �. 2.2x4 compression web beedng must be Inhaled where shown+, Incorporation of component is the responsibility of the building designer. ��Ayy}} (� 3.Additional temporary bracing to insure stab g 2,Design assumes the top and bottom chorda to be laterally braced at ,/© "�4 2`-'. ��" po ry g Itlty dune construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -/Qa!"/!/�-- IL t- rcthe raafl et Mlay of the erector.Addltbnal permanent bracing of continuous sheathing such as plynsod sheathing(TC)and/or drywall(BC). `R R II s�� DATE: 8/10/2016 the overall structure is the responsbaly of the building designer. 3.21,Impact bridging or lateral bracing required where shown++ 16 SEQ.: K2 2 6 6 8 6 3 4.No load should be applied to any component until after at bracing and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition'of use. 5.Com Trus has no control over and assumes no re 6,Design assumes hill bearing at at supports shown.Shim or wedge it EXPIRES: 12/31/2017 W sponsiblllty for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage g d �'o truss,provided. August 11,2016 6.This design is furnished subject to the Ifmaatbns set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which win be furnished upon request. knee coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(METek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.0" 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- 8=(-37) 1160 3- 8=( -367) 103 BC: 2x4 DF S1oRTP, SPACED 24.0" O.C. 2- 3=(-1329) 63 8- 7=)-34) 997 8= 9=( 0) 447 WEBS: 2x4 OF STAND 3- 4=( -967) 10 8- 5=( -238) 99 LOADING 4- 5=( -959) 9 6- 7=(-1099) 27 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1116) 61 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -96) 30 TOTAL LOAD = 42.0 PSF LETINS: 0-00-00 2-11-00 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -37/ 886V -35/ 42H 5.50" 1.42 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 11.0" -7/ 740V 0/ OH 2.00" 1.18 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TI.--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 = -0.036" @ 9'- 5.7" Allowed = 0.865" MAX TL CREEP DEFL = -0.085" @ 9'- 5.7" Allowed = 1.153" MAX HORIZ. LL DEFL = 0.015" @ 17'- 9.0" MAX HORIZ. TL DEFL = 0.024" @ 17'- 9.0" Wind: 120 mph, h=18.1ft, 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 9-05-12 8-05-04 in the plane of the truss only. 5-01 4-04-12 4-04-12 1-04-02 2-08-06 T f f f 1 f 12 12 5.00 p TIM-4x4 "'c)5.00 99.0" M-1.5x4 2.0" M-1.5x9 3 5 ft- r.+ M-2.5x.4 44. o r:, I Ir- a o I 6 I O M-2.5x4 M-3x8 M-3x8 0 y y y 0 PRO 9-05-12 �`��_- --- e• 8-05-04 k y X53,,N'�`iNEE' ��`�/ 1-00 17-11 , i ' l`��i 89200PE ' �'_ diliOr . TT JOB NAME: DP, HORTON PLAN 3725-A - C3 Scale: 0.3193 unless WARNINGS: GENERAL NOTES, usa otherwise noted: \ >♦ �� 1.Builder and erection contractor should be advised of a0 General Notes / Truss: C3 1.This design is based only upon the parameters shown and is for an indNfdual -1� OREGON �C(,/ and Warnings before construction commences, building component.Applicability of design parameters and proper Al*2 aro compression web bracing must be Installed where shown+, Incorporation or component is the responsibility of the buhding designer, ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !p ,r 14 2a P+. is the responsibhily of the erector.Additional permanent bracing of 2'a.c.and at 10'a.c.respectively unless braced throughout their length by -- -- C1. DATE: 8/10/2016 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ciiiin R 1�� g- the overall structure is Me respoesibfgty of the building designer. 3,Dr Impact bridging or lateral bracing required where shown++ (� SEQ.: K2 2 6 6 8 6 4 4.No load should be applied to any component un61 after all bredng and 4.Installation of trues is the re hty respective contractor. fasteners era complete end at no time should any bthan ads greeter an 5.Design assumes trusses are bebused in a nonconosle environment, TRANS I D: LINK design loads be applied to any component and are for'dry conditionof use. 5.CompuTrua has ne control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shaven.Shim or wedge if EXPIRES: 12/31/2017 necessary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage n Q 6.This design Is furnished subject to the limitations set forth 6 d 9e is truss,and August ,Zfl 6 y 8.Plates shag be located on bath faces o}Truss,and placed so their center TPI/WTCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek VSA,InCJCo 9.Digits indicate size of plate in Inches. InpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.5" TBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-6=(0) 682 6-3=(0) 343 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-639) 0 6-9=(0) 682 3-4=(-839) 0 LOADING 4-5=( 0) 43 TC LATERAL SUPPORT <= 12"OC. DON. 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" -33/ 735V -33/ 336 5.50" 1.18 DF ( 625) Cs=1, Ce=1, Ct=1.l, I=1 14'- 9.5" -33/ 735V 0/ OH 5.50" 1.18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.063" @ 7'- 4.8" Allowed - 0.925" MAX LL DEFL = -0.002" @ 15'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.5" Allowed = 5.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 11.1" Allowed = 0.474" MAX HORIZ. LL DEFL = 0.007" @ 14'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 14'- 4.0" Wind: 120 mph, h=17.7ft, 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. 7-09-12 7-04-12 T 12 5.00 G'" IIM-4x4 12 a 5.00 34.0" 2.0" 1 � M1 a� 2 6 6 O o M-2.5x4 M-1.5x.4 M-2.5x4 0 ,k y y y y 7-04-12 7-04-12 ,� 'gyp PRO��S 1-00 14-09-08 1-00 ,•���;�r1,GtiIVE�,9'./.„.,, 89200PE �r JOB NAME: DP. HORTON PLAN 3725-A - D1 r-�,. Scale: 0.3866 '71401111 � R p� WARNINGS:5: OENERALNOTEb, unless onhhepem ate �R��ON / 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual \ Truss: D1 end Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shovm+. incorporation of component FB the responsibility of Me buHding designer. ,/� 3.Additional temporary bracing to insure stabi8ly during construction 2.Design assumes the top and bottom chords to be laterally braced at /V Y 4 '^O Q�' is the responsibility of the wester,Additional permanent bracing of 2'o.c.and at 10'o.c.respeUNely rakes braced throughout their length by [^� -- C�i DATE 8/10/2016 continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). `R R I L�' `J the overall structure Is the respentsibiFty of the building designer. 3.Dt Impact bridging or lateral bracing required where shown+ SEQ.: K2 2 6 6 8 6 5 4.No load should be applied to any component until after all bracing and 4.(nstallatbn of trues is the responaibiley of the respective contractor. fasteners ere complete and at no time shouts any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibHAy for the 6.Design assumes full bearing at all supports stmwe.Shim or wedge if EXPIRES: 1V31/2017 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 form by 8.Plates shall be located on both faces of truss,and placed so their center August 11,20 16 TPWVTCA in SCSI,copies of vMich will be furnished upon request. Frier coincide with joist center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by • GREG AP.IEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 19'— 9.5" Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #11SBTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 OF f116BTR 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 PIF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PIF Gable end truss on continuous bearing wall UON. M-1x22 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7—04 12 7-04-12 1' 12 T 5.00 IIM-4x4 12 Q 5.00 3 I cr. 2 I m rn m I // ////// ///////////////////////////////////////////7///////////////////////////// \5 OO 0 M-2.5x4 M-2.5x4 y ..1' _ 1-00 14-09-08 w �,' 89200PE r JOB NAME: DP. HORTON PLAN 3725—A — D2 Scale: 0.5127 IrOPIC WARNINGS: GENERAL NO7E3, unless otherwise noted: \ 7 \ Truss: D 2 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 indWMual 7 p OREGON '4./...u,,, and Warnings before construction commences. budding component.Applicability of design parameters and proper S/► '/%w 2 2o4 compression web bracing must be Installed where shown+. Incorporation of component lathe responsibility of the building designer. A L" 2.Design assumes Me top and bottom chords to be laterally braced at '‘,/9, .•I '�4 ?-'3_ , � 3.Additional �' temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of 2 o.c,and at 10'o.c,respeUivefy unless braced throughout their length by --- DATE: 8/10/2016 continuous sheathing such as plywood ghee ing(TC)and/or drywall(BC). ���R L1- the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 2 6 6 8 6 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should arty bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at ad suppoes shown.Shim or wedge if EXPIRES: 12/31/2Q17 shipment necessary. fabrication,handling. pment and Installation of components. 7.Design assumes adequate drainage Is provided. �+ 6.This design Is furnished subject to the lineations set forth by 8.Plates shell be located on both faces of truss,end placed so their center August 11 r��1 U TPI/WTCA in BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits Indicate she of plate in inches. 10.For basic connector plate design values see ESR-1311.ESR-1988(MTek) • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'— 0.0" Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 DF N1&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"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall DON. M—lx2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-06 5-06 T 12 5.00 l;7' 12 `715.0° (I M-4x4 3 I I 2 4 in o m f 1� ///////////// ///////////1///// //////////////////////////////////////////////// //1 5 moi o \\\ o M-2.5x4 M-2.5x9 y y _ i' 1-00 11-00 {{'Ar `rte;' 89200P E .�r • _ i JOB NAME: DP. NORTON PLAN 3725—A — El Scale: 0.6073 ��— / WARNINGS: GENERAL NOTES, unless otherwise noted: \ • \ OREGON 4, ) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shaven and is for an Individual Y Truss: El and Warnings before construction commences. building component.AppgcaHlity of design parameters and proper A 2.aro compression web brad must be installed where shown+, Incorporation of component is the responsibility ng designer. 4 (2- `�' p bracing pa b8tty of the ally deet er. �� Y { 4O � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 1 -V jr is the responsibility of the erector.Additional permanent bredrg of 2'e.c.and et 10'o.c,respectively unless braced throughout their length by --- -- BAT E: 8/10/2016 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), R R I�\ the overalt structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ ` 1+ SEQ.: K2 2 6 6 8 6 7 4.No load should be applied to any component until alter all bracing and 4.Installation of trues Is the responabl ey of the respective contractor, - fasteners are complete and at no lime should any beds greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component, end are le,dry condition'of use. �/ i • B.CompuTrus has no control over and assumes no responsibiilty for the 6.Design assumes lug bearing at all supports shown.Shim or wedge M EXPIRES:R ES: 12/31/2017 necessary. .f �+ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 1.{,20 V 6.This design Is furnished sub$ect to the Imitations set forth by 8.Plates shall be located on both faces of tens,and placed so their center TPVN?CA In SCSI,copies of which will be banished upon request. lines coincide with Joint center Ines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" 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) 375 6-3=(0) 199 BC: 2x4 DF 41&RTR SPACED 24.0" O.C. 2-3=(-971) 0 6-9=(0) 375 WEBS: 2x9 DF STAND 3-9=(-471) 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 HORS 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" -29/ 496V -21/ 21H 5.50" 0.79 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 9'- 1.0" -29/ 995V 0/ OH 5.50" 0.79 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.005" 0 4'- 6.5" Allowed = 0.408" MAX TL CREEP DEFL = -0.015" @ 9'- 6.5" Allowed = 0.594" MAX LL DEFL = -0.002" @ 10'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 10'- 1.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.002" @ 8'- 7.5" MAX HORIZ. TL DEFL = 0.009" @ 8'- 7.5" 4-06-08 4-06-08 12 Wind: 120 mph, h=17.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5.00 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5.00 load duration factor=1.6, Truss designed for wind loads IIM-4x9 in the plane of the truss only. 3 4.0" I 2.0" r n , M I 1 -7,-,o /- 1 -. �- r'n p 6 9 5 -/O 1 M-2.5x4 M-1.5x9 M-2.5x4 .) .) 4-06-08 4-06-08 1-00 9-01 1-00 .,<< .t) PRQ�6, �!Q,' -9200PE �'��'_: JOB NAME: DP, NORTON PLAN 3725-A- F1 Scale: 0.5280 WARNINGS: GENERAL NOTES, unless otherwise noted: \ . \ p� 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an Individual \7 OREGON 44,l, Truss: Fl and Warnings before construction commences. bueding component.Applicability of design parameters and proper \ incorporation of component>s the responsibility a building ''-�` ��,`' 2.2K4 compression web bracing must be installed where shown+. ily f the ally b designer. �� t` �O � ' 3.Addfianel temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'no,and at ea o.c.respectively unless braced throughout their length by A DATE: 8/10/2016 continuous sheathing such as plywood sheathing(TC)and/or drywae(BC). b 1 1 Lk, L Me overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+. (� l..l.� 5 E K2 2 6 6 8 6 8 4.No bad should be applied to eny component until alter ell bracing and 4.Inebriation or trss Ie the re 4 fasteners are complete and at o time should eny bads greater then 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D: LINK design foods 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 al all supports shaven.Shim or wedge N EXPIRES: 12/31/2017 necessary. fabrication,harldleg.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the FmHatbns set forth by 8.Plates shoe be located on both faces of Truss,and placed so their center August 11,2016 TPVWrCA in SCSI,copies of which will be furnished upon request, fines coincide web Joint center sees. 9.Digits Indicate sue of plate In inches. MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(0) 375 6-3=(0) 199 BC: 2x4 DF )11SBTR SPACED 24.0" O.C. 2-3=(-971) 0 6-4={0} 375 WEBS: 2x9 D£ STAND LOADING 3-4=(-971) 0 TC LATERAL SUPPORT <= 12"OC. UON. 4-5=( O) 43 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSE BC LATERAL SUPPORT <= 12"OC. VON. 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." -29/ 496V -21/ 21H 5.50" 0.79 DF ( 625) Cs=1, Ce=l, Ct=1.1, 1=1 9'- 1.0" -29/ 995V 0/ OH 5.50" 0.79 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CREEP 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 = -0.005" @ 4'- 6.5" Allowed = 0.408" MAX IL CREEP DEFL = -0.015" @ 4'- 6.5" Allowed = 0.544" MAX LL DEFL = -0.002" @ 10'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 10'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.002" @ 8'- 7.5" MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.5" 4-06-08 4-06-08 12 12 Wind: 120 mph, h=17.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5,00 2 5 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads TIM-4x4 in the plane of the truss only. 3 4.0" I 2.0" m I cr rtn rn O e 45 --fr. M- .5x9 M-1.5x4 M-2.5x4 Jo y 4-06-08 4-06-08 y 1-00 9-01 y ,l - 1-00 QED PROF C?- 4G1NEE9 `SAO 'Cc- ' :9200P. r /,/�1': JOB NAME: DP. HORTON PLAN 3725-A - F2 Scale: 0.5280 WARNINGS: GENERAL NOTES, unless othepwise noted: 1.Buflder and erection contractor should be advised of all General Notes �� p OREGON .'���, I This design Is baud '(� Truss: F and Warnings before construction commences. boldin component.only upon me parameters ar sewn and k for an individual vidual g ponent.Applicability of design parameters and proper A 2.Soo compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the buitrang designer. `,, • 2.Design assumes the lop and bottom chords to be laterally braced al <0 r 14 20 �4,,. 3.Additional temporary bracing to Insure stablydy during construction pY is the responstbi4oy of the erector.Additional permanent bracing of 2'o.c,and at 1P o.c,respectively unless braced throughout doh length by - DATE: 8/10/2016 the overall structure Is the responsibltty of the buiMing designer, continuous ridging o or such l b acing relywood aired whereC)and/or drywa8(BC). �R RIO- 3.Dr Impact nt truss lateral bracing required shown++ SEQ.: K2 2 6 6 8 6 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsbilrly of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are lor'dry condition"of use. �/ �j��} / no control over and assumes no respons9 rbtty for the 6.Design assures lull bearing at all supports shown.Shim or wedge i( EXPIRES: 1 rC..1 f-112017 ! S.CompuTrus hes fabrication,handling,shipment and Installation of components, necessary. .f 6.This design Is furnished subject to the limitations set forth by T.Dates assumes adequate otdrhi aceage Is provided. August 1 1,2Q 1 6 8.Plates shall a located an both feces of Truss,and placed so their center TP WVICA In BGSI,copies of which will be furnished upon request. fines coincide wRh Joint center lines. MTek USA,lnoJCampuTrus Software 7.6.1i(1 L)E 9.Diggs indicate size of plate In Inches, 10.For basic connector plate design values see ESR-1311,ESR-1988(MtTek) Symbols umbering System General Safety Notes PLATE LOCATION AND ORIENTATION 0 1 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property nal offsets are indicated. )Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I � Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. � diagonal orX-bracin ,is always required. See BCSI. TOP CHORDS g y q ® � tt C1-2 C2-3 _/�6 2. Truss bracing must be designed by an engineer.For WEBS 4 wide truss spacing,individual lateral braces themselves O a, may require bracing,or alternative Tor I p bracing should be considered. "MAiii Ub O 3. Never exceed the design loading shown and never �'° U stack materials on inadequately braced trusses. O a_ 4. Provide copies of this truss design to the building P For 4 x 2 orientation,locate c�s C6 7 C5 6 Q designer,erection supervisor,property owner and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint , required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses wit be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that el' SYP represents values as publisheds ecifiied. Indicated by symbol shown and/or p 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 date of June 1,2013 spacing indicated on design. • if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior 4.11 1 `�0 reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. '- number where bearings occur. 17.Install and load vertically unless indicated otherwise. - Min size shown is for crushing only. I 11 I l4n 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: '&°m'.." ,,g .. 6 u project engineer before use. ANSI/TPII: National Design Specification for Metal ger-,., . ... 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. 1 and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. ay BCSI: Building Component Safety Information, ill l �``y� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, !\ H r ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate '°�' Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 ...® g, 1 MiTekr MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3725-A The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2283845 thru 1(2283846 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. c . 89200PE ter' ii OREGON�� A[�� ."O 1' 14 2Q oN,i- R R 11-\- 1,...4e,,.'"' ., August 17,2016 Baxter,David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads, supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 8=(-15) 1304 3- 8=(-907) 109 BC: 2x4 DF #1&BTR SPACED 29.0" O,C. WEBS: 2x9 OF STAND 2- 3=(-1489) 62 8- 6=(-15) 1309 8- 9=( 0) 579 3- 4=1-1111) 0 8- 5=(-907) 109 LOADING 4- 5=(-1111) 0 TC LATERAL SUPPORT <= 12"OC. (JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1989) 62 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 43 TOTAL LOAD = 92.0 POE 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" -37/ 959V -47/ 47H 5.50" 1,53 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -37/ 954V 0/ OH 5.50" 1.53 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=-L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = -0.047" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.109^ @ 10'- 0.0" Allowed - 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.032" @ 19'- 6.5" Wind: 120 mph, h=18.2ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 10-00 load duration factor-1.6, Trss esignd or 5-05-08 I inuthedplaneeoffthewtrussoonly. 9-06-08 4-06-07 5-05-09 1 1 1 1 1 12 5.00 IIM-9x4 12 a 5.00 4 4.0" i 2.0" • M-1.5x4 M-1.5x4 3 ►y rr c er �� m ! 1 7 yo M-3x9 M-3x4 0 M- 3x8 b nl� p 10-00 y 10-00 y ��Q`GD f�O�� S yl-oo y 20-00 y y ,,�5 ,��G��EE / 1-00 �CV / O • ��� -9200P \ /�-.! JOB NAME: DR NORTON PLAN 3725-A - GOAl Scale: 0.3001 �! WARNINGS: GENERAL NOTES, unless otherwise noted: \ ill \ 1.Builder and erection contractor should be advised of all General Notes 1.Thla n is based ,"'\,\ OREGON ��` Truss: GSA 1 design only upon the parameters shown and la for an Individual end Warnings before constmdion commences, building component.Applicability of design parameters and proper braced throughout their length by 2.2x4 compression web bracing must be Installed where shown+, ieoorporaeos of component Is the responsibility of Me budding designer. 3.Adddional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at .'j l i A 2O #re the responsibility of the erector,Additional permanent bracing of 2'o.o,and at id o.c,respadivefy unless -/_"t ", y DATE: 8/16/2016 continuo.sheathing such as plywood sheathing(TC)and/or drywall(BC). �'��(V7, the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ("f f� S EQ.: K2 2 8 3 8 4 5 4.No bad should be applied to any component until after all bracing and 4.lnstelatbn of truss Is the rssponw billy of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes Misses are to be used in a noncorrosive environment. TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 1 r} 5.CompuTrus has no control over and assumes no resportstbddy for the 6.Design assumes full bearing all supports shown.Shim or wedge H I EXP RES: 1 Ll 31/2017 necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Isprovided. .f /'� 6.This design is furnished subject to the!Imitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center August 1 7,2 V V TPWVTCA In BCSI,copies of which will be furnished upon request. fines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SPZ(iL}E 9.DIgds Indicate size of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'— 0.0" Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF lt16BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF)l16BTR 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 TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 10-00 10-00 12 fi T 5.0012 I IM-4x4 1= 3 4 5.00 li III- it �' 4 v 0 1 I �. 0 5 0 M-2.5x4 /1-00 20-00 ` �� c`?, V ,T /y , �, /, :9200P. �,�� ip �/�' JOB NAME: DP. HORTON PLAN 3725—A — GOA2 Scale: 0.9001 �"! WARNINGS: GENERAL NOTES, unless otherwise noted: I\ 1♦ \ Q Truss: GOA2 1.Builder and erection contractor should be advised of a6 General Notes 1.TMs design Is based only upon the parameters shown and Is for an individual \ 1... \�OREGON w and Warnings before construction commences, building component.AppFceblety of design parameters and proper \� p 2.9c4 compression web bracing must be InstaAed where shown+. incorporation of component is the responsibility of the bolding designer. 1114, .,}.'__-_1 („ 2� T. 3.Additional temporary bracing to insure stability during construction Z•Design assumes the tap and bottom chords to be laterally braced at �� Y 4__22`).- Is the responsibility of the erector.Additional permanent bracing of Y sc.and at 17 o.c.respectively unless braced throughout their length by ll,,- -— t'� DATE: 8/16/2016 the overall structure is Me responsibility of the building designer, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �FiR 1 L�— �J 4.No load should be applied to an corn 3.Ir Impact brldging or lateral pooalbracing required the where shown t SEQ.: K 2 2 8 3 8 4 6 PPu y component untl alter et brad and 4.Installation Olives 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 Ina non,orrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. / 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes full bearing at at supporta shown.SMm or wedge if EXPIRES: : SCJ 3112017 nrecessary. febrtoatle,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4 6.This design is furnished subject to the limitations set forth by 6.Plates shag be located on both faces of truss,and placed so their center - AU9 USt 17,201 6 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L}E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1000(PATO) S ym4 o , - umbering Systemk Generol Safety r , 4 PLATE LOCATION AND ORIENTATION 11/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury ME; Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1t I C1-2 C2-3 ®-/�6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 WEBSmay require bracing,or alternative Tor I 1_! w �i, p bracing should be considered. O Ei 77;. (1?‘g 3 ce r Ub O 3. Never exceed the design loading shown and never a_ y'° 3 U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 C6-7 c54 O BOTTOM CHORDS designer,erection supervisor,property owner and plates 0-1ii from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. on , This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: in Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS p by text in the bracing section of the SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. t..."-. 15.Connections not shown are the responsibility of others. Indicates location where bearings). /\ '/1 ' 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. L Il I r 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal , g p 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. 1 and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. I is not sufficient. BCSI: Building Component Safety Information, M° ' o 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail I ST-GEI20-SP MTek USA,Inc. Page 1 of 2 Li:r,_.._..._ r_—_.,_.___._if-_...� I Typical_x4 L-Brace Nailed To I.._ __---______._—__...,._._ +I 2x Verticals W/10d Nails,6"o.c. i Vertical Stud- < - L. Wit-_ i c +=-.=c-77.---r--= (4) t6dCommon :`�'. \ —..__ -�— Vertical Stud r-- '_-- , Wire Nails BRACE 1Al i ` r MiTek USA, Inc. i~ ,+i -,,_-• 16d Common Wire Nails SECTION B-B `4 .',-::4--.-MINI Spaced 6"o.c. + DIAGONAL BRACE I ' ----.1.- .-_-..� .- In 4'-0"O.C.MAX - — ! (2) 10d Common 1.:l ----2x6 Stud or Wire Nails into 2xfi --V-. I TRUSS GEOMETRY AND CONDITIONS -._ 2x4 No.2 of better '? I SHOWN ARE FOR ILLUSTRATION ONLY. I _.1 ,+ --•Typical Horizontal Brace "� = . ,� Nailed To 2x_Verticals .i`-,-,-. 12 w/(4)-10d Common Nails ! ,..___._. SECTION A-A meq: ' I Varies to Common Truss �......_. _.. � 2x4 Stud ! !---. -i '� �*`-` PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING i DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING AI TO TRUSSES WITH(2)-1Od NAILS AT EACH END. ' r ' - ,. ATTACH DIAGONAL BRACE TO BLOCKING WITH I i 1 i ' ** -------i (5)-10d COMMON WIRE NAILS. � ..- 3x4= )-.' _ B rte,= B ��:� .., 7-- (4)-8d NAILS MINIMUM,PLYWOOD ! 1 ' ` JSHEATHING TO 2x4 STD SPF BLOCK • * -Diagonal Bracing ** -L-Bracing Refer 1 `• Refer to Section A-A to Section B-B ! N. /` 24"Max! Roof Sheathing-----, \ g NOTE: ! _ _�. - ''c_,.. 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ri 'J. ___ �i.,_J . Ay_ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND ;.' WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 11-3" (2)-i0d- �, .�-- 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. . Max. �:` /,. l'" .- ► ►i - - �+ _ (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT :i ,,µ:�; , I•i BRACING OF ROOF SYSTEM. I; :-', ,`� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB ! j -?a -`�I s' + 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 '{,2 <y'- Truss s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. , i:- .- 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A '? Z %' 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / r, • BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. \ ;2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace/ /,/ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 points.,._.._ .;'. \/ COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. . needed s• ;.-'• . TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR i+: `� TYPE TRUSSES, 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall i _...HORIZONTAL BRACE ,_ ,T—__- (SEE SECTION A-A) 2 DIAGONAL Minimum , Stud I Without 1x4 2x4 DIAGONAL BRACES AT ` Stud Size Spacing Brace L-Brace L-Brace BRACE i 1/3 POINTS Species — - i._.. and Grade Maximum Stud Length i 2x4 SP No.3/Stud:12"O.C. 4-3-2 1 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud16"O.C. 3-10-71 4-2-1 5-10-137-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. j 3-3-11 3-4-14 , 4-9-13 6-7-7 9-11-12 ;- Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c.,with Sin 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 7-05 120 MPH--_ __ __ _.__ :ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 'DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.