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Plans (39) rtAbf 201,6 o 0 5 9'2_ 1,I V0/90 5 1/4,0 .(i1A„‘„„a--k-- e . 11:.? p' 1-i'i'V El ji ,,,:,,r4,..../_.,..gi - , , MT. 1. 2016 Li iv Of .fiGARD :;U LA NG DIVISION, G/E 6 ) 2 (2;/ 14-09-OB / DR HORTON SPAN PLAN 3725 "A" 3 -7, • , , I I , , , 1 , 1 GARAGE LEFT 1 2 3 5/12 1-0-0 0/H 1 2 3 4 5 6 7 8 9 040 , (I) t 1 I 2 3 I . 1° 25# SNOW LOAD OD LD 1 co r"--- 01 1..416(1 Ali k wilt CHUCK HOLT Ainibia4 ,, 1/30/2013 4;11111 R. I . 1 II it Pi 1 GIRDER r . 1 .111111117MMIUMMUMMIMMMIIII. 111.111 'VS IIIIIIPANG/E 71 ! II 6 8 l 1 LU 1111/ flip - g 0, OD 11-00-00 I io SPAN 6) 111114 III I I 1 - 7 1 . G/E Cf:Z5, )' ), .18-11-08 Si)AN iflowzrz.-4-.--5minum.! 9-01-00 n SPAN 6, 0M 0 • I-. tO D* rt .... n a a c c En , G/E (0) DR HORTON 1 PLAN 3725 "A" 14-09-08 (fi) 2 I SPAN 3 GARAGE RIGHT I I E 5 4 3 1 I 5/12 1-0-0 0/H i 9 8 7 6 15 4 3 2 1 25# SNOW LOAD i 1 4 4 3 2 1 4! ,i f�i) '13° �o `D U 1 I CD c 111: �1 etI0► All\_ LIQ �� r �.'_ r ce*� 411111 ,PCHUCK HOLT 1/30/2013s 83 �� l �wl� 411111 I I I i l J `1 I r 2 \12 3 I 4 1714 CD 11 CD 5 21-01-00 5 CD CL fi SPAN 6 a (;_i;) Ito 7 • 4I9 �1 R/S \ / 1 1 SPAN00 l.� (k..1.7)III IIG/E (JED;� 18-1 i-08 LII......... ....11..4// -11- (70A 9-01-00 a SPAN y to n 0 a v C C N H 7 MiTek MiTek USA, Inco 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. ' <-!Ck P R OF�ss (;co t• 1 N E,F,9 /p 2 cc 89200P �r LOREGON ILS <0 1)' 14 2Q�` SFR R 1 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=1 0) 43 2- 8=(-10) 1937 3- 8=(-465) 125 BC: 2x4 OF ##1&BTR SPACED 24.0" O.C. 2- 3=(-2192) 65 8- 9=( 0) 1261 8- 4=( 0) 779 WEBS: 2x4 IF 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2192) 65 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 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, 1=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0,- 0.0" -44/ 1253V -73/ 73H 5.50" 2.01 DF ( 625) 2 1.5" -44/ 1253V 0/ OH 5.50" 2.01 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • 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 in the plane of the truss only. 7-01-08 6-05-04 6-05-04 7-01-08 T 1' -1` T 12 12 5.00 D M-4x6 a 5.00 4.0" 4 .f-'4f 1111KAlliiik' M-1.5x4 M-1.5x4 3 c els 1 _S KII l_. -fir 7 ', o _ 8 9 6 O o P1-4x4 M-3x4 M-3x6(5) M-3x4 M-9x4 0 9-03-04 8-07 9-03-04 ��13 P R QF 15-11 y y i co . GINE S,/ 11-02-08 i 1-00 27-01-08 1-00 t Q/ 89200PE \',r , JOB NAME: DR HORTON PLAN 3725-A = Al Scale: 0.2178 {-......:14 �� • WARNINGS: GENERAL.ThisNOTEb, unkopss the otherwise mete: \ \ OREGON Cu/! 1.Builder and ercetlon contractor should be advised of all General Notes 1.This design b based only upon 8x parameters shown and Is for an Individual \ w Truss: Al and wanes before conatnrctton commences. buldm component.A N� Warnings g po Applicability of design parameters end proper p L Dc4 compression web bracing must be metalled where shown+, incorporation o}component N the responelbgky of the but/ding designer. 2�\ 3.Additional temporary bracing to Insure stability during construction 2.Design and el lea the fop and bottom chorda to be laterally braced at \ -�(�, ' la the ra qty of the erector.Additional permanent bracing of 7 at iff o,c.respectively unbar braced throughout their length by -- t�`- aponab continuous sheathing such as plywood sheathing(TC)andior drywall(BC). - �R R l s+� DATE: 8/10/2016 the overall structure is the responsibility of the building designer. 3.Dc Impact bridging or lateral bracing required where shown++ SEQ.: K2 2 6 6 8 5 3 4.No bad should be epptied to any component until alter all bracing and 4.Installation of truss is the responsibility el the respectNe contractor. - fastener,'are complete and at no time should any beds greater than 5.Design assumes hisses are to be used in a non-corrosive environment, T RAN S I D: LINK design bade be applied to any component. and are for dry condition"of use. 5.Compares has no control over and assumes no responsibility for the 6.Design assumes NII bearing et an supports shown.Shim or wedge H necessary. handling, EXPIRES:. 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 I r 2016 6.This design is furnished sub)ect to the Iknlations set forth by 8_Plates shall be located on both faces of truss,and pieced so their center Tp4WTCA in SCSI,copies of which wit be furnished upon request. Anes coincide with Joint center fines. 9.Digds indicate size or plate in Inches. MITek USA.Inc./CompuTfus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'— 1.5" Wind: 120 mph, h=19ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1 BTR SPACED 24.0" O.C. load duration factor=l.E, TC LATERAL SUPPORT <= 12"0C. 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 = 92.0 PSF Gable end truss on continuous bearing wall UON. 'l-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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-06-12 • r 13-06-12 12 5,00 I)M-9x4 12 3 5.00 2 I 9 v o I S O M-3x6(S) f o M-2.5x4 M-2.5x4 • I PR• 11-02-08 ��/ ` u 15-11 q`S4 1-00 27-01-08 /'44, 1-0,, -p', 89200PE ,v..... JOB NAME: DR NORTON PLAN 3725—A — A2 Scale: 0.3053 / _._. 0 Miim S ) . WARNINGS: GENERAL NOTES, unless otherwise noted: '� (}�'; 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and is for n individual 'i\'� OREGON ' lci. Truss: A2 and Warnings before construction commences, building component.Applicability of design parameters and proper :A� 1 ' t 2.2x4 compression web bracing must be installed where shown+. incorporation of component b the responsibSty of the busding designer. 2� - �'\ " 3.Additional temporary bracing to theme stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at - 1 Q, Io the responsibility of the erector.Additional r o.c.and at 10'o.c.respectively unless braced throughout their length by --- V� apo bur permanent bracing of continuous sheathingsuch es plywood sheath \� - +i 1 I�� DATE: 8/10/2016 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where C hang 0n drywall(BC). S E K2 2 6 6 8 5 9 4.No load should be applied to any component until alter ell bracing and 4.Installation of truss b the responsibility Q festenere em complete and at no time should anyloadsgreater than 5.De tbeused of the ne oo,trespectna connector. p sign assumes busses are to be In anon-cortosNe environment, TRANS I D: LINK design foada be applied to any component, and are for`dry confit on'of use. �/ J gy for the 6.Design assumes full bearing at e0 supporta shown,Shim or wedge if E P I R ES: 1231/2D17 5.CompuTrus has no control over and assumes no responslbl necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center August 11,201 6 TPUWrCA In SCSI,wpbs of which wE be furnished upon request. lines coincide with joint center lines. MiTek USA Inc,/Com uTfus Software 7.6.6 E 9.Digits indicate size of plate In inches. 1 L Inc./CompuTrus ( )- 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 27'- 1.5" INC 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) 109 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-2353) 45 12-14=(0) 1666 12- 9=( 0) 498 3- 9=(-1924) 0 14-10=(0) 2087 5-13=(-1550) 0 LOADING 4- 5=(-1617) 29 13- 6=( 0) 194 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -254) 43 13- 7=(-1550) 0 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) -254) 43 8-14=( 0) 498 TOTAL LOAD = 42.0 PSF 7- 8=(-1617) 29 14- 9=( -500) 109 OVERHANGS: 12.0" 12.0" 9- 9=(-1924) 0 • Snow: ASCE 7-10, 25 PSF Roof Snow(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. ADEL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE 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 DEFL = -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'- 8.0" T f T T ,I 13-06-12 13-06-12 f I,/ Wind: 120 mph, h=19ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5-11-09 4-05-07 2-03-14 2-03-14 4-05-06 5-11-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1. 1 f f f f f f f load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 "M-4x4 Q 5.00 in the plane of the truss only. 4.0" M-3x4 6 � � M-3x9 • M-2.5x4 ....111411111L- • 2.5x4 2.0" �� r ::: M1.5x4 ! J[ 154 cn M 0 2 12 14 tM-3x6 M-4x6 M-1.5x4+ M-4x6 M-3x6 • o l0 0 y M-y.5x9+ �5#SHS-3x10 yS) y o ^ n Oc 10-03-04 6-07 10-03-04 �� Gti ``�� 915-11 11-02-08 ' S9�O�P E �\ly ,i- L_ . - -i-oo 27-01-08 • 1-00 � �_1 / 7 JOB NAME: DR NORTON PLAN 3725-A - A3 Scale: 0.2053 ' WARNINGS: GENERAL NOTES, unless otherwise noted: \7 . OREGON ��. ��`I.1.Builder and erection contractor should be advised Mall General Notes 1.Thin design is based only upon the parameters shown and Is for an individual /� A 14 �6' Truss: A3 and Ntamings before construction commences. building component.Applicability of design parameters and proper , 2,aro compression web beadsq moat be installed where shown+, incorporation of component fa the responsibility of the building designer. �� • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at � �R i LV. Is the responst%ity of the erector,Additional permanent bracing of 7 d.e.and at 10•hIeo.crespectively as sly coedunless braced throughout their length by continuous sheathing such as plywood aheething(TC)andfor drywall(BC).DATE: 8/11/2016 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 5 4.No bad should be applied to any component until after a%bracing end 4.Installation of truss is the responsibility of the respective contractor. 12/31/2017 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a non•corrosNe environment. EXPIRES: TRANS I D: LINK design beds be applied to any component. De are reams condition"of use. 5.CompuTrue has no control over and assumes no responsibl%ty for the 6.Design assumes full bearing et e%supports shown,Shim or wedge if necessary. August 11,2016 febrtcatlon,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. 6.This design is furnished sub(ect to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center TP WYTCA In BCSI,copies of which w%1 be furnished upon request. lines coincide with john center tines. MiTek USA Inc./CompuTrus Software 7.6.6(11)-E 9,Digits indicate size of plate In inches. 10.For bask connector plate design values see ESR-1311.ESR-1808(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX. MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 93 2-11=1-13) 2077 3-11=) -512) 103 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-2392) 98 11-13=( 0) 1662 11- 9=( 0) 506 3- 4=(-1905) 0 13-10=(-23) 2122 5-12=1-1616) 0 LOADING 9- 5=1-1619) 33 12- 6=( 0) 223 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -209) 94 12- 7=1-1616) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -209) 43 8-13=( 0) 519 TOTAL LOAD = 92.0 PSF 7- 8=(-1598) 32 13- 9=) -517) 115 OVERHANGS: 12.0" 0.0^ B- 9=(-1928) D Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=)-2369) 56 Cs=1, Ce-i, Ct-1.1, I=1 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 -68/ 73H 5.50^ 2.05 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 27'- 1.5" -2/ 1220V 0/ OH 5.50" 1.95 DF ( 625) non-structural verticals. 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" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.918" @ 16'- 9.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.617" @ 16'- 10.3" Allowed = 1.747" MAX HORIZ. LL DEFL = 0.037" 9 26'- 8.0" MAX HORIZ. TL DEFL = 0.063" @ 26'- 8,0" 13-06-12 ! 13-06-12 Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-09 4-05-07 1 T 0-1.4 ,2-01-081 , 4-05-06 5-11-10 load duration factor=l.6, 1Truss designed for wind loads 12 2-01-08 1-00-04 in the plane of the truss only. 5.00 1/1,11-4X4 12 Q 5.00 4.0" 6 M-3x4I. -" M-3x4 M-2.5x4 M-2.5x4 2.0" " i 12 c a. M-2.5x4 M-1.5x4 co M-1.5x9 0 r 0 6-00 I / u ill M tri m PPM m r 0 11 13 10 0 o M-3x6 M-4x6 M-1.5x4+M-4x6 1 M-3x6 0 M-1.5x4+ MSHS-3x10(S) .1' y 10-03-04 - 6-67b°4 10-03-04 i.'�� .1NL ',-� Ca�� 15-11 y 11-02-08 � � � �� y ,. /2/ 89200PE te `, 1-00 27-01-08 • r ' i 1 JOB NAME: DR HORTON PLAN 3725-A - A4 Scale: 0.2266 1�Qty\ a 'L- {�J WARNINGS: GENERAL.NOTES, unless otherwise noted: '\ y O O1�7A t�/ 1.Buffer and erection contractor should be advised of all General Notes 1.This design N based on upon Me ,4 ♦� Truss: A4 only ab parameters parameters and Is for r individual �� 4� 1 4 �O and Warnings before construction commences. building component Appgcabitfy of design parameters eM proper �'‘, i�/ 2.aro compression web bracing must be Installed where shown+, Incorporation of component Is the responsfbllty of the building designer. - �1 2 {t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the[op and bottom chorda to be laterally braced at • 'R R I r+' DATE: 8/11/2016 the overall st uis the �cturatity os theere oor.Additionallopermanent bracing of n o.c.and at 10 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). p Ally of the building designer. 3.2x Impact bridging or lateral bracing required where shovm.+ SEQ. : K 2 2 6 6 8 5 6 4.No bad should be applied to any component until after ail bracing and 4,Installation of tnrsa 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, EXPIRES: 12/31/2Q17 1 Gn/ i,/ I I ZQ 7 I TRANS I D: LINK design bads be applied to any component and ere for-dry condition"or use. /� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NO bearing et ail supports shown.Shim or wedge B August 11 2 V 16 necessary. fabrication,handling,shipment end installation of components, r 'n Is famished subject 7.Design assumes adequate drainage is provided. S.This design Ject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center TPVWPCA In BCSI,copies of which will be furnished upon request. Anes coincide with Joint center Roes. MiTek USA,IncJCompuTrus Software 7.6.6(1L}E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-f 311,ESR-1958(M1Tek) 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: 2x9 DF 111613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 93 2- 7=(-25) 1997 3- 7=(-957) 125 BC: 2x4 DF )t1&BTR SPACED 24.0" O.C. 2- 3=(-2202 WEBS: 2x9 DF STAND ) 68 7- 8= 0) 1287 7- 4=1 0) 771 3- 4=(-1931) 60 8- 6=(-33) 2D35 9- 8=1 0) 838 LOADING 9- 5=(-1986) 69 8- 5=1-519) 134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2282) 75 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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" -95/ 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/290, 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=19ft, 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 . 1' T T 7-01-08 6-05-04 6-05-04 7-01-08 1 1` T T l' 12 5.00 12' M-4x 6 12 a 5.00 4.0" 4 ,f-,( uv • M-1.5x4 M-1.5x4 341111s1 6 er 1 0 ]=121 SA -il! .t r 7 8 Io M-9x9 M-3x4 M-3x6(5) M-3x4 M-3x6 0 y y y 9-03-04 8-07 y 9-03-04 y � EO PROF` _ y 1-00 27-01-08 /Cc- , 89200PE vfir JOS NAME: DR HORTON PLAN 3725-A -AS Scale: 0.2266 /. WARNINGS: ` GENERAL NOTES, unless 11\se and the parameters shown and is for an individual � Truss: A5 and Warnings before construction commences, buBding campone d.Applicability of design parameters and proper �/A�p p- Inco ration of component is the responsibility "t,.(1 A K• 2 2x4 compression web bracing must be Installed where shown.. P expo sibliity of the building designer. ♦ - 3.Additional temporary brat to Insure stab 2.Design assumes Me to and bottom chords to be laterally braced at Y 2-23":11'''44:.' � Po ry m9 stability during construction p �' .�� 1 4 LO Is the responsibllay of the erector.Additional permanent bracing of 2'o.c,and at 10•a.c.respectively unless braced throughout their length by - - C continuous sheathing sheathi g such as plywood sheathing(TC)and/or drywa6(BC). R L� DATE: 8/10/2016 the overall structure Is the responsibWty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. _- SE Q 2 2 6 6 8 5 7 4.No bad should be applied to any component urd8 after a8 bracing end 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 noncorrosive environment, TRANS I D: LINK design bads be applied to any component, and are for"dry condition^of use. y�/ 1 C �y 7 5.Com uTrus hes no control over and assumes no re 8.Design assumes fait bearing et all supports shovm.Shim or wedge if EXPIRES:F RCS: 1 G[ 1/2Q P sponslbility for the necessary, August fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, q 1 1,2Q 1 6 B.This design Is furnished subject to the 8maatIons set forth by 8,Plates sha8 be located on both feces of tons,and placed so their center TPVWfCA in SCSI,copies of which Wil be hanished upon request. lines coincide with Joint center fines. MiTek LISA,IncJCo 9.otg8e indicate size of plate in inches. mpuTtus Software 7.6.6(1 L)-E 10.For bask:connectorlate design gn 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 #16BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, TC LATERAL SUPPORT <= 12"OC. UON. Truss designed for wind loads 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(Rs) 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 IOC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-06-12 13-06-12 T 12 f T 5.00 p I IM-4x4 12 3 Q 5.00 a ' ........igill , . M ,, 1 NINVii/ 1 I 0 0 • M-3x6(5) o M-2.5x4 M-2.5x4 15-11 11-02-08 ��O'� GI 4(V� . j� As0� y 1-00 27-01-08 Cc, 89200PE �r'�� JOB NAME: DR HOP.TON PLAN 3725—A — A6 Scale: 0.3079 ,_ WARNINGS: GENERAL NOTES. unless otherwise noted: 7\10:-\--- ,. [} Truss: A 6 Builder and erection contractor should be advised of all General Notes 1.Thisdesign is based only pl upon y c parameters wagear shown and Is for an individual \ ,,qq OREGON pA. and Warnings before construction commences. building component.Applicability of design parameters and proper �� r�� N. - 2.2k4 compression web bracing must be installed where shown+, incorporalbn of component la the responsibility of the building designer. = tJ la° �{ 3.Addotanat temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be latera Ay braced at /© I 14 T is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by - (], DATE: 8/10/2016 continuous sheathing such as plywood sheething(TC)and/or drywalt(SC). •iii . I I1 1 L� V the overall structure la Me responekrlAy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ _ SEQ.: K2 2 6 6 8 5 8 4.No bad should be applied to any component until after all bracing and 4.installation of torn is the responsibility of the respective contractor, fasteners are complete and at no lime should any bads greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry conditiono!ux. 5.CompuTrus has no control over end assumes no responsibility for the 6.nDec ssassumes ssu ses Ill bearing at all supports shown.Shim or wedge If fabrication.handling,shipment arW Installation of components. ry. EXPIRES:�+ ____12/11/2111_ 6.This design Is furnished sub)ect to the limitations set forth by B.Design assumes locatedadequate drainage Is provided. August r 2 L7 B.Plates shell be on both faces of hues,and placid so their canter TPIIWTCA In SCSI,copies of which w4A be furnished upon request. fines coincide with Joint center Ines. MTek USA,Inc./CompuTrus Software 7.6.6(114-E 9.Diggs Indicate size of plate M 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 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) 43 2- 8=(0) 1439 3- 8=(-336) 92 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1638) 90 8- 9=(0) 958 8- 9=( 0) 518 3- 4=(-1939) 3E 9- 6=(0) 1439 4- 9=( 0) 518 LOADING 4- 5=(-1934) 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 <= 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 HORS BAG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I-1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -38/ 1000V -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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT-_ -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 = 1.394" MAX LL DEFL= -0.002" @ 22'- 1.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ 221- 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=9.2,BCDL=6.0, ASCE 7-10, 10=06-08 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 5-07-06 4-11-02 4-11-02 5-07-06 Truss designed for wind loads f f f ' . in the plane of the truss only. 12 12 5.00 p IIM-4x9 -' 75.00 4.0" 4 MI -, 0" M-1.5x4 M-1.5x4 3 5 MM • 8 9 \SII o i o M-3x4 M-2.5x4 M-3x6(5) M-2.5x4 M-3x4 0 y y y J., 7-03-01 6-06-13 7-03-01 O n - 11-11 9-02 y C-,�- CI1NEF `S`3/ 1-00 21 0l �,° y y y1-00y ' 44.1/ 'S'• 59200PE JOB NAME: DR HORTON PLAN 3725-A - B1 Scale: 0.2806 WARNINGS: refit �� AR udder GENERAL NOTES, unless otherwise noted: ;'\\ OREGON * 40ri,, 1.Budder and erection contractor shouts be advised of all General Notes I.This design at based only upon the parameters shown and at for an Individual Truss: B1 and Warnings before construdjon commences. buddingcomponent.Applicability of design �qq/� � Po Pd ny Ig parameters and proper G K L 21c4 compression web bracing must be installed where shown a. Incorporation of component is the responsibility of the building designer, '� •�I 1 2 Design assumes the top and bottom chords to be latera braced at 3.Addd14 2O' ��' brrel temporary broctrug to insure stability during construction ' • Is the responsibility of the erector.Additional 2'o.c.and et 1 d o.c.respectively unless braced throughout their length 414:.- ' �, -- -- aY permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or I Ui t l DATE: 8/10/2016 drywaflsc f� 1�1- the overall structure is the responsffidlly of the building designer. 3.2x impact bridging or lateral bracing required whero shown«* - - SEQ.: K'' 6 6 8 5 9 4.No bad should be applied to any component until atter all bracing and 4.Installation of truss ie the respona3rifdy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design eseumes busses era to be used in a noncorrosive environment, TRANS -ID: LINK design bads be applied to any component. and are for"dry condition of use. i 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing et all supporta shown.Shim or wedge If EXPIRES: 12/31/24 necessary. fabrication,handling,shipment and Instadatton of components. 7.Design assumes adequate drainage Is provided. �1f1 C This 6.Thdesign is furnished subject to the tmdations set forth by 8.Plates shall be batted on both faces of truss.and placed so their center August 11,LU 1 L.7 TP WVTCA in SCSI,copies of which will be banished upon request. lines coincide with Joint center fines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./Comp uTnus Software 7.6.6(1 L)-E 10.For bast connector plate design values see ESR-1311,ESR-1988(MTek) 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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 8=(0) 1439 3- 8=(-336) 92 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-1638) 40 8- 9=(0) 958 8- 9=( 0) 518 3- 4=(-1434) 36 9- 6=(0) 1939 4- 9=( 0) 518 LOADING 4- 5=(-1934) 36 9- 5=(-336) 92 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1638) 40 BC LATERAL SUPPORT 4= 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, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -38/ 1000V -51/ SiN 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 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" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.052" 0 7'- 3.1" Allowed = 1.008" MAX TL CREEP DEFL= -0.124" 9 7'- 3.1" Allowed = 1.344" MAX LL DEFL = -0.002" 9 22'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 22'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" 9 20'- 7.5" MAX HORIZ. TI DEFL = 0.033" 9 20'- 7.5" 10-06-08 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-06-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=l.6, 5-07-06 4-11-02 4-11-02 5-07-06 Truss designed for wind loads f f f f f in the plane of the truss only. 12 I I M-4x4 12 5.00 p 05.00 M-2.5x4 or equal at non-structural diagonal inlets. 9.0" 9 �1 M-1.5x9 M-1.5x4 30", 5 1 AIIIIIII 8 9 • o M-3x4 M-2.5x4 M-3x6(S) M-2.5x4 M-3x4 0l y y y ,i, 7-03-01 6-06-13 7-03-01c-� y 11-11 y 9-02 y <> �V PR�,_ yl-ooy 21-01 y y , �� -�NGti�E�6) . ',cc7�' 1-00 ''` ' 89200PE `17 `\ , '' ,, 11111111117°:: :11,- JOB NAME: DR NORTON PLAN 3725-A - B2 Scale: 0.2806 -' W 1, udder GENERAL NOTES,gnisbunlessotherwisenoted: ` OREGON p, ].Bulkier and erection contractor should be advised of ail General Notes t.•This design k based only upon the parameters shown and is for an individual � �qp/� Truss: B2 and Warnings before construction commences, building component.Applicability of design parameters and proper • , 87 L 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. % L ♦ •� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda b be laterally braced at <0 r 1 4 2O " Q�y'�` le the responsibility T o.e,and at 10'o.c.respectively unless braced throughout/heir length by • ----- spun gilt'of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(7C)TC and/or d 's`'L R I t DATE: 8/10/2016 sp llty of the building de ad 9( ) ywell(BC). (l 1 r the overall structure is the ro onslb g signer. 3.2z Impact badging or teterci bracing required where shown++ 4.No load should be applied to any component until alter all brad and 4.Installation of tries le the responsibility of the respective contractor. -- EQ.: K 60 � p _ __ fee/mere are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'dry conddlon"of use. �( (� 5.CompuTrus has no control over end assumes no reeponsibikty for the 6.Design assumes full beating at all supports shown.Shim or wedge f1 EXP 1 RES: 1� �/2111 nexssery. fabrication,handling,shipment and tnstsgetion of components. 7.Design assumes adequate drainage is provided. August 11,2016 ` 6.This design is furnished subject to the limitations set form by 8.Plates shag be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of vfiich will be furnished upon request. fines coincide with bird sector fines. MTek USA,IncJCompuTrus Software 7.6.6 1 L E 9.Digits indicate size 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 21-01-00 GIRDER SUPPORTING 27-01-0B IBC 2012 MAX MEMBER FORCES 4WR/GAF/Cq=1.00 TC: 2x4 DF #1aBTR 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 #l&BTR 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 4- 6=( -218) 2676 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. 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 BAG REQUIRED BAG 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) i- ( 2 ) complete trusses required. 21'- 1.0" -609/ 6448V 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. A/ 9" oc in 1 row(s) throughout 2x4 top chords, J�(vx\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.159" @ 10'- 6.5" Allowed = 1.008" MAX TL CREEP DEFL = -0.376" @ 10'- 6.5" Allowed = 1,344" , MAX HORIZ. LL DEFL = 0.037" @ 20'- 7.5" MAX HORIZ. TL DEFL= 0.062" @ 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=l.6, Truss designed for wind loads in the plane of the truss only. 10-06-08 10-06-08 f '( 6-01-10 4-04-14 4-04-14 6-01-10 ' T T T ' 12 12 5.00 l:". 17M-6x6 ''77.15.00 6.0" 3 ,F-,( diti M-3x8 • 3.5" M-3x8 2 4 00 A M-7x14 M-7x14 rt010° o I I _-_ 1 1 4 , 0 1 6 7 8 6 O o M-3x10 M-3x10 M-8x10 M-3x10 M-3x10 0 MHS-7x10(S) y y 1" l y 5-11-14 4-06-10 4-06-10 5-11-14 y 11 11 y 9-02 y i' S-``- �FEcS,+ y y ; �5 ,��G EES; ' /- 21-01 L[Q:' 89200PE \<- v JOB NAME: DR NORTON PLAN 3725-A - B3 Scale: 0.3041 ,C 1A1 WARNINGS: GENERAL NOTES, unless otherwise noted: 1 r 1.Builder and erection contractor should be advised of all General Nuts 1.Thus design Is based only upon the parameters shown and is for an individual \ 7Q's y OREGON ;,��4/ Truss: B3 and warungs before construction commences. building component.Applicaluoty of design parameters and proper �(� incorporation of A 2.3x4 compression web bracing must be Installed where shown+. rpo parent is the respohsibgdy of I.building designer. �O ,' t., 14 O A. . 3.Additional temporary bracing to insure stebllily during construction 2.Design assumes the lop end bottom chards to be throughout laterally braced et / 2 is the reeeth permanent bracing of a o.c.and at 70'o.c.respectively unless traced throughout their length by - spo git'of the erector.Additional continuous sheathingsuch as n i�` DATE: 8/10/2016 the overall structure is the responsibifty of the budding designer. plywood sheath here)hoar..drywan(ec). !i 's 3.2s Impact bridging or lateral bredrg required where shown++ SEQ. : K2 2 6 6 8 61 4.No road should be applied to any component until eller ell bredeg and 4.Inataftetion of truss is the respornialey of the respective contractor. fasteners are complete and at no time should any loads greater then 5,De6gn assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. ane are for dry condition'of use. • 5.CompuTrus hes no control over and assumes no responsibMty for the 6.Design assumes lull bearing a1 at supports shown.Shim or wedge if EXPIRES: 12/31/2,017 necessary. �j fabrication,handling,shipment and ihstaDatbn of components. 7•Design assumes adequate drainage Is provided. August 1 ,20 6 8.This design is furnished subject to the teeattons set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPNNTCA In SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate etre or 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(MiTek) This design prepared from computer input. by GREG AR/EL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 4116BTR 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" 0.C. 2- 3=(-1905) 58 8- 6=(-13) 1230 8- 9=1 0) 530 WEBS: 2x4 DF STAND 3- 4=(-1047) 0 8- 5=(-380) 103 LOADING 4- 5=1-1047) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF 5- 6=(-1405) 58 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 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 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 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" @ -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, 9-05-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-05-12 load duration factor=1.6, f Truss designed for wind loads 5-01 4-04-12 4-04-12 5-01 in the plane of the truss only. ' ' f '1 f 12 12 5.00 p I IM-4x4 a 5.00 4 4.0" 0 M-1.5x9 2.0" M-1.5x4 3 e. ,-r I J. f-I 1 � 7 -n' I 8 5 M-3x8 CD M 5x9 M-2.5x9 0 y 1." ©p O `s9-05-12 9-05-12 ,. � � ' yy � .GfVE /p c ,�l-oo 18-11-0e 1-00 , 8920OPE. • JOB NAME: DR NORTON PLAN 3725-A - Cl Scale: 0.3154 ''Q� /� en 7 WARNINGS: GENERAL NOTES, unless otherwise noted: i e 4 - 1.Budder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters show)end is for an Individual `, �‘ O' ON - L/ Truss: C1 and Wamings before construction commences, budding component.A v ppficabHdy of design parameter and proper �, i/rap^ ( i L 2.aro compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer, 'o "i 2� _ - 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at \ is the responsibility of the erector.Additional permanent bradeg of Y o.c.and et 1 e o.c,respectively unless braced throughout their length by -``-- C. DATE: 8/10/2016 continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). 4147/R 1 LN- J the overall structure le the responsib9ly of the building designer. 3.at 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 an bracing erns 4,Installation of truss is the responsibility of the respective contractor. fastener ere complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a 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 fact bearing et all supports shown.Shim or wedge 1} EXPIRES: 12/31/20 1 7 necessary, fabrication.handling,shipment and Instaladon of components. 7,Design assumes adequate drains + 6.This design is furnished subject to melmdationsset forth 8 9 9ereprAU9USL 1 ,2Q16 ,Plates shad h be located on both feces of truss,uss.een d placed sa their center TPI/WTCA In SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. Weir USA,IncJCompuTrus Software 7.6.6(1 L}E 9.Digits Indicate size of plate in Inches. 10.For bask connector plate design values see ESR-1311.888-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 11.5" IBC 2512 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 8=(-15) 1235 3- 8=(-382) 104 BC: 2x4 DF #15BTR 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 <= 12"OC. LION. 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 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 BAG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -36/ 910V -43/ 43H 5.50" 1.46 DF ( 625) Vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 11.5" -36/ 910V 0/ OH 5.50" 1.46 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 = -0.042" @ 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=l.6, 9-05-12 9-05-12 Truss designed for wind loads I in the plane of the truss only. 4-11-15 4-05-13 4-04-12 5-01 f I I I I M-2.5x4 or equal at non-structural diagonal inlets. 12 12 5.00 p IIM-4x4 ."C15.00 44.0" v M-1.5x9 M-1.5x4 3 ►1 �y y 1 ,. -� `N.7� 1 I 8 6 o M-2.5x4 M-3x8 M-2.5x4 0 y 9-05-12 9-05-12 �� D�� 1-00 1a-11-oa y c:3 ,��GIIVE �'/� tc, , 1-00 �� 89200PE < 1 JOB NAME: DR HORTON PLAN 3725-A - C2 Scale: 0.3065 : r..�_... r WARNINGS: GENERAL NOTES. unless otherwise rated: u` i I.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parametere shown and Is for an Individual Truss: C2 -� �p/�OREGON , and Warnings before construction commences. bugdMg component.Applicability of design parameters and proper G % N ' 2.2x4 compresabn web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. i L 1•�• 3.Additional temporary bracMg to insure stability during eonstruction 2.Design assumes the top and bottom chords to be laterally Waved al O ` '' 2O-��r is the roe permanent bracing of Y o.c.and at 10'o,c.respectively unless braced throughout their length by - responsibility of the erector.Additbnal continuous sheathing such as plywood sheathing(TC)and/or dryweg(BC). -, DATE: 8/10/2016 the overall structure is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+r• '''Ll- R1=110". S E Q. : K2 2 6 6 8 6 3 4.No bad should be applied to any component until alter all bracing and 4.Installation of tries is the responsubgity of the respective contractor, fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D• LINK design beds be applied to any component and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 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 forth by 8.Plates shag be located on both faces of truss,and placed so their center August 11,201 6 TPWYrCA in SCSI.copies of which inS be furnished upon request. knee coincide with joint center lines. 9.Digits indicate size at plate in inches. MTek USA,IneiCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) 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: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 93 2- 8=(-37) 1160 3- 8-) -367) 103 BC: 2x9 DF#tl&BTR SPACED 29.0" O.C. 2- 3=(-1329) 63 8- 7=(-34) 997 8- 4=( 0) 497 WEBS: 2x9 D£STAND 3- 9=( -967) 10 8- 5=) -238) 99 LOADING 4- 5-( -959) 9 6- 7=(-1099) 27 TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1116) 61 BC LATERAL SUPPORT <= 12"OC. LION. 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) 0'- 0.0" -37/ 886V -35/ 12H 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 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" @ -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 = 0.029" @ 17'- 9.0" Wind: 120 mph, h=18.1ft, TCDL=9.2,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. 1' . f 5-01 4-04-12 4-04-12 1-04-02 2-08-06 T - . . . T 12 12 5.00 G"- IIM-4x9 °22]5,00 4.0" 4 • M-1.5x4 2.0" M-1.5x9 3 5 owr,. M-2.5x4 a o rn I t 1 w ' lm I 8 7 I O CD M-2.5x4 M-3x8 M-3x8 y y y � � P R�F cn 9- 05-12 8-05-04 1=00 17-11 C'?/ V ....0„, �I 42: ' 89200PE r `�� 41101PP . JOB NAME: OR HORTON PLAN 3725-A - C3 Scale: 0.3193 I.Builder WARNINGS: GENERAL illNOTES, only up n the p e noted: \ "'� ` OREGON �^'i 1.BWider and erection contractor should be advised of a6 General Notes 1.This design is based ony upon the parameters shown and Is for an individual � � w_ Truss: C3 and wamings before construction commences, building component.Applicability of design parameters and proper \ A 1� 2 2x4 compression web bracing must be Installed where shown+, Incorporation of component re the rosponslbtilty of Me budding designer. w ry/1y_ 2.Design assumes the top and bottom chards to be laterally braced at ��4� 14 2,O_ 3,Additional temporary bracing to insure stability during construction ghoul}heir length by is the rceponslblldy of the erector.Additional permanent bracing of 2'o.c,and at 1ty o.c.respectively unless braced throughout /pIA -6F:111.7\:- TRANS DATE: 8/10/2016 the overall structure Is the responsib41ty of the budding designer. continuous sheathing late t b plywood aired sheathing(TC)shown dryvrad(BC). s'/ (] t�\ 3.2x Impact bridging or lateral bracing required where shown++ ('r { L► SEQ.: K2266869 4.Na load should be applied to any component until alter at bracing and 4.Installation altruists is the respoenibdlty of the respective contractor. -- - fasteners are complete and at no time should any bads greater then 5.Design assumes trusses ere to be used in a non-comosNe environment, design loads be I and are for"dry condition'of use. I D: LINK 9 applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge t EXPIRES: 12/31/2017 5.CompuTrue has no control over end assumes no resporhsibddy for the necessary • fabrication,handdrg,shipment and Instedalbn of components. 7.Design assumes adequate drainage Is provided. August 1 1,201 6 B.This design is furnished subject to the limitations set forth by 8.Plates shad be boated on both faces of truss,and placed so their center TPUWICA In BCSI,copies of which will be furnished upon request. liens coincide with joint center does. 9.Digits Indicate size of plate in inches. MTek USA,InniCompuTrus 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 14'- 9.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(0) 682 6-3=(0) 343 BC: 2x4 DF 111&BTR SPACED 24,0" O.C. WEBS: 2x9 DF STAND 2-3=(-839) 0 6-4=(0) 682 3-4=(-839) 0 LOADING 4-5=( 0) 43 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0,0" -33/ 735V -33/ 33H 5.50" 1.18 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 14'- 9.5" -33/ 735V 0/ OH 5.50" 1.18 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -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 = 0.133" MAX TC PANEL LL DEFL= 0.038" @ 3'- 11.1" Allowed = 0.474" MAX HORIZ. LL DEFL= 0.007" @ 14'- 9.0" MAX HORIZ. TL DEFL = 0.012" @ 14'- 4.0" Wind: 12D 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. 7-04-12 7-04-12 '1 T 12 5.00 G7". IIM-4x9 12 Q 5.00 34.0" AIL 2.0" r 0 1 B I 2 6 5 M-2.5x4 M-1.5x4 M-2.5x4 0 b y y 7-04-12 7-04-12 . ..fl PR pF 1-00 14-09-08 1-00 •� 't1GINE-F `5C/(2 ,. / ' 89200PE ',� '' �,) JOB NAME: DP. NORTON PLAN 3725-A - Dl . ,.Scale: 0.3856 4,*". J WARNINGS: GENERAL NOTES, unless otherwise noted: \ V. ' lb1 1.Builder and erection contractor should be advised of ail General Nates 1.TNs design Is based only upon the parameter:shown and is for art Individual \'S9-\, O R E G O!'d t ,A..„ / Truss: D1 and VYa s before construction commences. building corn rNtg g poneM,Applicability of design parameters and proper 6r A 2.D,4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of me building designer. t� ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at % "�/ 4 20. (P-�-i� is the responsibility of the erector.Additional permanent bracing of 2'5.5.and at 10 o.c,respedi ply unless braced throughout their length by R A ----- `' DATE: 8/10/2016 d,e overall structure Is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .44. s'�ICR R I I responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ 4r 4 SEQ. : K2 2 6 6 8 6 5 4.No bad should be applied to any component with alter all bracing and 4.Installation of tons is the responsibildy of the respective contractor. fasteners are complete and at no time should arty 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 aro for"dry condition'of use. 5.CompuTrus has no control over end assumes no responsiblhy for the 6.Design assumes full bearing at all shown.own.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. C 6.This design is furnished subject to the limitations set form by 8.Design assumes adequate drainage Page b provided. placed August 11,2�16 8.Folates shah be located on bath faces of inns,and aced so melt center TPVWTCA In BCSI,copies of vfibh will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate in inches. MTek USA,Inc.ICompuTrus Software 7.6.8(10-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" Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #168TR 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 CHOP.D = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF Gable end truss on continuous bearing wall LION. 4-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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-04-12 7-04-12 T 12 '( 5.00 p IIM-4x4 12 Q 5.00 3 I I m 2 I -'� I m ArgllIllIllMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIII.tgEo 0 M-2.5x4 M-2.5x4 ..1,-------,1' 1-00 Q 19-09-08 [i w 411111.1111111111 a ii, i - _' ,'.4Z- ' 89200PE �r JOB NAME: DP. NORTON PLAN 3725-A - D2 Scale: 0.5127CIII WARNINGS: , � � 1 I.This gelsNOTES, unless on the parameters \` 'A\, OREGON , �� Truss: D 2 1.Builder and erection contractor should be advised of ail General Notes I.Ttds design Is basad only upon the parameters shown and is bran individual �q`� and Warnings before construction commences, binding component.Applicability of design parameters and proper 4 ! \ ' 1 2.2x4 compression web bracing must be Installed where shown e. incorporation o}component N the respornibtTdy of the building designer. !"A� ,` 2.Design assumes iia top and bottom chords to be latera braced at / A ZO,. [�'�"' , 3.Additional temporary bracing to Insure stability ging construction laterally `.F '�r_ is the responsibility of the erector.Additional permanent bracing of 2'o_c,and at 10.o.c.respectively unless braced throughout their length by - -- DATE: 8/10/2016 the overall structure b the recontinuous sheathing such as plywood sheathing(TC)andfor drywall{BC). �R R■0- sponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a e 1 SEQ.: K2 2 6 6 8 6 6 4.No load should be applied to any component until after ail 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 Ina non-corrosive environment, TRANS I D: LINK design beds 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 fullbearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. c 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 11,2Q 1 S TPUWrCA in SCSI,copies of which writ be furnished upon request. Anes coincide with joint center lines. MiTek USA Inc./CompuTrus Software 7.6.6(1LK 9.Digits 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 11'— 1.0" 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: 2x4 OF#1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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.l, 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 f. 5-Q6 12 1' 5.00 12 4 5.00 I I M-9x9 3 ..all... v 9 l cr --/r-t r) Mill1111.111111111.1.1.1111111111.111111111111..11111111111.111111111111111111.11111111111111=11111hail r, I ilr 0 0 M-2.5x4 M-2.5x4 y y 1-00 11-00 y y N. ,, .., E� . /, 89200PE `�� `, � � JOB NAME: DR HORTON PLAN 3725—A — El Scale: 0.6078 �� ,_., WARNINGS: GENERAL NOTES, unless otherwise noted: .\ \ OREGON '�/' Truss: E 1 1•Budder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual q and Warnings before constriction commenees. building component.Applicability of design parameters and proper �� A L 2.2x4 compression web bracing must be Installed where shown+, incorporation of component k the rssportslbdHy of the budding designer. i ` ,c4,,,,,..' \ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� '� 2O ��' is the responsibilly of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,rsoul,c ply unless braced throughout their length by DATE: 8/10/2016 continuous sheathing such es*wood sheathing(TC)and/or drywa6(BC). 1 R I Lk- the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K2 2 6 6 8 6 7 4.No bad should be eppred to any component until after all bracing and 4.Instil/teflon of truss Is the responabitity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trussee are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for"dry condition of use. 5.CompuTrus has no control over and assumes no responsiblHy for the 6.Design assumes loci besting at a6 supports shown.Shim or wedge M EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .t 6.This design Is furnished sulgect to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center August 11,20 1 TP WVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits Indicate size of plate in Inches. MTek USA,Inc.)CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1968(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(0) 375 6-3=(0) 199 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-971) 0 6-4=(0) 375 WEBS: 2x4 DF STAND 3-9=(-471) 0 LOADING 4-5=( 0) 43 TC LATERAL SUPPORT <= 12'•00. 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 Snou)Ps) -29/ 496V -21/ 21H 5.50" 0.79 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 9'- 1.0" -29/ 495V 0/ OH 1.50" 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/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.1 " MAX TL CREEP DEFL = -0.003" @ -1`- 0.0" Allowed = 0.13333^ MAX LL DEFL = -0.005" @ 4'- 6.5" Allowed = 0.408" MAX TL CREEP DEFL = -0.015" @ 4'- 6.5" Allowed = 0.544" MAX LL DEFL = -0.002" 0 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 1100I2. TL DEFL = 0.009" 0 8'- 7.5" 4-06-08 4-06-08 T T 12 12 Wind: 120 mph, h=17,lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 D 2 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 11M-4x9 in the plane of the truss only. s 4.0" I ialli 2.0" ,-r m --,/.-I o 1 I .jir M I 0 6 4 5 -f0 M-2.5x4 M-1.5x9 M-2.5x4 c> J.' ), 4-06-08 4-06-08 .y y 1-00 9-01 1-0o y E0 PROF ca NG`NE- -.46, i �' =9200PE ;��`, JOB NAME: DR HORTON PLAN 3725-A - Fl i Scale: 0.5280 -r Ct�� ,- a WARNINGS: GENERAL NOTES, unless otherwise noted: \ ' \ !'t+. 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 en individual \7 ' OREGON . a, Truss: Fl and Warnings before construction commences, budding component,Applicability of design parameters end proper \ .4..\'.4., �(f 2.bio compression web bracing must be Instatled where shown«. Incorporation of component Is the responsibility of the building designer, �..QQQ t� 3.AddBlonal temporary bracing to insure StabN y during construction L Design assumes Me lop and bottom chortle to be laterally braced al \ .•Y /0 ZO,." �+ is the responsibility of the erector.Addttfonal permanent bracing of Y o.c.and at 1 d o-c.respectively unless braced Throughout their length by _/e"7 - '7. �� DATE: 8/10/2016 the overall structure Is the re continuous sheathing such as plywood sheath,pe,,)and/or drywall(BC). �R R'L�- sponsibldty of the building designer. 3.bt Impact bridging or lateral bracing required where shown«« SEQ.: K2 2 6 6 8 6 8 4.No bed should be applied to any component until eller ea bracing end 4.instigation of truss is the responelblfily of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry coeth800'of use. 5.CompuTrus has no control over and assumes no responsibility for the ti.Design assumes full bearing of allsupports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the limitations set forth by 7•Design assumes adequate drainage is provided. �+ 8.Plates coincide be located on faces of Irusa,and placed so!heir center August 1 1 r 201 6 TPLIA/MA in BCSI,copies ar which will be rumished upon request, lines coincide whh Joint center lines. 9.Dtgits Indicate she of plate In Inches. MITek USA,Ihc.ICompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,056-1988(Welt) 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 OF #163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(0} 375 6-3=(0) 199 BC: 2x4 DF #16BTR SPACED 24.0" O.C. WEBS: 2x9 OF STAND 2-3=(-471) 0 6-4=(0) 375 3-4=(-471) 0 LOADING 4-5=( 0) 43 TC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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/ 495V 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 IP.0 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -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 TL 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 Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 4 5.00 load duration factor=l.6, Truss designed for wind loads •IIM-4x9 in the plane of the truss only. 3 4.0" I y 2.0" IIf I oM J� 1 -� 0,_ tri p 6 _�4 5 -,,C,1 M-2.5x4 M-1.5x4 M-2.5x4 o k y ..1-- 4-06-08 4-06-08 y b 1-00 y /'4 ' ;9200P_ 1--', ,,, ' JOB NAME: DR NORTON PLAN 3725-A - F2 Scale: 0.5280 tr /0°_1;1:::: WARNINGS: GENERAL NOTES, unless otherwise noted: \' \ OREGON i'� Truss: F 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 individual and Warnings before construction commences. building component.Applicability of design parameters and proper A i ,41 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the bulking designer. ,�� 1,____ �O`� �,.��3.Additional temporary bracing to insure stability during constnxtkn2.Design assumes the to and bottom chords to be laterabraced al 14is the responsibility of the erector.Adddbnal permanent bracing ofT o.c.and at id o.c,respect"very unless braced throughout thele length by - QDATE: 8/10/2016 the overall atnrchae is the r continuous sheathing such ea plywood sheething(TC)andlor drywag(BC). 's' D l{ \ �J responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !� i lr l� SEQ.: K 2 2 6 6 8 6 9 4.No bad should be applied to any component until after all bracing and 4.InetaPetlon of truss le the responsibilily 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. end are for'dry cont t on"of use, �} 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et e9 supports shown.Shim or wedge if EXPIRES: �t.7 /2Q necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shag n be located on both faces of truss,and placed so their center August 11,20 16 TPWVTCA In SCSI,copies of which will be furnished upon request Anes coincide w4h joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,IosicompuTrus Software 7.6.6(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1986(MfTek) Sy -, :bols Nu, e,, : eri Systems tf PLATE LOCATION AND ORIENTATION ��'��+I� Safety Notes 4-1 3/" 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 itt , Dimensions are in ft-in-sixteenths. 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. ®01/� , C1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves ❑ WEBS c39 4 may require bracing,or alternative Tor I O ❑ bracing should be considered. 2 V �� 3 �3,, 3 pC CJ b �, O 3. Never exceed the design loading shown and never �'° U stack materials on inadequately braced trusses. 0_, _, P , 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 8 C6 7 C5-6 O designer,erection supervisor, BOTTOM CHORDSg p or,property owner and plates 0-'ng' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZEPRODUCT 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 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. ij 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 ff.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 ©2012 MiTekO 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. I II I J0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ".. project engineer before use. a> ANSI/TPI1: National Design Specification for Metal 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. BCSI: Building Component Safety Information, M q 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ri _ ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 i® MiTek° 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. O PROFes, 89200PE \r G4 OREGON. bi �O i 4 M 2°�p�' RR1L� r: 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 BC: 2x9 DF#1&BTR 1- 2=1 0) 43 2- 6=(-15) 1304 3- 8=(-407) 109 SPACED 24.0" O.C. 2- 3=(-1489) 62 8- 6=(-15) 1304 8- 4=( 0) 574 WEBS: 2x9 DF STAND3- 4=(-1111) 0 LOADING 8- 5=(-907) 109 TO LATERAL SUPPORT <= 12"OC. UON. 4- 5=(-1111) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1969) 62 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 43 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 92.0 PSF 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 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -37/ 954V 0/ OH 5.50" 1.53 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/1B0 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 - -0.097" @ 10'- 0.0" Allowed = 0.959" 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-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 10-00 load duration factor=1.6, Truss designed for wind loads 5-05-08 9-06-08 9-06-07f in the plane of the truss only. 5-05-09 T T f 1' 12 12 5.00 IIM-4x4 ,e 5.00 4.0" 4 Alk 2,On M-1.5x4 M-1.5x9 3 v -� rr c ... 044044 1 Hil 1111111111%. 1111111, 1111111111111111111111111ih.... sr I r' 1 ee I B _ 7 ciii M-3x9 M-3x8 M-3x4 0 pp 10-00 10-00 �(�� Pfd�� 1-00 20-00 1-00 44 / .0, t___40,_ ; :9200P `,�� .1 JOB NAME: DR HOP.TON PLAN 3725-A - GOAl r-" Scale: 0.3001 �- '' WARNINGS: GENERAL NOTES, unless otherwise rested: Ill �\ Truss: GOA 1 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shorn and is for an individual 7' OREGON 4//' end Warnings before construction commences. building component.Applicability of design parameters and proper t. '1 2.2x4 compression web bracing must be Insteged where shown+, incorporation of component is the responsibility of the twang designer. �Q c\:' 3.Addlional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to to throughout braced at `,/} • 14 2D, E is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively anise braced throughout then length by v ------ - DATE: 8/16/2016 }he overall structure le thereons continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��R R 1 IA' responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.-i- SEQSEQ.: .: K2 2 8 3 8 4 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibildy of the respective contractor, fasteners are complete and et no time ehoud any Meds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component, and era for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsA+Edy for the 6.Design assumes full bearing et ell supports shown.Shim or wedge A EXPIRES: 12/31/2017 fabrication,handling,shipment and Instaliatbn of components. necessary.7q /�.I�+ 6.This design la furnished subject la the Amnellns set forth e.Design assumes aced on odthi are Is grassed. August 1 7 r 2 V ICJ �' 8.Metes shag be bested on both Taus of truss,and placed so their center TPVWfCA in SCSI,copies of which will be fumbhed upon request. Anes coincide with Joint center Ares. 7 L MfTek USA,Inc.ICompuTtus Software 7.6.7-SP2 8.Digits Indicate eta of plate In inches. ( )-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 20'- 0.0^ Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 OF H1EBTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 OF #1 BTR SPACED 24.0" O.C. load duration factor=l.6, TC LATERAL SUPPORT <= 12"OC. UON. Truss designed for wind loads LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. N-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSE' 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 T 12 1' 5.00 t7 144-4x4 1^ -'7:36.00 3 OA sr • 2 1 sr a �• lI4 5 o O M-2.5x4 - - 1-00 20-00 cJi" G ' fi9,', 2r, 2 /_ 9200P_r, "4W' JOB NAME: DR HORTON PLAN 3725-A - GOA2 Scale: 0.4001 ig WARNINGS: GENERAL NOTES, unless otherwise noted. \ 40 \ ' I.Builder and erection contractor should ba advised o1 all General Notes 1.This design Is based only upon me parameters shown and Is for en individual '4,.4.,,,,, Truss: GOA2 7 OREGGfVIx and YVa mirage before construction commences. building component.Applies Willy of design parameters and proper \ �� 2.2x4 compression web bracing must be Installed where shown o. Incorporation of component Wit*responsibility of the building designer. ,q`' 4O 2,Design assumes the top nand bottom chortle to d t 0008 braced et �� Y 1 A 3.Additional temporary bracing to Insure stability during construction laterally `t Is the responsibility of the erector.Additional permanent bracing of Y op.and at 10'eo o.c,respectively unless braced throughout their length by DATE: 8/16/2016 continuous sheathing such as plywood heathnhere)and/or drywall(BC), �R �� the overall structure Is the responslblpty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ _ _ S EQ 2 2 8 3 8 4 6 4.No load should be applied to any component until atter at bracing and 4.Installation of trues b the responaibltly of the respective contractor. -- - fasteners ere complete and al no time should any loads 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 aro for"dry condition"of use. s / i for me 6.Design assumes rue bearing at all supports shown.Shim or wedge IF EXP{RES: 1(� t]I1 i'T 5.CompuTnue has no control over end assumes no responsibitdy 1/u�l.J 1 necessary, febrkepon,handling,shipment and installation of components. 7.Design assumes ode .t /� 8.This design is furnished eub)ect to the limitations8.Plates shad be located on bothations set forth by quote drainage Page Is provided. August 17,ZU 6 (aces of truss.and placed so Meir center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center pries. MiTek 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-1500(MITek) Symbol ,y umbe nts1 Sy Stt7- 3 , I e n era d Ss{ a.fetytet PLATE LOCATION AND ORIENTATION 1 3/" 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 orX-bracing,is always required. See BCSI. n C1-2 C2-3 ®-/j 6 2. Truss bracing must be designed by an engineer.For op WEBS 4 wide truss spacing,individual lateral braces themselves ❑ `y 34 may require bracing,or alternative Tor I r_� O ❑ bracing should be considered. .:-Alip 3. Never exceed the design loading shown and never O �vb o U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 O designer,erection supervisor, r0 e plates 0-'�a'from outside BOTTOM CHORDS all other interested parties. p p fi'owner and edge of truss. g 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 NUAABERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS.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��j� Indicated by symbol shown and/or SYP represents values as published specified, equal to or better than that 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. 'eft.` 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but )' \ ? reaction section indicates joint 16.Do not cut or after truss member or plate without prior ©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 II ] x J" 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 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. BCSI: Building Component Safety Information, Mr. vske 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 ' ST-GE120-SP E r---ICS �R MITek USA,Inc. Page 1 of 2 I_..-_ `-..__..1c..-.._._Ir__._..1 Typical_x4 L-Brace Nailed To I !' 2x Verticals W/10d Nails 6"o.c. Vertical Stud ' I ,1. ./ i I 'i._._l '`' --1._===r-----:r_ Vertical Stud (4) 16d Common I I �_ r i Wire Nails DIAGONAL l\ f 1 !. i �\/ , `. BRACE II �.: MiTek USA, Inc. I r' ''-�-j !''t•1' :>--.:---' 16d Common ' IWire Nails SECTION B-B I '‘,4--- Spaced 6"o.c. I Ir DIAGONAL BRACE ,---.--- - '' 4'-t?"O.C.MAX_ -- - i i (2)-10d Common _ ,1• 2x6 Stud or Wire Nails into 2x6 i y 2x4 No.2 of better I Imo_. I TRUSS GEOMETRY AND CONDITIONS iN- + SHOWN ARE FOR ILLUSTRATION ONLY. �' `'..-, , Typical Horizontal Brace / _______,__..m... ) , Nailed To 2x_Verticals 12 w/(4)-10d Common Nails r ' SECTION A-A 2x4'Stud r>" i -,11 Varies to Common Truss L__-_..__..__-___._.._._.._.._.—__.-----._^__.._...__.._._.-__ r r— * l �* �- PROVIDE 2x4 BLOCKING BETWEEN THE FIRST 47),,,,7;7y2.-2-777,-74/---7„,„, , '..' _-, le SEE INDIVIDUAL MITEK ENGINEERING .. s` DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A I I ' .`- TO TRUSSES WITH{2)-10d NAILS AT EACH END. ! ** �_., ATTACH DIAGONAL BRACE TO BLOCKING WITH l (5)-10d COMMON WIRE NAILS. , i 1 � 1 i 3x4= /' — s:,:3__r_..�;{ v1 B_ Y, _. B I� (4)-8d NAILS MINIMUM PLYWOOD - ' :<_' :' :/ ' _ ,.7. SHEATHING TO 2x4 STD SPF BLOCK -=` * -Diagonal Bracing ** -L-Bracing Refer 1 Refer to Section A-A to Section B-B '\. / 24”Max! Roof Sheathing--I N NOTE: I r,..:.- 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 'kfr Y �.I r'' I 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND i 'V-3" '; r., ;',!, ' - WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-g + (2)-10A i' s y . ' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. I' !�- I �' ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT �_. -'-.i i .'� ` r/ s i f' '(2)-10d NAILS BRACING OF ROOF SYSTEM. f.; f �, ,i% 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB !y/' ?:� '"' k'' 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 ,..• ' -�"`>.�' I ;TrUSS s 24" O.C.: DIAPHRAM AT 4'-0"O.C. f ,,' ' I f' 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A i,:. {; 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / ,-n .,,, BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. i CI ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace i-ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point .-... • COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. . needed .1 TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. = 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall \---------- HORIZONTAL BRACE =_- (SEE SECTION A-A) i r- 1 2 DIAGONAL I .._ Minimum ( Stud 1 Without 1x4 2x4 DIAGONAL I BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species __.__ — _l_._ - j and Grade Maximum Stud Length 1 2x4 SP No.3/Stud!.12"O.C. , 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. i 3-10-7 i 4-2-1 5-10-13 7-8-14 I 11-7-5 2x4 SP No.3/Stud;24"(ICJ 3-3-11 _f.3-4-14 , 4-9-13 6-7-7 I 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 -- - -- j 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.