The URL can be used to link to this page

Plans (39) v' s-T-20 1-7- 60 tct 550 5 ,&0L. @° - JACKS LOWER ROO c-1,H JL JL JL JL IL JL c G/E Int 1 MAIN ROOF 1 D.R. HORTON 2 PLAN 3709 "B" f ---fe22-00-00 r SPAN 3 GARAGE LEFT ro 6 �I ml m •m m• I •s:' WE .ems cry u-) _- IA 1 pl O O 1 ..c;) 0 1 CLJ CD OD Iwo M A 6 2 3 20-17 ( ,.'4(.0%.% CATY OF TIGARD UPPER RC .F\ c=) BUILDING DIVISION CD OI �) 0 0 6/12 PITCH 0 §)"' o 1 25# LOAD CD o �- •.' 1-0 D .H . * 7Prd _, 4 1 _� 22-00-00 MAIN R01 DRAWN BY: SPAN 10-0 S .B . KEUIN LENDE 1! Vi '�, 8-0 S .B . 11-0; II A011 -0 S .B . ARIEL TRUSS �--- �� 1 574-7333 SPAN A44:: , : 011.kir- b , L-0 I S : . �` I '. o iiv ,.....„ (�.. �1 eillr � 1rJr QI �,.�, , 0/1 ' o LOW R ROOF n L), 1 jwii, i , JACKS ''-- L.L.. 7 A- Criftee- D n LI..Astr_1_ C L.uSZ I i C 0 @}-C7 ' @ OIER ROOFJACKS o JL JL JL JL JL JL �� o 41/41 B/h 22-00-00 MAIN ROOF SPAN ;) D . R . HORTON a 4,1/4101' PLAN 3709 B 4 ., ujop GARAGE RIGHT 0)1.) 1 Cf I cr 1):-/X a i PER ROOF o 6/12 PITCH 1► 41 C o 0 u _01 I ''. .c.," o 0 25# LOAD 1 CD 51 o n 1-0 0 . H . 1 (.4,6, , o Ccr) tir.- 1 � • 1 i t 'i r it r 1 1 D7 ' '� .. � N R00CC22-00-00 13 DRAWN BY: 10-0 S . B . 4,' SPAN KEVIN LENDE E DE 8-0 S . B . i - — 6-d S .IB 1-04-00Orr EDI , �voci, iii tor `14.11[11 B . AR I EL TRUSS termikviiiiii .- 574 7 .1111111 1 rAMMMMMIMMMMAIMIIIIMMINnEtta YI ar. 4al" t i � iir`Eir it ' ? ER R0�i m Of re- '`,' JACKS 0 ( Au . 0114 C 4- 2 .S LU S MiTek , MITek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR HORTON 3709-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2483885 thru K2483903 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. t.NG 1 N F9 Sip 89200PE -9r 7 4 OREGONtx �Ld M1 4 `4C)\ FR R 11_A- •r /.•�► p :.=• „Swim s_. October 19,2016 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 22'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x4 DF #116BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF 81&BTR SPACED 29.0" O.C. 1- 2=( 0) 50 2- 8=00) 1267 3- 8=(-336) 102 WEBS: 2x9 DF STAND 2- 3=(-1509) 49 8- 9=(0) 836 8- 9=( 0) 516 LOADING 3- 9=(-1323) 56 9- 5=(0) 1267 9- 9=( 0) 516 TC LATERAL SUPPORT <= 12"OC- UON- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1323) 56 9- 5=(-336) 102 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1509) 44 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT Cs=1, Ce=1, Ct=1.1, I=1 MAX REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN- (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0 0.0" -41/ 1038V -80/ 80H 5.50" 1.66 DF ( 625) 22'- 0.0" -91/ 1038V 0/ OH 5.50" 1.66 DF ( 625) REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0,002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 fWind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-09-07 5-02-09 5_ 02-09 5-09-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 f f 1 f load duration factor=1.6, 12 Truss designed for wind loads 6.00 1 M-9x 6 in the plane of the truss only. Q 6.00 4.0" 4 ,,--,( lit% M-1.5x9 M-1.5x.4 3 ..‘ ./ v o 1 2 - i.. R� 0 8 9 7 t" M-3x4 M-2.5x9 M-2.5x9 M-3x4 6 0 M-3x6(S) * * l I, 7-06-05 6-11-07 7-06-05 y y - E0 PROP * y 14 00 8-00 y `�` `p`G`� �ss�O 1 00 22-00 �\� `� 1-00 � •9200PE ',ter'`, JOB NAME: DR HORTON 3709-B - Al t�• Scale: 0.2675 -� , � !!!!!1425 i...._„_„? WARNINGS: GENERAL NOTES, unless otherwise noted: ', 10 Truss: A 1 1.Bolder and erection contractor should be advised of all General Notes 1,This design is based arty upon the parameters shown and is for an individual \�� a OREGON w �/4-, and Warnings before construction commences. bueding component.App8cabfity of design parameters end proper ! ,/fes lA , 2.aro compression web bracing must be InsfaAed where shown a, incorporation of component is the responsibility of the bulldfng designer. 223 11,,,,.:1- 2. 3.Additional temporary bracing to insure stability durfng construction 2.Design assumes the top and bottom chords to be laterally braced at //r} 14 Is the respoeslbRRy of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �J . {t DATE: 10/18/2016 the overag structure is lha re ensle continuous sheathing such as piywaod sheathing(TC)and or tMyvraR(BC1. "R R 1 s+- sp 'fity of the building designer, 3.2ts Impact bridging or lateral bracing required where shown++ SEQ. : K2 4 8 3 8 8 5 4.No load should be applied to any component until one,at bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design Toads be applied to arty component, ands for"dry condition"of use. 5.CompuTrue has no control over and assumes no responslblty for the 6.Design assumes 8 bearing at at supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary' EXPIRES: V I f7 C(+• ry/r�1,r](� -7 6.This design is famished subject to the limitations set Forth by 2•Design assumes adequate drainage is provided. LL ll�� +it C J �[f l.� s-.11 f 8.Plates shag be located on both laces of truss,and placed so their carder October 1 9,201 6 TPIANTCA in SCSI,copies of wfilch will be furnished upon request tines coincide with Joint center lines. Wel,USA,InC.1Co 9,Digits Indicate size of plate in inches. InpuTrus Software 7.6.6(1 L)-E II,For basic connector plate design values see ESR-1311,ESR-1908(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF 416BTR SPACED 29.0" O.C. 1- 2={ O) 50 2-12=(0) 1399 3-12=( -421) 91 WEBS: 2x4 DF STAND 2- 3=(-1649) 0 12-14=(0) 1070 12- 4=( 0) 456 LOADING 3- 4=(-1396) 0 14-10=(0) 1399 5-13=(-1578) 0 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)0131) 7.0) ON TOP CHORD = 32.0 PSF 4- 5=1-1078) 38 13- 6=( 0) 409 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 358 12-19=( 0) 1070 6- 7-) 0) 358 13- 7=(-1578) 0 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8={-1078) 38 8-19=( 0) 956 Snow: ASCE 7-10, 25 PSF Roof Snow(Pe) 8- 9=1-1346) 0 14- 9=( -421) 41 Cs-1, Ce=1, Ct=1.1, I=1 9-10=(-1644) 0 Unbalanced live loads have been 10-11=( 0) 50 ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0" considered for this design. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -22/ 1069V -80/ 80H 5.50" 1.71 DF ( 625) 22'- 0.0" -22/ 1069V 0/ OH 5.50" 1.71 DF ( 625) 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 = -0.333" @ 15'- 2.5" Allowed = 1.054" MAX TL CREEP DEFL = -0.797" @ 15'- 2.5" Allowed - 1.406" 11-00 MAX LL DEFL = =0,002" @ 23'- 0.0" Allowed = 0.100" 11-oo MAX TL CREEP DEFL = -0.003" @ 23"- 0.0" Allowed = 0,333" 3-07-11 4 3-02-09 4 2-11-05 1�02-07 4 2-11-05 3-02-09 3-�7-11 MAX HORIZ. LL DEFL = 0.017" @ 21'- 6.5" 'f 9 MAX HORIZ. TL DEFL = 0.029" @ 21'- 6.5" 1-02-07 HM-4x4 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0,r 1 „ load duration factor=1.6, M-3x4 6 ' M-3x9 Truss designed for wind loads in the plane of the truss only. M-2.5x6 ...intT� M-2.5x6 re . ,i M-2.5x6 13 ` Truss designed for 4x2 outlookers. 2x9 let-ins M-1.5x4 of the same size and grade as structural tap M-2.-5x4 M-2.5x6 chord. Insure tight fit at each end of let-in. 1011.1.1111111.1. iM-1.5X4 Outlookers must be cut with care and are m permissible at inlet board areas only. M-1.5x4 0 1 M-1.5x4 N 1 / 8-00 Or r..iIIII ee tiii� 1 IN- t... �. d. 0 2 12 19 I 10 a M-2.5x6 M-4x9 M-1.5x9+ M-4x9 M-2.5x6 M-3x6(5) J. y ,762.5x# CC� ❑ n c y 6-10-04 8-03-08 y 6-10-04 y .CC� O --R- 6' J' ,1' 13-11 8-01 y �?`�\• �N�� s/�/ <CI 1-00 22-0o i-ooy . ;9200PE -57 ti "0400... JOB NAME: DR HORTON 3709-B = A1FAtl )•rwl , i� 1 - Scale: 0.2547 \ 1r WARNINGS: GENERAL NOTES, unless otherwise noted; \. ,e OREGON ` A, , 1.Builder and erection contractor should be advised of a8 General Notes t,This design is based only upon the parameters shown and is for an indh'idual \ //Jw A�t Truss: A 1 FAU and Warnings before construction commences, buildingcorn �j� +�}.- Truss: � 14 2-(3\ - \ �� component.Apptleabil'ity o!design parameters and proper I 41 2.2x4 compression nob bredng must be installed where shown+, incorporation of component Is the respansiblIty of the building designer. _ 3.Additional temporary bracing to tritium stability during construction 2.Design assumes the top and bottom chards to be laterally braced at CJV• is the responsibility of the erector.Additional permanent bracing or o o.c.and at 1 t7 o.c.r 50tr en ely unless braced throughout their length by � �1:111...\- 2- `�� DATE: 10/19/2016 the overall esseooe M the reeparralblNty of the building designer. continuous sheathing euch as plywood sheelhing(TC)and/or drywaff(BC). 4.No load should be applied to a component until aRer all brad 3.Ie Impactofrsbridging or th erel wa tBI ty of the where shown++ SEQ.: K 2 4 8 3 8 8 6 PN any w bracing and 4.Installation of truss is the responsibility of the respective conhador, fasteners are complete and at no time should en),Reds greeter then 5.Design assures busses ere to be used in a non-corrosive environment, /]��y I �} TRANS ID: LINK design keds be applied to any component. and are for"dry condition'of use. EMPIRES: �f/1711 21(17 5.CompuTrus hes m control over and assumes no responsibility kr the 6.Design assumes full bearing at a9 supports shown.Shiro or wedge If M fabrication,handling,shipment and Insta Nation of components, necessary. Octo[ler 9r 20 6 6.This design Is furnished sub(ed to the Rotations set forth by I.Design assumes adequate drainage is provided. 8,Plates shall be located on both faces of truss,and placed so their center TP VWTCA In SCSI,copies of which will be furnished upon request flees coincide with Joint center lines, M Tek USA Inc.lCompuTfus Software 7.fi.7-SP2(1 L)-E 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 22'— 0.0" Wind: 120 mph, h=18.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF 1416BTR SPACED 29.0" O.C. (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=l.6, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF Gable end truss on continuous bearing wall UON. 11-1x2or 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. 11-00 T 11-00 12 T 6.00 12 TIM-4x4 12 3 Q6.00 OD IIIIIOIIIIIIIIIII IHII 11111 1111111111111111111 i , iiillllIIIIIIIIlIIIriig 0 M-3x6(I) M-2.5x4 M-2.5x4 14-00 8-00 Q1 J �p4 i �i P Rb pr- ‹ 'S, ,c,‹,c, . �`�• O 22-00 - �C? 1-11 �i , r jiopp=920 , __1 JOB NAME: DR HORTON 3709—B — A2 Scale: 0.3675 rte\ WARNINGS: GENERAL NOTES, unless otherwise noted �, ' ' 1.Budder and erection contractor should be advised of all General Notes I.This design is based onty upon the parameters shown and is for an individual �d... d OREGON w '��, Truss: A2 and Warnings before construction commences. budding component.Applicability of design parameters and proper /!ice lR 2,aro compression web bracing must be hretaAed where shown+, Incorporation of component is the responsibility of the building designer. 2�\ T - 3.Additional temporary brockg to Insure stabddy during construction 2.Design assumes the top and bottom chords to be laterally braced at /0 *,q is the responsibility Ott.erector_Addttbnal permanent bracing of 2'o.c.and el 1 d o.c.respeUNely unless braced Throughout their length b1' 1`'h DATE: 10/18/2016 the overall structure Is the responsibidty of the buildi g designer, Ie Impact risheathinginr such l b acing re uir et when C)and/or drywall(BC). ^ �� 3.Zx Impact bridging or leis rel bracing required where shown+it n H SEQ. : K2 4 8 3 8 8 7 4.No bad should be applied to any component until after an bracing and 4.Installation of truss is the responsibility or the respective contractor. 5.Design assumes trusses are to be used In a noncorrosive environment, fasteners are complete and al en time should any Weds greater Man T RAN S I D: LINK design bads be applied to any component, and are for`dry condition'of use. 7 5.CompuTrus has no control over and assumes no responstbldy for the 6.Design assumes NII bearing at all supports shown.Shim e,wedge if fabrication,handing.shipment and installation of components. necessary. EXPIRES: C C�. / /rj/11 i 6.This design Is famished subJeq to the imkntbns set forth by 7.Design assumes adequate drainage is provided. GG 11��c((ll Ct.7 LI C.11 1 8.Plates shat a beefed on both faces of truss,end pWced so their center October 1 9,201 6 TP1NVECA in SCSI,copies of which will be furnished upon request. Imes coincide wtth Joint center roes. M7ek USA,inc./CompuTrus Software 7.6.8(10}E R.Digits Indicate sire or plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-t988(Welt) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 1116BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x4 DF #isBTR SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(-302) 2688 8- 3-) 0) 296 WEBS: 2x9 DF STAND; 2- 3=(-3104) 402 8- 9=(-306) 2682 3- 9=(-450) 2200 2x8 DF SS A LOADING 3- 4=(-4668) 786 9-10=(-558) 3304 9- 4=(-618) 236 ADDL: TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLO C,- 0.0" TO 11'- 4.8" V 9- 5=(-4736) 848 10- 6=)-558) 3316 9- 5=)-248) 1636 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 11'- 9.8" TO 16'- 0.0" V 6- 7=(-3810) 650 5_10=( -29) 394 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 16'- 0.0" TO - 0.0" V 6- 7=( 0) 50 _ = ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 11'- 4.8" V ADDL: BC UNIF LL+DL= 90.0 PLF 11'- 4.8" NOTE: 2x4 BRACING AT 24"OC UON. FOR TO 22'- 0.0" V BEARING MAX VERT MAY. HORZ BRG REQUIRED BOG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL) 190.5)+DL( 129.5)= 320.0 LBS 9 16'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL( 585.1)+DL( 397.9)= 983.0 LBS @ 11'- 4.8" 0'- 0.0" -221/ 2132V -43/ 9OH 5.50" 2.81 OF ( 625) 22'- 0.0" -394/ 2132V 0/ OH 5.50" 3.41 OF ( 625) OVERHANGS: 12.0" 12.0" 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. Join together 2 ply with 3" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed = 0.100" x.131 DIA GUN MAX TL CREEP DEFL = -0.001^ @ -1'- 0.0Allowed = 0.133" nails staggered at: MAX LL DEFL = -0.087" 9 11'- 4.7" Allowed = 1.054" 9^ oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.210" @ 11'- 4.7" Allowed = 1.406" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.001" 0 23'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs, MAX, TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x8 webs. MAX HORIZ. LL DEFL = 0.023" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.040" @ 21'- 6.5" "HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 6-00 10-00 6-00 T '1 6-00 5-04-12 4-07-04 6-00 T 12 320# f. 6.00 M-7x8 12 M-7x8 3 M-3x4 Q 6.00 9 / .0111111-kiMIIMIMIIMMIMIM1.11.7.1111.11..11M111.11MII II a o00.e o - ,)_ . o 8 9 10 _�6 M-3x4 M-1.5x4 M18HS-3x12 M-3x6(S) M-1.5x9 M-2.5x5 983# 5-06-12 y 5-10 y 1' -I, 5-00-08 5-06-12 14-00 8-00 ,/' ,S) PROF�s e v 1-00 22-00 �l oo .ca �N Fry )Ct,..; 89200PE v-- , 1F JOB NAME: DR HORTON 3709-B - A3 f A / Scale: 0.3050 `. .. �1 WARNINGS: GENERAL NOTES, unless otherwise noted: .t • •• 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and le for an Individual y' OREGON w �/a, -/ Truss: A3 and Warnings before consbue5on commences. buildingcomponent. OREGON• V` r�✓ Po Applicability of design parameter and proper 2.Dt4 compression web bracing moat be installed where sfaee+, incorporation of component is the responsibility of the building designer. ,� -44, 20� �` - 3.Additional temporary bracing to insure stability eluting construction 2.Design assumes the top end bottom chords to be laterapy braced at {q �tL is the responslfley of the erector.Additional permanent bracing of 7 o,c,and at 10'o.c,re spedivefy unless braced throughout their length by - /`t DATE: 10/18/2016 the overall structure Is Me responsblWty of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). /1/14 -R R I L� 4.No bad should be applied to a component until alter all brad end 4.I"Impact bridging or lateral Pnes)bbracing requited where she co t SEQ. : K2 4$3 8 8 8 PPI any Po rg 4.Installation of buss is the responsibeey of the respective contractor. _ fasteners are complete and a)no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design beds be appfied to any component, end are for'dry conditionof use, 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes NII bearing at e6 supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. necessary. EXPIRES: 12/31/2017 16 fi_This deal is furnished 7.Design assumes adequate drainage Is provided. .9 /'► 9n sub(ect to the limeatlons set forth by 8.Plates shall be located on both faces of truss and placed so their center October 1 9,2 V TPI/WTCA In SCSI,copies of which will be furnished upon request. fines coincide with pint center lines. MTek USA,Inc.lCompuTnls Software 7.6.6{1 L)E 9.Digits indicate shoe of plate In inches. 10.For basic connector plate design values see ESR-131-1,ESR-1988(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 2x4 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-30) 1991 10- 3=( 0) 453 BC: 2x4 DF #1sBTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND2- 3=1-1759) 96 10-11=(-84) 1899 10- 5=(-729) 60 3- 4=( 0) 0 11-12=(-84) 1899 11- 5=( 0) 197 LOADING 3- 5=(-1441) 103 12- 8=1-30) 1941 5-12=1-729) 60 TC LATERAL SUPPORT 6= 12"0C, UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF EC LATERAL SUPPORT <= 12"oC. UON. 5- 7=(-1491) 103 12- 7=( 0) 453 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=(-1759) 96 NOTE: 2x4 BRACING AT 29^OC VON. FOR S 8- 9=( 0) 50 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -80/ 1248V -43/ 43H 5.50" 2.00 DF ( 625) 22'- 0.0" -80/ 1248V 0/ OH 5.50" 2.00 DF ( 625) 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 = -0.074" 8 15'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.171" @ 11'- 0.0" Allowed = 1.400" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.044" @ 21'- 6.5" 1. 8-00 6-00 ,! 8-00 Wind: 120 mph, h=18.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I .r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-08-08 2-03-08 3-00 3-00 2-03-08 5-08-08 load duration factor=l.6, r f Truss designed for wind loads in the plane of the truss only. 6-00 T 6-00 f 12 4 6 12 6.00 M-4x6 j8ii66_00 12 = •e M-2.5x6 M-2.5x9 M-1.5x4 M-3x6(5) M-2.5x9 m-2.5 o y J' y 5-08-08 5-03-08 y y 5-03-08 5-08-08 0 P R OF y y t 14-00 8-00 `� ss 1-00 22-00 y1 oo ��-' ��' 89200PE �,�r i JOB NAME: DR HORTON 3709-B - A9 / �"" Scale: 0.2800 WARNINGS; i , GENERAL NOTES, unless otherwise noted: f ��/ . Truss: A 4 1.Builder and erection contractor should be advised of a8 Genera!Notes 1.This design Is based only upon the parameters shown and Is for en indNldual "32 i(p7 1OREGON wx and Warnings before construction commences. balding component.Applicability of design parameters and proper 2.aro compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the buiksng designer. 3.Additional temporary bracing to insure stabAty during construction 2.Design assumes the top and bottom chords to be laterally braced at �O r f A 2P- �# Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 17 o.c.respectively en ely unless braced threug and/or their length by _1'-F{{ DATE: 10/18/2016 the overall structure h the responsbifdy of the building designer. continuous sheathing such as acing re aired where sand/or drywall(BC). R R 1�� 3.h Impact bridging or lateral bracing required where shown++ SEQ. : K2 4 8 3 8 8 9 4.No bed should be applied to any component until alter all bracing end 4.rnsleiletton of truss is the responsbikly or the respective contractor. 5.Design assumes trusses are to be used in a non-corrosive environment, fasteners are comp..and et no lime should any beds greeter than TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. C { / i responsibility for the 6.Design assumes full bearing et a8 supports shown.Shim or wedge it EX P I R ES: {2l 12Q l 7 5.CompuTrus has no control over and assumes no shipmentnecessary. fabric/Non.handling, and inataflahon 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.end placed so their center October 19,201 6 TPIMRCA fn BCSI,copies of Milch will be furnished upon request, lines coincide with joint center lines. M7ek USA,IneJCorftpuTrus Software 7.fi.fi(1 L}E 9.Digits indicate size of plate In Inches. to.For basic connector plate design values see 818-1311,ESR-1988(M7ek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2012 MAX MEMBER FORCES 4WP./GDF/Cg=1.00 IC: 2x4 DF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16 BTR 1- 2=( 0) 50 2-10={-116) 1733 10- 3=( 0) 431 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-20P.8( 193 10-11=(-237) 2343 10- 5=(-685) 136 3- 4=( 0) 0 11-12=(-237) 2343 11- 5=1 0) 197 TC LATERAL SUPPORT c= 12"OC. UON. LOADING 3- 5=(-1733) 189 12- 6=(-116) 1733 5-12={-685) 136 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1733) 189 BC LATERAL SUPPORT 6= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 12- 7=( 0) 431 6- 7=1 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=(-2088) 193 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=1 0) 54 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -125/ 1400V -43/ 43H 5.50" 2.24 DF { 625) 22'- 0.0" -125/ 1399V 0/ OH 5.50" 2.24 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (Don). 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" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.107" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.203" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.038" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.055" @ 21'- 6.5" 10-00 2-00 10-00 f Wind: 12.0 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-08-08 4-03-08 11-001-00/ 4-03-08 5-08-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f load duration factor=1.6, STEP-UP FLAT TOP THORD TO BE BRACED BY End vertical(s) are exposed to wind, 6-00 OVERFRAMING TOP CHORDS OF JACKS AT 24" OC. Truss designed for wind loads 1. f 6-Oo in the plane of the truss only. CONNECT WITH M-9X9 TYP. AT NIP SHOULDERS, 12 6 12 6.00 5 Q 6.00 0 M-4x6 o M 4x6 M-3x8 1 © j= l }_ c, 2 10 11 12 -_+8 _ I M-3x6 M-2.5x4 M-1.5x4 MSHS-3x10(5) M-2.5x4 M-3x6 0 y y y y y C.Q`�ID P R 0,4-- 5-08-08 5-03-08 5-03-08 5-08-08 • y ,I• 14-00 y 8-00 y �� NGI(V �'4 s��2 1-00 22-00 1-00 Ct ' 89200PE ms" ''..4:. JOB NAME: DR HORTON 3709-B - A5 C,1P 7 Scale: 0.2675 i WARNINGS: GENERAL NOTES, unless otherwise noted: 7L. A OREGON ��, Truss: A 5 1,Builder and erection contractor shout('be advised of all General Notes 1.This design Is based only upon the parameters shovm and Is for an individual r(A A and Warnings before construction commences. building component.Applicability of design parameters and proper �O )" 14 2 O` �4 2.2x4 compressSn web brad must be installed where shunt+. incorporation of component is the responsibility of Me building designer. 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q - 1VJ• Is the responsibility of the erector.Additional permsnent bracing of 7 o.c,and at tff o.c.respecbvey unit ss braced throughout their length b1' -e!R 11-\-- DATE, 10/19/2016 the overall stmcture is Me responsibility continuous sheathing such es pywood sheathing(TC)and/or drywag(BC). apo ANy of the building designer, 3.2,4 Impact bridging or lateral bracing required where shown++ SEQ. : K 2 4 8 3 8 9 0 4.No load should be applied to any component until after ad bracing and 4.Installation of truss Is the responsibility of the respect,,contractor. fasteners are complete and et no Hme should any hada greater then 5.Design assumes trusses are to be used in a noncorrosive environment, �/ �+ (� ''7 sign hada be Invited to any component, are for-dry condition'of use. TRANS I D: LINK (', E�P I R Et7: 12/3 /2Q 1 1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at a9 supports shown,Shim or wedge if y L, .1 /� C fabrication•handling,shipment and Installation of components. necessary. October 19 r V V 7.Design assumes ode H.This design Is furnished subject fe the limitations set forth by adequate drainage Is provided. 8.Plates shell be located on both laces of truss,and placed so Meir center TPLANTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center Imes. 1�1Tek USA,IneJCorf>puTrus Software 7.6.7(il}Z 9.Dints Indicate size of plate In inches. 1o.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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WP./GDF/Cq=1.00 TC: 2x4 DF 614BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF t(1sBTR SPACED 24.0" D.C. 1- 2=( 0) 50 2- 6=(0) 907 3- 8=(-281) 87 WEBS: 2x4 DF STAND 2- 3=(-1091) 46 8- 6=(0) 907 8- 4=( 0) 457 LOADING 3- 9=( -817) 13 8- 5=(-281) 87 TC LATERAL SUPPORT 0= 12"0C. UON. 4- 5=( -817) 13 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-I090) 46 BC LATERAL SUPPORT 0= 12^OC. UON- DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS) 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 01 50 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORS, BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -36/ 828V -59/ 59H 5.50" 1.32 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -36/ 828V 0/ OH 5.50" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1.3 DF ( 525) 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 = 0.103" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.024" @ 8'- 6.0" Allowed = 0.804" MAX. TL CREEP DEFL = -0.057" @ 8'- 6.0" Allowed = 1.072" MAX LL DEFL = -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 16'- E.5" 8-06 8-06 1. T f Wind: 120 mph, h=18.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-05-09 4-00-07 4-00-07 4-05-09 (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), f f f f f load duration factor=l.E, 12 Truss designed for wind loads 6.00 IIM-4x4 12 in the plane of the truss only. Q 6.00 4 4.0" .0' M-1.5x4 M-1.5r.4 3 5 � 1 Adliglikib& • 11111111116&& OI t v 0 l B to M-2.5x4 M-3x8 6 M-2.5x4 8-06 y y ), 8=06 ��p PROF�7S 1-00 17-00 y y ,�5�, NG4NE�q 't 9, 1-00 ��• cc. :9200P ��. JOB NAME: DR HORTON 3709-B - 81 /� Scale: 0.3459 -' 7� r t!il -7 WARNINGS: GENERAL NOTES, unless otherwise noted: \ ' •- 1.Builder and erection contractor should be advised of all General Notes 1,This design is based ee upon the 7 OREGON * Cu Truss: B1only po parameters parameters and is for an ind v dual p�OREGON /� and Warnings before construction commences. building component.Applicability at design parameters and proper ,/iw 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. /� 3,Additional temporary bracing to Insure stability tarring construction 2.Design assumes the fop and bottom chords to be laterally braced et < ' 1 A 2P\ �4 is the responsibility of the erector.Additional permanent bracing of 2'o.c,and al 10'o.c.respectively unless braced throughout(heir length by ill4v _f`} DATE: 10/18/2016 the°versa structure Is the re nsilr continuous sheathing such as plywood sheathing(TC)res and/or drywaA(BC). ^ �� spo R11'of Me building designer. 3.rax Impact bridging or lateral bracing required where shown+. rF.,l SEQ. : K 2 4 8 3 8 91 4.No bed should be applied to any component until alter ee bracing and 4.Insteliatbn of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater Then 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied tb any component. and are for"dry condition"01 use, 5.CompuTrus has no control over and assumes no responsiblltly for the 6.Design assumes fall beating et all supports shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary' 6.This design is!writhed subject to the limitations set forth by 7.Design assumes adequate drainage is provided_ /� y� 8,plates shag be boated on both faces of truss.and placed so their center October 1 9,20 1 C1 TIVVVTCA In BCSI.copies of which will be furnished upon request lines coincide with joint center Anes. MTek USA,IncJComQuTrus Software 7.6.7 SP2(1 L}E 9.Digits Indicate the of plate in inches. 10.For basic connector ptate design values see ESR-1311,ESR-1988(Mi7ek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 17-00-00 HIP SETBACK 6-00-00 FROM END WALL TC: 2x4 DF #1&BTR IBC 2012 MAX MEMBER FORCES 4WP./GDF/Cq=1.00 LOAD DUPATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(0) 2067 8- 3=( 0) 559 BC: 2x4 DF #leBTR 2- 3=(-2464) 23 8- 9=(0) 2374 8- 4=(-466) 34 WEBS: 2x4 DF STAND LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3 4=(-2067) 38 9- 6=(0) 2067 4- 9=(-966) 34 TC LATERAL SUPPORT 1= 12"OC. UON. 4- 5=(-2067) 38 9- 5=( 0) 559 BC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 5=(-2464) 23 TC UNIF LL( 25.0)+DL( 7,0)= 32.0 PSF 0'- 0.0" TO 17'- 0.0" V 6- 7=( 0) 50 BC UNIF LL( 0.0)+DL( 10.08= 10.0 PSF 0'- 0.0" TO 17'- 0.0" V NOTE: 2x4 BRACING AT 24"0C UON. FOR TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 0.0" TO 11'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 17'- 0.0" V LOCATIOG MAX LOCATIONS REACTIONS REACTIONS SIZEOT TMAX TIOZ SSQ.IN. (SPECIES) 0'- 0.0" -15/ 1625V -40/ 408 5.50" 2.60 OF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 17'- 0.0" -15/ 1625V 0/ OH 5.50" 2.60 OF ( 625) OVERHANGS: 12.0" 12.0" TC COLIC LL( 250.0)+DL( 70.0)= 320.0 LBS 0 I1'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.068" @ 8'- 6.0" Allowed = 0,804" MAX TL CREEP DEFL = -0.151" 0 8'- 6.0" Allowed = 1.072" MAX LL DEFL = -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.027" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.044" @ 16'- 6.5" Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 6-00 5-00 6-00 in the plane of the truss only. fi fi fi fi 6-00 2-06 2-06 6-00 fi 12 320# fi 320# 6.00 J M-4x6 M-4x6 12 M-2,5x4 .' j 6.00 3 c 9 O � mm O 1 O S 9 6 I M-3x8 M-2.5x4 M-2.5x4 M-3x8 b y y � �� P -5-08-08 5-07 s o8-08 - - .(0 S.) y � NG1N -� /tG � ��i-00 17-00 1-00 i' .' 89200PE .rr �� JOB NAME: DR HORTON 3709-B - B2 A / Scale: 0.3959 WARNINGS: GENERAL NOTES, unless otherwise noted: ' \ '•' Truss: B 2 1.Budder and emotion contractor should be advised of ad General Notes 1.This design is based only upon the parameters shoe,and Is for an Individual "37L, O REG O 1 V tx �� and Warnings before construction commences. budding component.Applicability of design parameters and proper 2 bra compression web bredng moat he installed where shown+. Incorporation el component is the reeponsibd'ity of the building designer. `' p 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lalerady braced at <0 / 14 - ' �4 Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at ee o.c.mush sly unless braced throughout their length by � y DATE: 10/18/2 016 the neerell structure In the rebbl continuous sheathing such as plywood sheathing(TC)end/or drywall(SC). R R{L� responsibility of the building designer. 3.2x impact bridging of Patent!bracing required where shown+is SEQ. : K 2 4 8 3 8 9 2 4,No bad should be applied to any component until alter an bredng and 4.Installation of trees is the responstierty of the respective contractor. 5.Design assumes trusses are to be used le a non fasteners are complete and et no time should any beds greater than non-corrosive environment. TRANS I D: LINK design bads be applied to any component. and are for dry condi on"of use.hes no control over and assumes ee responsibility �/ �]/ i rs for the 6.Design assumes full boating al all supports shaven.Shim or wedge d EXP RES: 1�(�1/2Q l Z 5,CompuTn febrbetion,handing,shipment and Installation H components. necessary, 6.This design is famished subject to the limitations set torts by 7.Design assumes adequate drainage is provided. 8.Plates shag be located aboth faces of truss,and placed se their center October 19,2Q 16 TPIMTCA in SCSI,copies of which wig be famished in upon request, lines coincide with joint center nter lines. Software 7.6.6(1 L}E 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Soft 10.For basic connector plate design values see ESR-7311,ESR-1986(MrTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 1- 2=1 0) 50 2-10=(-25) 1204 10- 3=( 0) 264 WEBS: 2x4 DF STAND2- 3=(-1492) 91 10-11=(-74) 1343 10- 5=(-209) 68 LOADING 3- 4=( 0) 0 11- 8=(-25) 1204 5-11=(-209) 68 TC LATERAL SUPPORT <= 12"OC. UON. 3- 5=(-1204) 98 11- 7=( 0) 264 LL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF 5-.7=(-1204) 98 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=(-1992) 91 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=( 0) 50 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -77/ 1126V -40/ 40H 5.50" 1.80 DF ( 625) 17'- 0.0" -77/ 1126V 0/ OH 5.50" 1.80 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.044" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.082" @ 8'- 6.0" Allowed = 1.072" MAX LL DEFL = -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" 06 MAX HORIZ. LL DEFL = 0.018" @ 16'- 6.5" f fMAX HORIZ. TL DEFL = 0.026" @ 16'- 0.5" 8-00 1-00 8-00 5-08-08 2-03-08 0-06 2-03-08 5- Wind:Wind: 120 mph, h=19-2f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), T load duration factor=l.6, Truss designed for wind loads 6-00 6-00 in the plane of the truss only. T I I I 12 4 6 12 6.00 Q 6.00 M-4x6 M-4 x6 3 M-2.5x4 e .4.111110 , 1 ase �r 0 10 o 11 s 1 M-3x4 M-2.5x4 M-2.5x4 M-3x4 y y 5-08-08 y 5-07 y 5-08-08 y ,��Q4�0 PROOFS 1-00 17-00 y y �GJ .�tJGIN�E� �/� 1-00 ,G� :9200PE f JOB NAME: DR HORTON 3709-B - 83 Scale: 0.3334 -/ r Will WARNINGS: GENERAL NOTES, unless otherwise noted: ill '� Truss: B 3 1•Bulkier and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an individual 1.e. OREGON w- �/e- and Warangs before construction commences, building component.A „„„1„..iVr AGI 9 W ppGcabrTity of design parameters and proper 2.2x4 compression web bracing must be installed where shown e. incorporation of component is the responsibAAy of the building designer. rr,000 t' 3,Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords to be IateroRy braced at e/ -9 r �1 A ZQN �4 Is the responsbA'ny of the erector.Addthonal permanent bracing of 2'e.c,and et 10'o,c.respectively unless braced throughout their length by 1`•Y DATE: 10/18/2016 the overall structure fs the responslbilly of the building designer. continuousxips bridging sheathing such l b plywood sheath ng(TC)and/or dryraN{8C}. R R I L� 3.Ie tmpact Dddhos is lateral bracing ty of the where shown a. SEQ.: K2 4 8 3 8 9 3 4.No bad should be applied e to any component until after a6 bracing and 4.Installation o/truss is the responsibility of the respective contractor. fasteners are complete and at no litre 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 condition'of use. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge H fabrication,IreeAvg,shipment and Installation of components. necessary. EXPIRES: V I7 I D C C�. �'/ i�rt T 6.This design Is furnished subject to the Amiatiens set forth by T.Design assumes adequate drainage is provided. C///��f Cl C�7 f�I 1 L. 8.Plates shall a located on both faces of truss,and placed so their center October 19,2 V 1 6 TPUWrCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ares. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L}E 9.Digits indicate size of plate in inches. 1o.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 4.0" IBC 2012 MAX MEMBER FORCES 4WP./GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #16 BTR SPACED 24.0" O.C. 2-2=( 0) 50 2-5=(0) 99D 5-3=C0) 264 WEBS: 2x4 DF STAND 2-3=(-584) 0 5-4=(0) 990 LOADING 3-4=(-577) 0 TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"CC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 614V -35/ 40H 5.50" 0.98 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof snow(Ps) Si'- 4.0" Cs=1, Ce=1, Ct=1.1, I-1 -3/ 462V 0/ OH 2.00" 0.74 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOpSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 5'- 8.0" Allowed = 0.714" MAX TC PANEL LL DEFL - 0.033" @ 2'- 8.0" Allowed = 0.369" MAX HORIZ. LL DE FL = 0.003" @ 11'- 2.0" MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.0^ 5-08 5-08 { Wind: 120 fnph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, (IM-4x4 Truss designed for wind loads in the plane of the truss only. 2.0^ ••••10ripli • • ...4111111111111111111111111111111111111111111111111 0 '�� 5 a 1 t �� M-2.5x4 M-1.5x4 M-2.5x4 y ), y ,,�` RNGPRE,rF�c'i5-08 5-08y )' y1-00 11-04 -� _co. --,9 t :_-89200PE ' - � JOB NAME: DR HORTON 3709-B - Cl Scale: 0.5234 i� WARNINGS: GENERAL NOTES, unless otherwise noted; �� : 1111.57 1 1.Builder and erection contractor should be advised of a6 General Notes OREGON ��, Truss: Cl 1.This design Is based orgy upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper '�Zi'- /l_ N . L 2.Dt4 compression web treeing moat be installed where shown+. incorporation of component is the responsibfity of the budding designer. "f�A �O��,` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the resportsibildy of the erector.Additional permanent bract Y o.c.and at 10•o.c.respectively unless braced throughout their le __ • DATE: 10/18/2016 of continuous sheath such as wood sheathing(TC) the overell structure Is the responsbllity of the building designer. DIY g{IC)endtor drywall(BC). ��'�� 3. Impact bridging or lateral bracing required where shown++ SEQ. : K2 4 8 3 8 9 4 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsbiliity of the respective contactor, fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component and are for'dry condition'of use. 5.CompuTrvs has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabricetion,handling,shipment and Irrstafation of components. necessary, } {y,,� (� (�.t 6.This design is furnished subject to the Ilmfations set forth by 7.Dates assumes located on drainage Is provided. October 9r 2Q 16 8,plates shall ee located on both faces of Inns,and placed so their tamer TPUWTCA in BCSt,copies of wfiich MI be furnished upon request. Anes coincide with joint center lines. M)Tek USA,Inc./CompuTtus Software 7.&. 1L E B.Digits indicate size of plate in Inches. �` 10.For basic connector plate design values see ESR-1311,ESR-1088(Web) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 11-04-00 HIP SETBACK 4-00-00 FROM END WALL TC: 2x4 DF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( D) 50 2- 6=(-33) 1027 6- 3=( 0)BC: 2x4 DF #1&BTR 207 WEBS: 2x4 DF STAND 2- 3=(-1255) 69 6- 7=(-44) 1092 6- 4=(-112) 18 LOADING 3- 4=(-1027) 70 7- 5=(-37) 1102 4- 7=( 0) 204 Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) 4- 5=(-1305) 69 TC LATERAL SUPPORT 9= 12"0C. UON. Cs=1, Ce=1, Ct=1.1, I-1, Lu=50' BC LATERAL SUPPORT 9= 12"OC- UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 11'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 11'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PLF 4'- 0.0" TO 7'- 4.0" V 0'- 0.0" -58/ 955V -22/ 27H 5.50" 1.53 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( O.0)+DL( 10.01= 10.0 PLF 0'- 0.0" TO 11'- 4.0" V 11'- 4.0" -26/ 785V 0/ OH 2.00" 1.26 DF ( 625) TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" OVERHANGS: 12.0" 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 7'- 4.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IFC 2012 NOT BEING MET. - MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.039" @ 7'- 4.0" Allowed = 0.535" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.072" @ 7'- 4.0" Allowed = 0.719" MAX HORIZ. LL DEFL = 0.009" 0 11'- 2.0" MAX HORIZ. TL DEFL = 0.015" @ 11'- 2.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFR.S(Dir), 9-00 3-04 9-00 load duration factor=1.6, ♦ ♦ :# i' Truss designed for wind loads 12 in the plane of the truss only. 12 6,00 I/ Q 6.00 M-4x6 .',1,1-6x6 4 110. o 1 XI 6 7 '6 M-2.5x4 M-2.5x4 M-1.5x4 M-3x4 �5 ,J` y k 3-08-08 4-00-12 3-06-12 y y 1-00 y 11-04 l �''�`iko PRopes �. 3 0AG I N .F6,.. S/O 89200PE r' JOB NAME: DR HORTON 3709-B - C2 Scale: 0.9859 te / r `. - WARNiNGS: GENERAL NOTES, unless etherwtse noted: 0 Truss: C2 1•Bidder and erection contractor should be advised of all General Notes 1.Th.*design Is based only upon the parameters shown and Is for an individual 72...... OREGON w ��, and Warnings before construction commences. building component.Applicability of design parameters and proper lF 2.2,0 compression web bracing must be installed Where shown+_ incorporation of component is the responsibility of the building designer. t� 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top end bottom chords to be kteropy braced at /O / 1 A ZO �4 *the responsibility of the erector,Additional permanent bracing of 7 o.c.and a1 tt7 de.respectively unless braced throughout(heir length by - I`t{ `- DATE: 10/18/2016 the overallstructure is the continuous sheathing such as plywood shsathhtg(TC)and:or drywal(BC). `R R 1 L reaponalo@ty of the building designer. 3.2x impact bridging or lateral bracing required where shown++ SEQ.: K2 4 8 3 8 9 5 4.No toad should be applied to any component until after all bracing and 4.*deflation of trues 9 the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component and are for"dry canWt on"of use, 5.CompuTrus has no cordrol over and assumes no responsibility for the 6.Design assumes tali beating at all supports shown.Shim or wedge A EXPIRES: 12/31/2(117 1/ZQ17 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate /•� r 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedon bothifa es of rruss,and placed so their center October 19,2a 1$ TPIJWFCA In SCSI,copies of which will be furnished upon request. fines coincide with joint center Anes. Milk USA,IncJCompuTrvs Software 7.6.6(1L)-E 9.Digits indicate size of plate in inches. to.For basic connector plate design values see E59-1311,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 6-0D-00 GIRDER SUPPORTING 11-09-00 FROM 2-00-12 TO 6-00-00 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cil-1.00 TC: 2x4 DF #166TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-96) 71 1-3=(-26) 23 2=3=(-181) 90 BC: 2x8 DF SS WEBS: 2x9 DF STAND LOADING Snow: ASCE 7-10, 25 POE Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED SRI AREA TC LATERAL SUPPORT <= 12"00. UON. Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. 0'- 0.0" -88/ 1078V -29/ 73H 5.50" 1.72 DF { 625) TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 6'- 0.0" V 6'- 0.0" -85/ 983V 0/ OH 2.00" 1.57 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)- 10.0 PSF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 116.7)+DL( 79.3)= 196.0 PLF 2'- 0.8" TO 6'- 0.0" V ADDL: BC CONC LL+D1,= 785.0 LBS @ 2'- 0.8" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = -0.088" 9 3'- 1.5" Allowed = 0.336" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL TL DEFL = -0.122" @ 3'- 1.5" Allowed = 0.504" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX HORIZ. LL DEFL = -0.000" 9 5'- 10.3" BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP MAX HORIZ. TL DEFL = -0.000" 9 5'- 10.3" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS{Dir), load duration factor=1.6, 6-00 Truss designed for wind loads in the plane of the truss only. 12 6.00 M-1.5x4 2 -/ I 0 toM-5x16 oI 1 P 3 01 -, M-3x4 M-3x10 ,/,' 785# y 6-00 ',5Y - P R OFR-cS r.1.1,, , �NGI E�'cq �i(2.• �:' 89200PE ,�<" JOB NAME: DR HORTON 3709-B - C3 Scale: 0.5335 Li '� WARNINGS: GENERAL NOTES, unless otherwise noted: l 111, I I.Builder and erection contractor should be advised of ail General Notes 1.This design b based only upon the parameters shown and re for an individual : 7,. q OREGON '�� Truss: C3 and Warnings before construction commences. boldin corn �i n9 g ponent.Applicability of design parameters and proper ' A A 2.god eomprosebn web bracing must be khsta1t where s'a .. Incorporation of component is the responsibiley o1 the building designer. '/i' 2. ` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be latera ptr braced at /� Y -1 A Is the responsfhikty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !- conanueus sheathingen lsuch l sb plywood sued sheathing(TC)s an,,5 drywaa(BC). D R y t DATE: 10/18/2016 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown r+ f� l� SEQ.: K2 4 8 3 8 9 6 .4.No toad should be applied to any component until slier al bracing and 4.Instae atlon of truss Is the responsibaty of the respective contractor. S.Design assures trusses are to be used in a noncorrosive environment. fasteners are complete and at no time should any bads greater than 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 6.Design assumes tuft bearing at as supports shown.Shim or wedge a EXPIRES: 12/31/2017 spo lay for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished noblest to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 19 r 201 6 TPIM?CA In BCSI,copies of*filch w91 be furnished upon request. Imes coincide with joint center Pones. MiTek USA,Inc.lCompuTrus Software 7.6.6(10-E 9.Digits indicate size of plate kis inches. to.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 3.p" TC: 2x4 DF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LOAD DURATION It1CREASE = 1.15 1-2=( 0) 50 2-4=(0} 0 BC: 2x4 DF #166TR SPACED 29.0" O.C. 2-3=(-100) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF -18/ 410V -16/ 79H 5.50" 0.66 DF ( 625) 5'- 11.0" 0/ 105V 0/ OH 2.00" 0.17 DF ( 625) • Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 3.0" -43/ 170V 0/ OH 3,00" 0.27 DF ( 625) Cs=1, Ce=1, Ct=1.l, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" B -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.073" 9 3'- 6.1" Allowed = 0.904" MAX TC PANEL TL DEFL = -0.123" 0 3'- 6.2" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" 8 6'- 1.5" 6-03 MAX HORIZ. TL DEFL = -0.000" 0 6'- 1.5" T 1" 12 6.00 Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 i M s o HillillIMMINIMIIIIIMIIIIIf 1 2�� 0, _, M-2.5x4 y * * 5-11 0-04 y b y 1-riltOVIDE FULL BEARING;Jts:2,9,3 1 6-03 ��r„ .. p D r '_� ' 89200PE. �r JOB NA : DR NORTON 3709-B - D1 , ME Scale: 0.5424 WARNINGS: GENERAL NOTES, unless otherwise noted: '`(3 , e • ,._ ' Truss: D 1 1.Builder and erection contractor should be advised of aft General Notes 1.This design s based only upon the parameters shown and Is for an loci eldest ',17.4.: '49� 0 ON A /•. and Warnings before construction commences. building component.Applkability of design parameters end proper JJ Vi �J 2.2x4 compression web bradng must be installed where shovm+, incorporation IosrtponeM is the responsibility of the building designer. `' J� 3.Additional temporary bracing to Insure stabil dud 2.Design assumes the tap and bottom chords to be{sterility braced at /� T• 1 A Z�` �� g stability ng construction !`f e the re Idl sf the erector.Additional 7 o.c.and at 10'o.c,respectively unless braced throughout Melt'len gth try sporie R, permanent bracing of continuous bridging such as 4/4E /3 IR I�� DATE: 10/18/2016 the overall structure is the responsbNity of the building designer. sheathing plywood sheath ng(TCj and/or r. C. (` 4.No bad shouts be applied to ce ees 3.to Impact bridging or lateral bracing required si Re where shown t+ SEQ. : K2 4 8 3 8 9 7 ppm Y component until eller all bracing end 4.Installation of trues le the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5,Design assumes trusses are to be used in a rsems roeive environment. ' TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use, 5.Comp/True has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shlm or wedge 5 EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 6.This design is furnished subject to the limitations set forth by T.Design assumes adequate drainage is provided. • 8.Plates shall be boated on Doth faces of truss,and placed so their center October 19,2016 TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center fines. MiTek USA,Inc./CompuTrus 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.P35-1988(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.5" IBC 2012 MAX MEMBER FORCES 4WP./GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. ' 2-3=(-70) 16 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAGAREADL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 337V -10/ 55H 5.50" 0.54 DF ( 625) 3'- 11.0" 0/ 68V 0/ OH 2.00" 0.11 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 1.5" -25/ 106V 0/ OH 1.50" 0.17 DF ( 625) Cs=1, Ce=1, Ct=1.1., I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.010" @ 2'- 4.7" Allowed = 0.255" MAX TC PANEL TL DEFL = -0.017" @ 2'- 4.7" Allowed = 0.383" MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.8" 4-01-08 MAX HORIZ. TL DEFL = -0.000" @ 4'- 0.8" 1' 1' 12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 --/ N O N f I I O 1 2 0�'♦ -' M-2.5x4 y icy 3-11 0-02-08 'PROVIDE EllLT13 EARING;Jts:2,4,3 I 4-01-08 lcc'Y -- - ' 89200 P Er1 JOB NAME: DR NORTON 3709-B - D2 Scale: 0.5391 10111111 :g , i WARNINGS: GENERAL NOTES, unless otherwise noted. \ ' [}` .Trus1.Builder 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 T/ e OREGON ��`, s: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper Le+ */l fr p ), 2.2x4 compression web bracing must be installed where shown+, incorporation at component is the responsibility of the building designer. 2O` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be latera Py braced el �O r i A is the responsibility of the erector.Addltonal permanent bracing of 2'eye and at 10'o.c,rsun?, very unkss braced throughout their length by --t`t{-- (� DATE: 10/18/2016 the overall sheet xe lathe responsibilitycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R R l L� J of the building designer, 3.21(Impact bridging or lateral bracing required where shown++ S EQ K2 4 8 3 8 9 8 4.No load should be applied to any component until filler all bracing and 4.Installation of truss Is the re WY respective contractor. fasteners are Comprete.and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be 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 toil bearing at all supports shown.Shim or wedge a EXPIRES: 12/31/20 17 . necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October .7 t'� /'� 8.This design Is furnished subject to the limitations set forth try r Za s S.Plates shall be located on both laces a1 truss,and placed so their center TPVWTCA In BCSI,copies of wcenter which will be furnished upon request, lines coincide with joint Anes. MTek USA,Ine.lCampuTrus Software 7.6.6(1 1..)-E 9.Digits Indicate size of plate H inches. 70.For bask connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 23 TC LATERAL SUPPORT 0= 12"0C. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 6RG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0^ 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -19/ 389V -14/ 71H 5.50" 0.62 DF ( 625) 5'- 6.0" -37/ 150V 0/ OH 2.00" 0.24 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 7.0" 0/ 97V 0/ OH 2.00" 0.16 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.044" @ 3'- 2.1" Allowed = 0.361" MAX TC PANEL TL DEFL = -0.076" @ 3'- 2.1" Allowed = 0.541" MAX HORIZ. LL DEFL = -0.000" @ 5'- 6.0" 5-07 MAX HORIZ. TL DEFL = -0.000" @ 5'- 6.0" T 12 wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (AI1 Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. m 0 c, M O PAIII I 04 M-2.5x9 b )4, 5-06 0-01 IttRolt FULL BEARING;Jts:2,3,4 I 5-177 444I ', 89200PE v� JOB NAME: DR HORTON 3709-B - D3 - Scale: 0.5567 WARNINGS:Builder GThis GENERAL NOTES, unless a otherwise noted: • OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and Is for an Indivirkral *- Truss: D 3 and Warnings before contraction commences, buiding component.Applicability of design parameters and proper l� 2.2%4 compression with bracing met be installed where shown e. Incorporation of component is the responsibility of the building designer. "0 '4". {' +O� 3.Additional temporary bracing le insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at / rL Is the responsibAily of the erector.Additional permanent bracing of 2'o,a and et 10'o.c,rsuch cc ely unless braced throughout their length byili - C�. DATE: 10/18/2016 n,e overall structure Is Me r ee b of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywalk9C). --R (� ` �! �P° Y 9 sig 3,2x Impact bridging or lateral bracing required share shown•• R R I `'•- SEQ.: K2 4 8 3 8 9 9 4.No bad should be applied to any component until after est bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete end at en 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. 6.Design assumes Tull bearing at all supports shown.Shim or wedge If EXP I RES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility kr the necessary. d9 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 9 r 20 6 6.This design Is furnished subject to the Iintiations set form by 8.Plates shall be located on both faces of truss,and placed so their ceder TPI.WTCA In 6051,copies of which wAl be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate ske of plate Ie inches. MiTek USA,InciCornpuTrus Software 7.6,6(1LYE 10.For basic connector plate design vabees see ESR-7311,ESR-1988(MTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF lel&BTR SPACED 24.0" O.C. 2-3=(-63) 14 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -27/ 321V -9/ 49H 5.50" 0.51 DF ( 625) -21/ 91V 0/ OH 2.00" 0.15 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps I 3'- 7,0" 0/ 60V 0/ OH 2.00" 0.10 DF ( 625) Cs---1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.005" @ 2'- 1.1" Allowed = 0.212" MAX TC PANEL TL DEFL = -0.008" @ 2'- 1.1" Allowed = 0.317" MAX HORIZ. LL DEFL = -0.000" 0 3'- 6.0" 3-07 MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.0" 12 Wind: 120 mph, h=17.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.E, Truss designed for wind loads in the plane of the truss only. 3 co 0 O 2,- , N O I WilAIMIIIIIIIIIIIIIIIM O 2,- ....m...---,.., =_ P2.5X4 :44 y yb 3-06 0-01 y y y (PROVIDE FUIII-8BARING;Jts:2,3,9 ] 3-07 Q � PRQp . On Q 2 i - 1 89200PE �r" l JOB NAME: DR HORTON 3709-B - D4 Scale: 0.6038 A C--- '•:t I _ 1 WARNINGS: GENERAL NOTES, unless otherwise noted: \ 0 `. •' 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for en indNidual \ OREGON Truss: D4 and Wamings before eonshuchon commences. building component.Appecab'd'ity of design parameters and proper p 2.2x4 compression web bracing must be Installed where shown♦, incorporation of component is the responsibility of the building designer. �' i9 l� 1 4 ZO\� 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Moron to be laterally bread at /Vl Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 1 t7 o.c-respectively unless braced throughout their length b1' -- --- CJ: DATE: 10/18/2016 the overall structure is Me responsibility er the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywae(13C}. (� [J 3.Zit Imped bridging or lateral bracing required where shown F+ �E`R R I L\•- SEQ.: K2 4 8 3 9 0 0 4.No bad should be epptied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. - - - festeners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S 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 responsibifity for Me 6.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Instaltahen of components, 7.Design assumes adequate drainage is provided. �7/� 6.This design Is furnished subject to the limitations set forth by 8.Plates shaft be located on both laces of truss,and placed so their center October 19 r Gil 6 TPIM?CA in BCS(,copies of wench wff be furnished upon request. lines coincide with lolrd center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc,iCompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9W P./GDF/Cq=1.00 IC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF 8i&BTR SPACED 24.0" O.C. 2-3=(-50) 6 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -40/ 298V -5/ 33H 5.50" 0.48 DF ( 625) 1'- 11.0" -24/ 44V 0/ OH 2.00" 0.07 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0,0" -25/ 30V 0/ OH 2.00" 0.05 DF ( 625) 12 Cs=1, Ce=1, Ct=1.1, I=1 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.B" Allowed = 0.093" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.8" Allowed = 0.140" MAX HORIZ. LL DEFL = -0.000" 0 1'- 11.0" MAX HORIZ, TL DEFL = -0.000" 0 1'- 11.0" • Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFP.S(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. t - M-2.5x4 y y � (PROVIDE FULIli UARING;Jts:2,3,4 I 2-00 a�D P R_�FF 89200PE r" JOB NAME: DP. HORTON 3709-B - D5 .Stale: 0.9946 - '._ .. 1 WARNINGS: GENERAL NOTES, unless otherwise noted: 1r 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon Be parameters shown and is for an individual �� a OREGON w Truss: D5 end Warnings before construction commences. building component.A //%� lt 9 p Applicability of design parameters and proper p 2 254 compression web bracing must be installed wture shown+. incorporation of component is the responsibtity of the building designer, `' 2- 3.Additional temporary bracing to insure stabdlty during construction 2.Design assumes the top and bottom chords to be throughout laterally braced at /� I A is the responsibility 2'o,c.and at 10'o.c.such a plywood unless braced thoughoul Melr lengthoatl)B by - Y--- spo dity of the erector.Additional onal permanent bracing o/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 10/18/2016 the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ L SEQ.: K2 4 8 3 9 01 4.No bad should be applied to any component until after all bracing and 4.Installation of tress Is the responsibility of the respective contractor. fasteners are complete end at no time should any hada 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 conditionof use. 5.CompuTrus has no control over and assumes no responsPorlty for the 6.Design assumes full bearing at ad supports shown.Shim or wedge ti EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and instadelfan of components. 7.Design 6,This design is furnished subject to the limitations set forth by g assumes adequate du drains Is provided. October 19,2016 8.Plates shay be heated on both Faces of truss,and placed so their center TPINVTCA in SCSI,copies of which v.S1 be furnished upon request, lines coincide with joint center lines. MTek USA,tneJCompuTrus Software 7.6.$(1 L)E 9.Digits indicate size of plate h Inches. 10.For basic connector plate design values see ESR-1311,ESR•t988(MITek) • This design prepared from computer input by • ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER sPECIFICATIONS TRUSS SPAN 2'- 0.0^ IRC 2012 MAX MEMBER FORCES 4WR/GDF/Cil=1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(-8) 8 3-9=(-43) 68 BC: 2x4 DF#1sBTR SPACED 24.0" O.C. 2-3=)-73) 12 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -47/ 300V -9/ 28H 5.50" 0.48 DF ( 625) OVERHANGS: 12.0" 0.0" -52/ 61V 0/ OH 2.00" 0.10 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 12 Cs=1, Ce=1, Ct=1.1, I=1 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX IC PANEL LL DEFL = 0.003" @ 1'- 0.2" Allowed = 0.084" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.2" Allowed = 0.126" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. m. 0 m 0 2 14 1 M-2.5x4 M-1.5x4 y )' y 1-00 2-00 89200PE '. li- JOB NAME: DR HORTON 3709-B - D6 Scale: 0.9938 1:111111.!: 5::........ -------7". /g1111 ", WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -7/ OREGON A �4/ Truss: D 6 and Warnings before construction commences- building component.A v A t� Applicability of design parameters and proper 2.2o4 compression web bracing must be h'+sla0ed where shown+, incorporation of componem Is the responsibility of the building designer. \ ' g stability nil construction 2.Design assumes the top and bottom chords to be latera braced at /O/17&.'+ 1 4 2O �Y" 3.Add Atonal temporarybracin to insure stabil' dud n' Is the responsibility 2'c.c.and at 10'o.c.resped6ety unless braced throughout their length by - - po bIIMy oTthe erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) drywall/BC). � L� DATE: 10/18/2016 the overall stricture Is the rens b acing re aired in C ener, apo RtY of the building designer. 3.2a Impact bridging or lateral bracing required where shover++ SEQ.: K2 4 8 3 9 0 2 4.No bad should be applied to any component until after al bracing and 4.Instagetion of truss is the responsib6ry or the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes busses are to be used In a non-corrosive environment, TRANS I D' LINK design bads be applied to any component, and are for-dry eondtlon"of use. • 5.CompuTnn hes no control over and assumes no responsiblfity for the 8.Design assumes full bearing at a0 supports shown,Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. October 7.Design assumesadequatedrainage is truss, OCtObef 9r20 S.This design is banished subJec#to the lin/Rations set forth by 8.Plates shall be located on bath(aces of buss,and placed so!heir center TPINVFCA In SCSI,copies of which v411 be furnished upon request. Anes coincide with joint center Ones. MTek USA,InclComquTnrs 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-1968(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" TC: 2x9 DF #1aBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x9 DF #1&BTR 1-2=( 0) 50 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-69) 19 TC LATERAL SUPPORT <= 12"OC. NON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0,0" -36/ 322V -10/ 54H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 54V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -26/ 96V 0/ OH 2.00" 0.15 OF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- D.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT (JON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.8" Allowed = 0.063" MAX TC PANEL TL DEFL = 0.003" @ 1'- 8,2" Allowed = 0.364" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0" 4-00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0" 1' 12 6.00 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 -, a 0 N ,f- , Ijii o -, 1 OMEN ►�� M-2.5x9 y ; y 1-11 2-01 k y y (PROVIDE L'I÷PTDBEARING;Jts:2,9,3 I 4-00 �� PR�F�s ,Co`�� G4N1 � s.0 2 =9200PE 9j-- JOB NAME: DR HORTON 3709-B - D7 Scale: 0.5973 r ``1 _ WARNINGS: GENERAL NOTES, unless otherwise noted ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual . -7j , OREGON �44 e Truss: D7 and Warnings before construction commences, budding component.Applicability of design parameters and propery /lie A v 2.2x4 compression web bracing must be installed sacra shown+. incorporation of component is the responsibility of the building designer, '''4'`I 2 ` 3.Additional temporary braehtg to Insure stablFty during construction 2.Design assumes me top and bottom chorda to be Were By braced at ,� 1 14 is the responsibtity of the erector.Additions/permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by /11 (/'�� -- ------ continuous sheathing such as plywood sheathing(TC)andror drywall(BC), `R R LV- DATE: 10/18/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E K2 4 8 3 9 0 3 4.No bad should be appli d to any component until after all bracing and 4.tnstallatbn of truss Is the res nsiWl of the res pectNe contractor. Q fasteners are complete end at no time 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 condfffon"of use. S.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at an supports shorn.Shim o,wedge a EXPIRES: 12/31/2017 necessary, rabrkabon.handdng,shipment and Installation of components, 7.Design assumes adequate drainage is provided. .t �l C 6.This design is fumbhed subject to the limitations set forth by 8.Plates shaft be located on both faces of truss,and placed so their center OCto�Je r 1�r��I C„) TP WJiCA in SCSI,copies of which will be furnished upon request. fines coincide with Joint center lines. • MiTek USA,IncJCo 9.Digits indicate size of plate In inches. mpliTrus Software 7.6.6(11)-E 1u.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System .1 . General Safety N®tes , PLATE LOCATION AND ORIENTATION • 14-1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Miff Dimensions are in ft-in-sixteenths. h 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. (016" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves WEBS 4 may require bracing,or alternative Tor I IIIV.7WIE O .• I a bracing should be considered. �-4111or U O= 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. illoi a p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7_e C6-7 C5-6 ►— designer,erection supervisor,property owner and plates 0- 'ii 'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each ® This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 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 /iceIPIndicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. t.,-.' 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but c 16.Do not cut or alter truss member or plate without prior reaction section indicates joint O 2012 MiTek®All Rights Reserved pproval of an engineer, number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. IMO INN art, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: `` project engineer before use. ANSI/TPI1: National Design Specification for Metal . 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. .7 Al BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, WI I Let( ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I Standard Gable End Detail 1ST-GE120-SP MiTek USA,Inc. Page 1 of 2 ��,\/l Ii ,______ii,______ii ! Typical_x4 L-Brace Nailed To J I 2x_Verticals W/10d Nails,6"o.c. Vertical Stud _ V \ Vertical Stud I(4)-16d Common \\.� DIAGONAL IL --- �� v Wire Nails \\\ \ \ /BRACE 1 - ,J J , \ \ \ \ 7 may ,. L MiTek USA, Inc. �\-'�/J' �`+\�\ N\\--- - 1, I w \--' _ 16d Common SECTION B-B ,. �% Wire Nails 1 DIAGONAL BRACE i---.� N�� Spaced 6"o.c. 4'-0"O.C.MAX -._.----....— — - i. (2)-10d Common -.._ � --2x6 Stud or Wire Nails into 2x6 I TRUSS GEOMETRY AND CONDITIONS _ �� 2x4 Not of better �� SHOWN ARE FOR ILLUSTRATION ONLY. ® `��.Typical Horizontal Brace �_`\ Nailed To 2x_Verticals i -`� 12 \ w/(4)-10d Common Nails /� i SECTION A-A 2x4`Stud _ (-A -� Varies to Common Truss yii f. �; I* II��- PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �� ► ,. i ' SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING / A i .1► ylrDRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. i \., ATTACH DIAGONAL BRACE TO BLOCKING WITH / ! ** ----\,,,, (5)-10d COMMON WIRE NAILS. lalI- _ - �h� ! - 3x4= M- __ B B ,\ (4)-8d NAILS MINIMUM,PLYWOOD / r -7///i / 7/_./.../. 1 7/ // 77_2_1_/_"/ 7-% . ��- SHEATHING TO 2x4 STD SPF BLOCK ' / * -Diagonal Bracing ** -L-Bracing Referi I \ i Refer to Section A-A to Section B-B \\ ` 24"Max' Roof Sheathing-.1 \. NOTE r --. v \ - P.1-7,-7----C.;---- 1. _ _ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. �� -.....____-_�/ T_V -:`� f 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND ,, / i WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. V-3 l (2)-1 Od` / 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ' A "• ' ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT —' /� y" I (2) 10d NAILS BRACING OF ROOF SYSTEM. / - �/,' (. I 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB �/ / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ''/ / 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ir, =- . . ,Trusg s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. / /9 N y 1 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / \ / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / 1.: /X� BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. i ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. / 1 /2'x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace/ `,�ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 pointy / COMMON WIRE NAILS AND ATTACHED '- . 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 1 TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed '/;:2 TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE \--06-01-12 BY SPIB/ALSC. End WallHORIZONTAL BRACE --_-__--. _ c: (SEE SECTION A-A) ` 2 DIAGONAL -._ I Minimum Stud Without 1x4 2x4 DIAGONAL .BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species - _L and Grade Maximum Stud Length }2x4 SP No.3/Stud 12"D.C. 4-3-2 4-9-13 6-9-13 -..8-6-4 12-9-5 1 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. _3-3-11 3-4-14 4-9-13 6-7-7 - 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails Bin o.c.,with Sin minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH --- - ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.