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1703 PARK TERR E - REV SHEET/ TRUSSES CITY OF ATLANTIC BEACH � 800 Seminole Road - y: r is 1 Atlantic Beach,Florida 32233 J ;� Telephone(904)247-5800 FAX(904)247-5845 ,013.1�f' REVISION REQUEST SHEET Date: 3)1 /1t• Received by: Resubmitted: Permit Number: 1 S- RR D'b -7476, Original Plans Examiner: Project Name: Project Address: 11 0 ?; Qcr,,c T..,„_.., -L t De,-, ' 1,t.;,' Contractor: - -v C L, CA, ,,c},r,cA,., Contact Nape: h� Contact Phone : p �'� '`"�''�� l0.1- 59 s- ')001`f. Contact e- ail: �. A c \a-6.4 c n.-f-t-. ,...LA,.._ Revision/Plan Check/Permit Fee(s)Due: $ •S.• cA Description of Proposed Revision to Existing Permit: (Lev:sr..Z 'Cr s S " C.A. S J t--1..,rL1 L , Ot are SZ ,0 L siAdditional Increase in Building Value: $ Additional S.F. -1` " Site Plan Revised: (� Public W/U Approval: By si ing below.I(print name) 1 L L All- Lam:v-At...)IA, EY— is in usive of the proposed changes. affirm that the above revision 3 /kV( ,6 Sign ture of Contractor/Agent(Contractor must sign if increase in valuation) Date (�c E o V/y E —, Office Use Only D Lsi ` Date: Approved: Rejected: Noti f<c MAR A 1 8 2016 Plan Review Comments: v Department review required Yes No Building ti Planning&Zoning Tree Administrator Public Works Plans Examiner Public Utilities 2- [t 6 Public Safety Fire Services - Date Created 8/20/15 Rev.2 24A SUBMISSION# IJOB# -------' • 44-0 Mar 123 1 No exceptions 0 4 Rs)ected elm, • 723 1 0 2 Noted 0 5 o Information tans 123 0 3 Revise&Resubmit .2 Woad ray ter weal cordoning*with the preset mascara KId$CYad n fatted Doaanants and for mwasncy L 1 116 0 (align en CM Capt Te • review don not reo.tie Cotraceor tom Ui for arras or maws n T24A l:or>tl Mich the contractor and for t.. nth d the en s Tka 1S 0J*does not oonrl2a t msan, soqusnoee,and OQetctione d DOMtrL10tIOn. a< llr• or—.proparm jnpdiMal d�aroso,lK:: . .tie Tzu • Date: / 2 h a t: CONSULTING,INC. Checked: . A/LIMIll v.nature: •• o q T24A O Ta 4 t - 724A REVISION T BP# 124 DATE_/ OR SCHEDULE —•••�� MEAs c ISCHEDULE IDERS • HOMERS E M6LS nn Pc era MRHAM 6LP6 MAT ERIALS y Lot am 710374 TERM EAST OQ � !nc LEE RESIDENCE G Paterlas, to xK rs etas 1r rao Is• flttn Lj_ 4' . 18-,D-1 14-11-6 1R1E-9n2 a le1E ' lerg,0 --Ezis a Z 2x1 WALL 2M WALL BRICK _1 I 29-4-0 29.4-0 BRICK I29-11-0 ' ' 2411-0 DETAIL 1 DETAIL 2 / I 4 8-0-0 __. I 1 0. I '—' c,, . ."'' ... ■ 14 it I' 8-0-0 111 \ ■-,... . // I _ 8-8-0 II / Ili At TO? 0,7 1 III 08 EI =0:11-- V Too it TOO - 8-8-0 8-0-0 A ' - 11-9.0 I- TO8 i 0 8-8-0 e 1 TO8 \ ' T11 i=eeee■.. L TO8 . 9 9 !.9 2 e p. ..?. c. 2 ? 711. . 0.. ? • ....„8-0 0- . GARAGE F 2-TH0.422 TOO Efill ' fi 2.0-01 ill 8-0-0 GARAGE R 2•liGUS21 k allaiMININIMPII - -. - - _,- AWN HOU 2•H11126 .. . -1- Ill i 1 1 1 -■ ,,, ..!. 1 i- . 1 1,1 II 1 -T-Rus2 f I I 1 , sil i Ilir 11 I BOW 1 I 4.04) 1 e.o.o ' ' •4'0.4 I 24'•.C. 1 . 840 1 P 1 1 11. , 1 , , LINE OF BRICIC . A Oak ['""-.--. 4" . I ANNIIIIIIILL 1 ANIIIIIIIIINIIIIM. . 1 . . . jilig gimligogn. , • __, _3! mil 7 _ _.....====______ —— ! $. t I \ 1 844 cg FROM PORCH BEAM TO J -I FACE OF GABLE 1 7C •Te I . I. w w 0 0 SHIFT THE TO1-1-06 TRUSSES AS NEEDEC TO AVOID THE EXISTING ROOF FRAMING IDO NOT EXCEED 24'ON CENTER i. MI= ' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTekg RE: 768348 - Lee Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Durham Building Materials Project Name: 768348 Model: Lee Residence Lot/Block: Subdivision: Address: 1703 Park Terrace East City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 42.0 psf Floor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# ( Date Truss Name 1 T8110447 T01 2/24/016 ,rk 2 T8110448 T02 2/24/016 O 3 T8110449 T03. 2/24/016 s - I<' : ' I JOB r 4 T8110450 T04 2/24/016 j 1 ❑4 Rejected 5 T8110451 T05 2/24/016 0 No exceptions 1 �• 1 ❑2 Reviewed ❑5 Information V 6 T8110452 T06 2/24/016] t.,•,_• Exceptions Noted Only ��0 7 T8110453 T07 2/24/016] 3 Revise a Resubmit 8 T8110454 T08 2/24/016 j t'"Trod only to gsn.r con ormana with me p(o ed rsgLdreme'm tr Grated m O j G;c ract Documents nit for oortsisssno,with the project Onion co:ce 1. T us t T09 2/24/016_ ,r >does not retaue the Cc.nli or tram • • tar arras«or os�ons in 9 T81 10455 _ ac- ar s,tsd the oonmearx b n porm®b for.• .anos wtd�i�eqursn ,ts 10 T8110456 I c4:a CaWSOt Doame:,t+,nit kx ten sate and c.. .. comtrucocn10of O,e w«tc T10 2/24/016 f^_ .sew dew not can Car the me s., and 11 i T8110457 I T 11 . 2/24/016 1 ;:+43 or Me an , or - sty, :.. : .. or programs -•-••• a. .a.Arial KS•..• reCraof,• .the 12 T8110458 I V01 2/24/016 a r r E t 0NSIJL11 + a �,� A , I, rim �1E _ ,� � 4 13 T8110460 V02 2/24/016 I <ad By. %i W' 14 T8110460 j V03 2/24/016 1 .:;;tire: 15 T8110461 VO4 2/24/016; .* 16 T8110462 V05 2/24/016 r fry A P i 8 2016 The truss drawing(s)referenced above have been prepared by MiT • ��t'`_lj�_� t1 z� 1 Industries, Inc. under my direct supervision based on the parar r0 V/S ` ,..A. � 1, provided by Builders FirstSource-Jacksonville. 0qT� t ,®A . -'�•G�E�N Sic'•? �' •Truss Design Engineer's Name: Velez, Joaquin S/ //��'' J� : ,-No 68182 My license renewal date for the state of Florida is February 28G"z�\� _ * }, * _ \/ �- * '�= IMPORTANT NOTE:Truss Engineer's responsibility is solely for STATE OF "41-/:: design of individual trusses based upon design parameters shown :O •. <v. on referenced truss drawings. Parameters have not been verified %.'�C.•:°< 0 R \O P \S' as appropriate for any use. Any location identification specified is �''.,'S/ONAL �‘`N� for file reference only and has not been used in preparing design. �`iiiri,litt��`� Suitability of truss designs for any particular building is the Joaquin Velez PENo.68182 responsibility of the building designer, not the Truss Engineer, MITek USA,Inc.Ft.cert6634 per ANSI/TPI-1, Chapter 2. Date:per East Blvd.Tampa FL 33610 February 24,20' . Velez,Joaquin 1 of 1 IJob Truss Truss Type IQty Ply Lee Residence 78110448 1768348 102 SCISSORS 11 1 Job Reference(oOtlonal! Builders FirstSource, Jacksonville,Fl 32244 7.640 s Sep 29 2015 MiTek Industries.Inc.Wed Feb 24 14:44:23 2016 Page 1 I D:b52KfTJQRm3ELmZ2ZaJDWyOiJY-ftX63EZioj6AlmGiOEoGfK2CdKgXUDjyh6A_GmzhvZc 1 2-3-1 1 5-9-0 1 10-10-14 1 14-11-8 { 19-0-2 1 24-2-1 1 27-7-15 1 29-11-0 1 231 3-5-15 5-1-15 4-0.10 4-0-10 5-1-15 3-5-15 2-3-1 Scale=1:59.9 4x6 1I 6.00 12 6 3x4 1-.:- 3x4 5 7 4x6 4x6 4 /*°881.°18°4001. � 8--411111 3x8 i rho b• 3x8 15 _ 3 9 2x4 II %��s4: 6x8= c=��-`� 2x4 II 16 10 `Z 14 5x8 � 'f, 5x8 i 3x4 3x4 11 17 4.00 I 12 13 8x10 Bx10 12 18 8.00 2146 I 2x6 1I 1 2-3-1 1 9-5-10 1 14-11-8 1 20-5-7 1 27-7-15 1 29-11-0 1 2-3-1 7-2-9 5-5-15 5-5-15 7-2-9 2-3-1 Plate Offsets(X,Y)— 14:0-3-0,Edgel,18:0-3-0,Edgel.113:0-5-12,0-2-121.117:0-5-12,0-2-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP _ TCLL 20.0' Plate Grip DOL 1.25 - TC 0.36 Vert(LL) -0.38 15-16 >936 360 MT20 244/190 • TCDL' .. 7.0 ' • Lumber DOL 1.25. ... ' . .BC' -0.87 • Vert(TL) -0.68 15-16 >519- 240 , - BCLL 10.0 • Rep Stress lncr YES WB 0.85 Horz(TL) 0.71 12 n/a n/a • ' • - BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:166 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x6 SP No.2'Except' end verticals. 15-17,13-15:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3'Except' • MiTek recommends that Stabilizers and required cross bracing 1-18,11-12:2x6 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=943/0-3-8,12=943/0-3-8 Max Horz 18=158(LC 17) Max Uplift l8=-415(LC 12),12=-415(LC 13) Max Gray 18=1016(LC 2),12=1016(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=1020/601,1-2=2150/1211,2-3=2143/1289,3-4=3292/1794,4-5=3240/1805, 5-6=2719/1450,6-7=2719/1450,7-8=3240/1805,8-9=3292/1794,9-10=2143/1289, 10.11=-2150/1211,11-12=1020/601 BOT CHORD 16-17=-1676/2945,15-16=1454/2998,14-15=-1454/2998,13-14=-1676/2936 WEBS 6-15=1139/2238,7-15=-499/458,9-14=60/284,9-13=1109/683,11-13=1006/1841, 5-15=-499/458,3-16=-60/263,3-17=1109/683,1-17=1006/1841 NOTES- �s�` 0U I N VF oii, 1)Unbalanced roof live loads have been considered for this design. ,%% OP 4 ■ 1,� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;End.,GCpi=0.18; ,�• , •••�Q ENS•• �� MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber � 6'..•• DOL=1.60 plate grip DOL=1.60 • No 68182 82 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * . 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' fit between the bottom chord and any other members,with BCDL=5.0psf. / 5)Bearing at joint(s)18,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify '"V• r !cc capacity of bearing surface. ■ • `+ • E OF : 4/ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=415, t7• 44/• 12=415. j •�j� QT:. `. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �j R \�`�� ## 40,p N A'E``," Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2016 4 r Y WARNING-Vary design paammra and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 ray.10/03/2015 BEFORE USE. IIII Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the oppicabiity of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stabltty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,deivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and ICS!Buldng Component 6904 Parke East Blvd. Safely Infonnalton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply Lee Residence 78110450 768348 T04 GABLE 1 1 Job Reference(optional) Guiders FMSource, Jadcsonvile,Fl 32244 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 24 14:44:26 2016 Page 1 ID:b52KfTJQRm3ELmZ2ZaJD MfOiJY-3SCFhFbb4eV19E?HhMLZHygnUX1 RhmvPN4Pet5zhVZZ j 4.56 I 7-4-5 I 18-2-0 I 32.9.3 I 3541 I 4-5-8 2-10-13 10•-11 14-7-3 2-3-1 Scale=1:63.2 5x6 = 16 17 15 =.� 8.00 12 14 18 13 19 12 3x6 11 21 a. 22 9 23 24 3.00 12 qp 25 5x6 7:-6 8 41 37 7 42 3x6 = 36 _ 43 35 3x4 4 5 - -44 34 �9 27 2 _ 4x8 11 45 33 d (- 47 31 C\ ':o_� , ,1; 49 4.0012 30 I Ii 3x6 II 55 54 53-L -T•T•T•T- - .T . _ . - -TOT•T--1'.. - - -T4T4T-- - - - - - - -T4T4T4T!T- - -! 448= 5x6% 5x6 51 X8.00 1 12 }5812 I 4-5-8 i 7+s l 20-0-12 I 32•-3 I 35-0-4 4-5-8 01-1 1-al) 12-8-7 12-8-7 2-3-1 0-5-0 Plate Offsets(X,Y)- f1:0-2-0,0-0-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 - Plate Grip DOL 1.25 TC 0.13 ._ Vert(LL) 0.02 55 >999 360 MT20 244/190 TCUL • 7.0 - Lumber DOL • •-1.25 - .--SC- 0.16 - -• Vert(TL) •-0.02 55 >999 240 -• .. BCLL • 10.0 • , • Rep Stress Inc( YES • WB 0.12 Horz(TL) 0.01 28 n/a n/a • BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:210 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1*Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except 1-5:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: • 6-51,49-51,29-30:2x6 SP No.2 6-0-0 oc bracing:29-30. WEBS 2x4 SP No.3*Except' MiTek recommends that Stabilizers and 28-29:2x6 SP No.2 required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. SLIDER Left 2x4 SP No.3 1-6-14 REACTIONS. All bearings 29-11-0 except(jt=length)1=0-3-8. (lb)- Max Horz 52=165(LC 12) Max Uplift All uplift 100 lb or less at joint(s)29,28,51,49,39,42,43,44,45, 46,47,48,40,38,37,36,35,34,33,32,31 except 1=181(LC 8), 52=165(LC 8),30=-151(LC 13),50=-117(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,29,28,52,51,49,39,30,42, 43,44,45,46,47,48,50,40,38,37,36,35,34,33,32,31 except 41=256(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .1111111//1 TOP CHORD 1-2=251/214,10-11=-91/259,11-12=106/280,12-13=120/314,13-14=-134/354, `,��•1"QVIN V��//I' 14-15=150/400,15-16=-160/428,16-17=-160/428,17-18=150/400,18-19=-134/354, �� QI'` ........ l�(• , 19-20=-120/314,20-21=-106/273 ,.s , • G E N s'•• '. WEBS 16-41=289/86,5-53=-255/184,5-52=-289/404 ♦ 0 ks•••. :i NOTES- • • No 68182 1)Unbalanced roof live loads have been considered for this design. *• ' •: 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=20ft;Cat.II;Exp C;End.,GCpi=0.18; - / • MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions -Q• r shown;Lumber DOL=1.60 plate grip DOL=1.60 ':• a t • E OF • �� 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry : O• (V 4 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. °.• •r 4 O R `O Q .. ,• • •• N 1si` 5)All plates are 2x4 MT20 unless otherwise indicated. ,i � �� •• �� 7)This truss dhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��1.111/11111114"N A 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Joaquin Velez PE No.68182 fit between the bottom chord and any other members,with BCDL=5.0psf. MiTek USA.Inc.R pert 6634 9)Bearing at joint(s)28,52 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd.Tampa R.33610 capacity of bearing surface. Date: 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,28,51,49,39, February 24,2016 Contlgaofiloare 16.47,48,40,38,37,36,35,34,33,32,31 except(jt=lb)1=181,52=165,30=151,50=117. 1 A WARNING•Wrrry design peramaars and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE 411-7473 rev.100.3/2015 BEFORE USE. 1111 Design valid for use only with/MTek®connectors.This design is based only upon parameters shown.and is tor an individual building component,not a truss system.Before use,the building designer must verity the applicabilty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stabilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabricotion,storage,deivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Wade,05839 and ICSI Bulking Component 8904 Parke East Blvd. Salsify Intomiaeon available from Truss Plate Institute.218 N.Lee Sheet.Suite 312.Alexandria.VA 22314. , Tampa,FL 36610 Job Truss Truss Type Qty Ply Lee Residence 781,0451 1768348 T05 SPECIAL 16 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 24 14:44:27 2016 Page 1 ID:b52Kf f JORm3Ej_mZ2ZaJD WyOiJY-XemdubcDrydcmNaTF4sCriADnjxCr04aYdt8COXzhvZY 1 4-4 4 1 T.4-5 1 12-8-5 I 18-2-0 120-0.12 I 26-4-2 I 32-9-3 i 35.0.4 i 4-4-4 0-9.0 231 5+0 5511 1-10-12 63.6 6-5-1 2-3-1 Scale=1:70.9 5x6= 7 3x8 6.00 12 .3 8 354-...= 3xq 6 3x6 9 c,, 10 3.00 12 6x8 3x4 i 1- 4x8% 5 16 4 4110111111111111P7 6x8= 3x4 5x6 3 / �:. 3x8% 11 5x8 c? 2 ,5 .2 ,g 4x6= ` 12 x.000-.oalle� ; I, , `r 3x4-.-.: .�.� _ 14 q 3x10 I I 22'+I��197x8 4.00 12 14 7x8 13 2x4 II 3x10 II 20 2x6 I I q 8.00 ' S8% 53-0 I 4.4-4 t9--:/1 7+5 I 1248-5 I 162-0 1 20-0-12 I 26-4-2 I 32.2-3 I 35-04 I 4-4-4 1-be 5.4.0 5511 1.10-12 6-3-6 6-5-1 2.3-1 0-1-12 0-3-12 Plate Offsets(X.Y)— 11:0-2-4,0-1-51,114:0-3-8.0-2-41.119:0-4-0,0-3-01.(21:0-1-8.0-2-41 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP _ TCLL 20.0 - Plate Grip DOL 1.25 TC 0.80. 7 Vert(LL) -0.29 15-16 >999 360 MT20 244/190 - -0.52 15-16">675 240'iCDL 7:0 '--L-umber DOL`. 1.25 "BE 0.79 `= �;i/ert(TL) - - - . BCLL '10.0 ' Rep Stress lncr YES WB 0.67 " Horz(TL) 6.39 13 r/a n/a . BCDL 5.0 L Code FBC2014/TPI2007 (Matrix) Weight:211 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-3-11 cc purlins, except BOT CHORD 2x6 SP No.2'Except' end verticals. 1-21,16-19,14-16:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4 SP No.3'Except MiTek recommends that Stabilizers and required cross bracing • 12-13:2x6 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 SP 2400F 2.0E 2-2-9 Installation guide. REACTIONS. (lb/size) 1=266/0-3-8,13=864/0-3-8,20=1630/0-3-8 Max Horz 1=201(LC 12) Max Uplift1=-406(LC 19),13=-415(LC 13),20=-689(LC 12) Max Gray 1=78(LC 12),13=929(LC 2),20=1772(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=380/1044,2-3=367/1066,3.4=493/1127,4-5=90/252,5.6=1175/739, 6-7=-1481/860,7-8=1446/915,8-9=2232/1217,9-10=2298/1196,10-11=3038/1714, 11-12=-2010/1211,12-13=915/545 BOT CHORD 1-22=923/383,21-22=925/396,20-21=1302/871,4-21=950/521,19-20=976/529, 17-18=469/1100,16-17=-795/2103,15-16=1465/2827,14-15=1180/1970 WEBS 3-21=-382/413,5-19=-988/600,4-19=-516/976,7-17=-662/1135,8-17=-1617/857, ,,11111111U//� 6-17=9/342,6-18x521/312,/5-$8=-490/1127y835,11-14=544/413,12-14=1057/1755, ,`,SOPQUtjN. v�� I0 NOTES- •,: /�V� C.••, . i 1)Unbalanced roof live loads have been considered for this design. ` No O 6$1 82 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;End.,GCpi=0.18; • • MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions *; •.* shown;Lumber DOL=1.60 plate grip DOL=1.60 = / / * .., 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .-13,0". r CC 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .. a .. E O F fit between the bottom chord and any other members,with BCDL=5.0psf. i 0•. 4/ 5)Bearing at joint(s)13,20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify i• • .41f O P..** • capacity of bearing surface. ��' 0 R I \c �:• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=406, ......• ` •� 13=415,20=689. #i �O N ' 1�%` 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2016 • i AWARNING-Verify design pramaMS and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rw.10/03/2015 BEFORE USE ME Design valid for use only with MiTekle connectors.This design is based only upon parameters shown.and is for on individual building component,not a truss system.Before use,the building designer must verify the appicabifty of design parameters and properly incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is otwoys required for stabiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrication,storage,deivery.erection and bracing of trusses and truss systems,see ANSI/Tell Ovally Cranks,DSIL89 and SCSI Sulking Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 38810 Job 'Truss Truss Type Qty Ply Lee Residence T8110452 768348 T06 GABLE 1 2 Job Reference(optional) Builders FirsiSource, Jacksonville.Fl 32244 7.640 s Sep 29 2015 MTek Industries.Inc. Wed Feb 24 14'44.29 2016 Page 2 ID:b52KfTJQRm3ELmZ2ZaJDVJyOiJY-T1 uOJHdTNZtJOhksNVugvbl801xiu2gr32dlUQzhvZW NOTES- 8)This truss has been designed for a total drag load of 10444 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-4 for 298.2 plf. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • • • • • • AWARNIND-Verify design parnnefers and READ NOTES ON THIS AND INCLUDED M7EK REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mlek®connectors.This design B based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,deivery,erection and bracing of trusses and truss systems,see µs1/7/17 Quauly Canada,055.89 and SCSI Balding Componeri 6904 Parke East Blvd. Sally Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tamps,FL 36610 f Job Truss Truss Type Qty Ply Lee Residence • 18110454 •788348 T08 SCISSORS 9 1 Job Reference(optional) . Bides FirstSaace, Jadcsonville.Fl 32244 7.640 s Sep 29 2015 MiTek Industries.Inc.Wed Feb 24 1444:31 2016 Page 1 ID:b52KfTJQRm3EL mZ2ZaJDWyOiJY-QP08kzfjvA71 F?tFUwx8_OOZdYewMyZ8XM6PZJzhvZU 5-1-6 I 8-1-0 I 11-0-10 I 16-2-0 5-1-6 2-11-10 2-11-10 5-1-6 4x6 = Scele=1:41.7 4 9.00 lir 2x4= 2x4_ 3 .,Ailbhhh„ w ►l 5 4x8 .OPIPI B 4x8 _ e 4x6* 2 6x8 4x6 a ii,1 4, 7 1/- 6.00 ,2 1 IO 4pg 4x8 II 4x8 II I 5-1.8 I 8-1-0 1 11-0-10 I 16-2-0 5-1.6 2-11-10 2-11-10 5-1.6 Plate Offsets(X,Y)— f1:0-0-10,0-3-131.17:0-3-3.0-3-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefi Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.42 . Vert(LL) -0.15 7-8 '999 360 ., MT20 244/190 TCDL _.7.0 Lumber DOL ' 1.25 'BC' 0.52 . Vert(TL) _v-0.28 7-8 ->670 240.. BCLL 10.0 • Rep Stress Incr YES WB• 0.41 • Horz(TL) • 0.18 7 n/a rt/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:85 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing • SLIDER Left 2x6 SP No.2 3-3-5,Right 2x6 SP No.2 3-3-5 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=509/0-5-8,7=509/0-5-8 Max Horz 1=212(LC 9) Max Uplift1=208(LC 12),7=-208(LC 13) Max Gray 1=575(LC 19),7=575(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1467/548,2-3=-1396/568,3-4=-1235/360,4-5=-1268/381,5-6=-1268/535, 6-7=1341/516 BOT CHORD 1-8=510/1356,7-8=329/1127 WEBS 4-8=345/1267,5-8=246/352,3-8=-246/303 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=20ft;Cat.II;Exp C;Enc.,GCpi=0.18; 01 111I1/III MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber ``,%% OWN Viz- DOL=1.60 plate grip DOL=1.60 ♦ O �• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �s , .•• G E N S•• ' '. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will % V F•••• �• fit between the bottom chord and any other members,with BCDL=5.0psf. : • No 68182 5)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify *� ' capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=208, / 1 7=208. ......"0../ /2/7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. E O F e . : J Truss Type Qty Ply Lee Residence 18110456 MONO TRUSS 12 1 Job Reference(optional) urce, 4 7.640 s Sep 29 2015 MiTek Industries.Inc.Wed Feb 24 14:44:32 2016 Page 1 ID:b52KfrJQRm3Ej_mZ2ZaJDWyOiJY-ucaVVyJgMgUFut9SR2dSNXDwICy1 k5R?HIOsz5tzhaT 6-6-1 10-8-12 I 6.8-1 { 4-2-11 2x4 I I Scale=1:21.4 4 RI 3.00 12 r ISO 3x4 3 WO 4X6= 2 4x6_ N ME 5 fiIjIIIIMIMIMIIIIMMIMII=MIMMIIMLIMIMIMIIMIMIMI___1 El 13 a x4 II 6x8= 3x8 II I 6-6-1 I 10-8-12 I 6-6-1 4-2-11 Plate Offsets(X,Y)— 11:0-2-0,0-0.91.15:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.37 Vert(LL) 0.12 1-6 >999 360 MT20 244/190 . TCDL 7.0 LumberDOL. 1.25 •. -• • BC- 0.35 V4xt(TL) -0.09 1-3 >999 240 . BCLL ' 10.0 ' Rep Stress Ina YES WB 0.27 Horz(TL) -0.01 5 n/a n/a - BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:53 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. 4-5:2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 3-4-6 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=328/0-3-8,5=328/0-3-8 Max Horz 1=160(LC 8) Max Uplift1=277(LC 8),5=-328(LC 8) Max Gray 1=354(LC 2),5=354(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-511/699,2-3=-460/717 BOT CHORD 1-6=794/446,5-6=-794/446 WEBS 3-6=-371/185,3-5=-517/921 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;Encl.,GCpi=0.18; shown; (envelope)e)gable 1 plate grip and C C6 Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions `,,`�QV I11 I g11, , 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •N‘o 4F *, 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�• , •••∎G E N S`*•. [� •0,•fit between the bottom chord and any other members,with BCDL=S.Opsf. �' ■ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=277, N O 681 82 5=328. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • /a • E OF •• L/• ' O• � ` Joaquin Velez PE No.68182 tIt MI'fek USA.Inc.FL Ceit 6634 6904 Parke East Bard.Tampa FL 33610 Date: February 24,2016 4 4 A WARNING-Verify design p samelsrs and READ NOTES ON THIS AND INCLUDED 91I7EK REFERENCE PAGE 8111-7473 rev.10,032015 BEFORE USE Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not o truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of indviduat truss web and/or chord members only.Additional temporary and permanent bracing MiTe k• is always required for stabllty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication.storage,deivery.erection and bracing of trusses and truss systems,see ANSI/Ten Quality Creeds,056.89 and SCSI BWdng Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Lee Residence 78110458 768348 VO1 GABLE 1 1 Job Reference(optional) Builders FiratSource, Jacksonville,Fl 32244 7.640 s Sep 29 2015 MiTek Industries,Inc.Wed Feb 24 14:44:33 2016 Page 1 ID:b52KffJ0Rm3Ej_mZ2ZaJDWyOiJY-Mo7u9eg_RoNIUl1 dcLzc3RT?sMRRgyvQ_gbWdBzhvZS 10313 I 20-7-10 10-3-13 10-3-13 Scale=1:36.1 3x4= 8 9 7 /i 6 10 V 5 11 V : a 12 4 r 8.00 12 3x4 a 3x4 3 11111i111...-13 i4 3X4 I, �r 15 V Y Y 11 V Y Y �r Cl n 26 25 24 23 22 21 20 19 18 17 16 3x6 3x4 = I 20-7-10 I 20-7-10 Plate Offsets(X,Y)— f8:0-2-0,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL.:•. 20.0. Plate Grip DOL 1.25 TC . 0.05 . , Vert(LL) n/a - n/a 999 MT20 r 244/190 . TCDG- . 7<0 Lumber DOL.. 1:25 BC 0.07 - Vert(TL) n/a - n/a 999 .: BCLL 10.0 • Rep Stress lnr YES WB 0.04 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-7-10. (Ib)- Max Horz 1=97(LC 16) Max Uplift All uplift 100 lb or less at joint(s)1,22,23,24,25,21,19,18,17 except 26=-108(LC 12), 16=-108(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,15,22,23,24,25,26,21,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=20ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. ,t11 /��4 4)Gable requires continuous bottom chord bearing. `s'tS QU I N ,/ . "", 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� �P Z� 4• 6)•This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will sue .•...0 .. N ,c , fit between the bottom chord and any other members,with BCDL=5.0psf. •: • .. E S�•.•• °., 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,22,23,24,25,21, . No 68182 19,18,17 except(jt=1b)26=108,16=108. ". * •• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : / i * . ,.. 7.ov • (.• /Z .9 r E OF :1 e iel,/0 NA�t .0% Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cat 6634 6904 Parke East Blvd.Tampa R 33610 Date: February 24,2016 4 ! A WARNING-trolly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AM-7473 rev.103/2015 BEFORE USE Design void for use only with MTek®connectors.this design is based only upon parameters shown,and is for on incividual building component,not a truss system.Before use,the building designer must verify the appicabiity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of incBviduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stablity and to prevent collapse with possible personal injury and property damage. For general guidance regarc ng the fabrication,storage,deivery.erection and bracing of trusses and truss systems,see ANSI(TPI1 Quail),Criteria D5e-e9 and BCSI bolding Component 8904 Parke East Blvd. Sally Intormdlon available from Truss Kale Institute.218 N.Lee Sheet,Suite 312.Atexandna,VA 22314. Tanga.FL 38810 Job Truss Truss Type Qty Ply Lee Residence 78110460 • 768348 V03 VALLEY 1 1 Job Reference(ootionaf Builders FirstSource. Jacksonville.Fl 32244 7.640$Sep 29 2015 MiTek Industries.Inc. Wed Feb 24 14:44:35 2016 Page 1 ID:b52 Kf TJQ Rm3Ej_mZ2ZaJDWyOiJY-I BFfal0EzPdTkc130F749sYF3A4Dl rgjRz4di4zhaQ 6-3-13 12-7-10 I 6-3-13 6-3-13 Scale=1:21.9 4x6= 2 6.00 12 • MIMI I I I I 111.j I I I I I I I I 111 I I I r talk 4 3x4! 3x4 2x4 II 12-7-10 12-7-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 7.0 • Lumber DOL 1.25 BC 0.24 . Vert(TL) n/a - n/a 999 • • CLL• 10.0 Rep Stress lncr YES WB 0.08 Horz(TL) ; 0.00 3 n/a n/a .- .. _ BCDL 5.0 • Code FBC2014/TPI2007 (Matrix) - Weight:42 lb FT=20% _• - LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=169/12-7-10,3=169/12-7-10,4=391/12-7-10 Max Horz 1=61(LC 12) Max Uplift1=94(LC 12),3=106(LC 13),4=138(LC 12) Max Gray 1=177(LC 25),3=177(LC 26),4=437(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2.4=295/253 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `fir,► I �!!!!! 5)fit This between thesbottom chord and for a anytother members,with BCDL=5 Opsf.�in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ``∎ r- ..IN V�4'eo, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)3=106 �� , .••% E N S`•• ' ' . ,4=138. •• \' '•••• • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. No 6$1$2 *••' • '* Joaquin Velez PE 140.68182 MiTek USA.Inc.R Ce t 6634 6904 Parke East Blvd.Tampa R-33610 Date: February 24,2016 • A WARNING-Wady design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 441-7473 rev.10/03/2015 BEFORE USE Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the appicabilty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stabily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fat rication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TPt1 fivalty Geode.DS9-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job ' Truss Truss Type Oty Ply Lee Residence T8110462 "768348 VO5 VALLEY 1 1 Job Reference(optional) Builders FestSource. Jadtsonvile,Fl 32244 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Feb 24 14:44:36 2016 Page 1 ID:b52KfTJORm3Ej_mZ2ZaJDWyOiJY-mNp1 ngjskjIKLmmCHT WJh35UtZSY1 JFtgdgAEWzhvZP I 2.3-13 i 4-7-10 2-3-13 2-3-13 3x4= Scale=1:9.0 2 8.00 •2 " 3 1 -i 111‘411111111.1 41 2x4* 2x4 I 4-7-10 I 4-7-10 Plate Offsets(X,Y)— 12:0-2-0,Edoel LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL. 20.0 _ Plate Grip DOL 1,25 TC _ 0.07 Vert(LL) < n/a - . .Ofa 999 - MT20 244/190 TCDL • 7.0' Lumber DOL - . 1.25 • BC 0.11 Vert(TI-) .n/h• 11/3 999 s . - BCLL 10.0 • - . •' Rep Stress Ina YES WB 0.00 • Horz(TL) 0.00 3 •n/a-- •n/a • • - BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 1=109/4-7-10,3=109/4-7-10 Max Horz 1=18(LC 13) Max Uplift)=-49(LC 12),3=49(LC 13) Max Gray 1=117(LC 2),3=117(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=20ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,ta a 1 /�. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `��� Qv N Vi- �l,� fit between the bottom chord and any other members,with BCDL=5.0psf. �� OQ` �� �j 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. . ' "•"�C E N S•• 'C'. ��� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •" V F•"•" � No 68182 7. !a • :• . E OF •• k/: .� P :` . •. OR19•�' .,leION ' - ,% ,, Joaquin Velez PE No.68182 MITek USA,Inc.FL Cot 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2016 AWARNING-Verify assign parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE M1-7473 rev.10/03/2015 BEFORE USE. NI Design vaid for use only with MTek®connectors.This design is hosed only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicab3ly of design parameters and properly incorporate this design into the overall buildng design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,deivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Intorme ion available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 • • August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 I II I MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. o0 - Note:This detail NOT to be used to convert T-Brace/I-Brace webs to continuous lateral braced webs. MiTek USA,Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss Specified Continuous k Rows of Lateral Bracing SPACING Web Size 1 :" 2 • 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace WEB 2x61-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-Brace/I-Brace must be same species } and grade(or better)as web member. T-BRACE o••••• Nails Section Detail T-Brace Web Nails Web I-Brace Nails JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP • 1 I II I ® MiTeic USA,Inc. Page 1 of 1 DE J NOTES: � 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER i oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND I I oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. (___M n n F-1-1 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH I AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 2• .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ;n .162 108.8 99.6 86.4 84.5 73.8 vi Z• .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW 9 .131 75.9 69.5 60.3 59.0 51.1 (2x3) in .148 81.4 74.5 64.6 63.2 52.5 cN•i .� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. I NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (I- EXAMPLE: 0 (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15 - - - •- - S11�E VIEW . . .. ., SIDE VIEW • 3(nails)X 84.54b/nail)..1-.15(D L;.=:29..a ib-Maximam.Capacity: ...(2x4) • ._. 4 NAILS(2x6) It 3 NAILS NEAR SIDE ■ A NEAR SIDE 11 NEAR SIDE 11 NEAR SIDE VA NEAR SIDE NEAR SIDE 0 - 'II 1 NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY O 60�M VARY FROM 30°TO 60° 30 30 TO 60 45.00° 45.00° 7' ` 45.00° -7/ 1 A • FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 1 TRUSS CONNECTION DETAIL MiTek USA,Inc. ' I I= ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E 1=1 [II? MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. 0o CATEGORY II BUILDING , ,oo EXPOSURE B or C A A *F--n ASCE 7-10 LA)J/fl DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131'X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131'X 3.5"NAILS EACH. D-2 X X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON /'/ INTERSECTION,WITH(2)ROWS OF 0.131'X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH •� i 1/1 DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR I mou::i•®∎MIMIIMilliraii , 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM Eve girl,, ft PIGGYBACK SPAN OF 12 . ■ E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"0.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WREN NO GAPBETWEENPIQGYBAOJ.•AND BASE TRUSS EXISTS \ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \I \II �I\\;\ I\ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \I\` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ``I`\`\i\ TRUSS MITEK DESIGN DRAWING. =% -- \'\' SCAB CONNECTION PER ►��� la i`--`'� ' NOTE D ABOVE �,tl 4/4.P.."4 lk -4 k .:11N1 \', 'N■141■1 ‘. \ This sheet is provided as a Piggyback connection ` FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only. Building Designer is responsible for all `�,/ EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or `� \ . refer to BCSI for general guidance on lateral restraint •.'/ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. 9 9 . and diagonal bracing requirements. VERTICAL WEB FOR LARGE CONCENTRATED LOADS APPLIED EXTEND ND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP W AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0'SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ��„ BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS -• GREATER THAN 4000 LBS. ili 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 0 • NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. • FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 I II I /mil 0 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD = Trusses @ 24" o.c. o0 Li\ f n q y HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. :■IE sJ 8 1..Max.. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES I► WITH TWO 16d NAILS EACH.FASTEN PURLIN W \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points I. SUPPORTING THE BRACE AND THE TWO TRUSSES if needed I• \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH I\• •1.4■• (5)-10d COMMON WIRE NAILS. End Wall _.�� _�. �• • CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. I METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL , NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. P -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL / MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 0 MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. L ►I 1 STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOOM GABLE TRUSS '_, iin` IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. , NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / ■ STANDARD / GABLE TRUSS M,y / �` riacc ■ . TECHNICAL BULLETIN eve by Weyerhaeuser April2010 Bulletin TB-300 _..-- Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration g Screw Type Length #Screws #Screws r ` 2 4 6 8 2 4 6 8 1 I ( FACE(3) 3Y2' 1,435 2,870 4,305 5,740 2,040 4.080 6,120 8,160 t: 3-ply 13" } (51/4 Beam) ; , t TOP 121 3W 720 1,435 2,155 2,870 1,020 2,040 3,060 4.080 FACE 3'/2" -- -- - - - - - - 3'/2"+1'/4" (51/4' Beam) j 1 TOP(41 3W 720 1,435 2,155 2,870 1.020 2,040 3,060 4,080 31/2"+13/4" FACE 1 , (51/4" Beam) TOP 131 3A” 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 I l FAt:E(2) 6"l5' 1,055 2,110 3.165 4,220 1,360 2,720 4,080 5,440 4PIY �:� Ii .., 1_ ... (7" Beam) { i i ' i Top(2) 6"t5t 705 1.405 2,110 2,810 905 1.815 2,720 3,625 - ' FACE(3) 3Y2 1,915 3,825 5,740 7,655 2,720 5.440 8,160 10,880 2-ply 13/4'+31/2" 6"(5) 2,110 4,220 6,325 8,435 2,720 5.440 8,160 10,880 (7" Beam) TOP 121 3'/2' 640 1,275 1,915 2,550 905 1,815 2.720 3.625 6"(5) 705 1,405 2,110 2.810 905 1,815 2.720 3.625 2-ply 31/2" € FACE/ 6,,(5) 1,055 2.110 3,165 4,220 930 1,860 2,785 3,715 (r Beam) TOP 12) 2-ply 13/4"+31/2" 11 FACE I 6"c ' 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Beam) TOP t i 31 - f FACE141 6"t5' 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+31/2" i (7" Beam) , TOP141 6"`5' 705 1,405 2,110 2,810 905 1,815 2,720 3,625 I 51/4"+13/4" FACE! 3'/2' 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7"Beam) I TOP 131 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallae PSL and Microllaml LVL,but are not recommended for TimberStrane LSL. Page 2 of 8 w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com ,A Weyerhaeuser,'Level.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR©2010 Weyerhaeuser NR Company.All rights reserved •• BULLETIN TECHNICAL BULL eveApril2010 Bulletin TB-300 by Weyerhaeuser Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 3W) nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2' bolts-y/1s' 0 maximum holes • 3/4" bolts- 13/16"0 maximum holes T T • Lead holes not required for wood screws Conc.Load Conc.Load m m Conc.Load -Conc.Load 61 61 \ H II . II `o `o ` N ) EQ.is EQ.\ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d=7'/4"for'/u"rd bolts d=9'/;"for 1/2"re bolts d= 11'/;'for IA"o bolts d=9'/4"for'A"0 bolts d= 14"for'/:'a bolts d= 16"for'A"0 bolts Conc. Load Nailed Connection Detail E a *STAGGER NAILS TO PREVENT SPLITTING 16d Sinker(typ) 1 /2" \ \ 9" \ (0.148" x 3%/<") TYp I I (+/-1") L6 Nail Pattern]] 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com `1Weyerhaeuser,!Level.Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR CO 2010 Weyerhaeuser NR Company.All rights reserved. ■ e eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam LVL beam supporting a 2-ply Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. : - N ,_____ _______ . ,_. .. 1 H Brg. (Typ.) / . . Additional 3-13/a" x 14" Microllam® LVL Beam, Flush Connection iL:\ Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r- .. - , ,. 2 x 1®LVL" Microllam® 14" Floor Joists @ 24" o.c., Typ. roll Beam, Flush r 4 0 15' 0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 11.888.453.83581 •www.iLevel.com Weyerhaeuser,'Level,Microllam,Parallam,TlmberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved • IrTIVIrill U TCr■ LIAIIf■ A I 0111 I CTIA, ' _ _ Level,Floor: Flush Beam ) '�]) Forte MEMBER REPORT aokwue ) 3 PIECE(S) 1 3/4"x 14" 1.9E Microllam®LVL PASSED Overt*Length 15' C i 15 .I I All Dimensions are Horizontal.Drawing is Conceptual Design Results Actual 6 Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595 a 2' 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837 0 1'5 112" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Ibs) 25215 0 4'11 7/8' 36387 Passed(69%) 1.0 Building Code:IBC Live Load Deft(in) 0.356 0 7'1 13116' 0 489 Passed(U494) -- Design Methodology:ASD Total Load Defl.(in) 0.456 0 7'1 7/8' 0 733 Passed(0386) l'.1. . _ , • Deflection criteria:LL(U360)and TL(U240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide-lateral stability. . • Brae rig(Lu)-Al)compression edges(top and bottom)must be braced at 13'16/16"o/c unless detailed otherwiso'Prdpe"r"a11�Clttntrift Intl pi mo�ltlg—� of lateral bracing is required to achieve member stability - ---- Total Available Required Support Reactions(Ibs) Accessories Supports Bearing Bearing Bearing Dead I Floor I Roof/Snow 1 -Stud wall-Spruce Pine Fir 3.50' 3.50' 3.40" 1641/5955/0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50' 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location T Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (nonsrrow:1.25) (1.15) 1 -Uniform(PSF) 0 to 15' 1' 100 0 400 0 0 0 0.0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Shear s) Moment(Ft-Ibs) Comments Location Analysis Actual 1 Allowe(Ibd I LDF Actual/Allowed/LDF 1 -3' 6035/13965/1.0 19186/363871 1.0 BOLTS LEFT OF HANGER 2-5,, 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER I Forte.'Software Operator Job Notes 3f25R010 9:02:21 AM 'level®Forte"'v1.1,Design Engine:V4.8.0.1 Page 1of1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyemaeuser 'Level.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company All rights reserved