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350 3RD ST - TRUSS i 1 HATCH LEGEND t 10'1-1/8" ( Y/////. 20'11" ��-�� 18'8-1/4" Y - 39.1,.00 _ �,�, I 13-09-08 12-08-00 13-05-08 J r M. O General Notes: -Per ANSIA•PI 1.2002 all•Truss to Wall' connections are the responsibility of the Building Designer,not the Truss Manufacturer. �/ -Use Manufacturer's specifications for all hanger connections unless noted otherwise. ILL-I •Trusses are to be 24•o.c.U.N.O. •All hangers are to be Simpson or equivak•nt U.N.O.• t Use IOd a I 112'Nails in hanger connections to single 8 tett ' ply girder trusses. � e" -' -Trusses are not designed to support brick U.N.O. N Rend...,_ •Dimensions are Feet•Inches-Sixteenths 500-00 14-00-00 400-00 5.0000 Notes: ' No back charges will be accepted by Builders lb FiretSaource unless approved in writing first. �..,r ;/7llll1J7An i i. .A.�.+"3/JJJJ, r c��' -� I ►mac ACQ lumber is corrisive to truss plates. My ACQ li CJO1 •• \ ,, CJ01 '4 lumber that comes in contact with truss plates(i.e. _ a ,4mi a ,\ $ scabbed on lads)must have an approved barrier aDDlsd yl' �) .I�� late •�.r� ..fit , a fuer. � � [��)\ Qt f� n Refer to BCSI-Bl Summary Sheet-Guide for handling. �• i t �� Installing and Bracing of Metal Plate Connected Wood ----- ., a Truss prior to and during truss installation. 8 -_ p It is the responsibility of the Contractor to ensure of the a • ,, proper orientation of the truss placement plans an to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is ` -- • required,it will be supplied at no extra coat by Builders (-) FirstSource. It is the responsibility of the Contractor to make sure the placement of trmnes are adjusted for plumbing ill. I. so can lights. t.... the trusses do not interfere - --- i: se with these type of items. 1t All common framed roof or floor systems must be iiidesigned as to NOT impose any loads on the floor 1 - ------- -- a Q trusses below. The floor trusses have not been designed kll, i k Y to carry any additional loads from above. T12(4)1 - --- A This truss placement plan was not created by an sr engineer.but rather by the Builders FrstSource staff 8 and is solely to be used as an installation guide and 0 S does not require a seal.Complete truss engineering and analysis can be found on the truss design drawings • • which may be sealed br the truss design engineer. Gable end trusses uirecontinuous bottom chord T14 _ ; bearing. Refer to local codes for wall framing T ; requirements. Although all attempts have been made to do so,trusses TIR : may not.be designed symmetrically.Please refer to the � . individual truss drawings and truss placement plans for ll proper orientation and placement. ` 15-00-00 104X-00 — � T17 - ---_I _ _ 4"00 _ k - N ; ` balloon frame gable __I ASsof Builders I sloped wall from a1 Ohl. N 04 ;>, Ill. .Igl ,B'�,/4"_20 Fi rstSou rce 1 mEl �1 'i 1 Freeport l` .111111N11•1111. PHONE:850 836 4541 1 ik'>ry77 S - ; �� (Y�7 FAX 850-835-4532 .1111Mi S --j Jacksonville r�,,,,,.�..< ` v PHONE:904-772-6100 2-06.00 FAX-904.772.1973 T38G 1 I Tampa PHONE:813-621-9831 FAX:813-628.8956 5-00-00 5-11-00 4-07-00 8-11-00 4-07-00 5-11-00 5-00-00 1 39-11-00 - •1 Richard Schooling 350 3rd Street,Jax Bch Schooling Res. [ floor truss hangers are Simpson LUS46 UON 0" esm� 8' ` 09/15/16 MSK 8665831 AUSER PRODUCT #'S 1630.2-1630. 10 �8ss780 1N/A 14866583 A 1 All exterior wood walls are held in 1/2" to allow for sheathing 54-11 JJ 15.00.00 g 38.03.008 1'1,1 1 g 1111111 1111111 2-01-00 — HflIH i1i11111111 1 - 1111 I NIEIIAAIfil k y $ J N i fT . V: 1' !h1!1Ii AN ! it "cl I MI 11111.M911111 .. 11 i Ir ,r I -1_ r. ..M___ IMI 2 n 00 I I F14 F06 10 2 r, r. F12 ' F08 2-00-008 i.°-1-Erni o - ' 1 F09(3)I ` balloon iralne gable 1 2-00-00 I sloped well from t } ! 18'5-114" 20.11" 20000 7 i ' I 1= I <1 s irffillin-- 11 — II = =1ii3L17 — A IMS I I A I •Igi 1 - 1 —I I 0! F17 . . 0 - 5-00-00 5-11-00 T 4-07-00 I 8-11-00 J 4-07-00 5-11-00 5-00-00 15-00-00 39-11-00 54-11-00 All single ply roof truss hangers are Simpson HTU26 UON. All MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYER F wit Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeks RE: 866583 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: Richard Schooling Project Name: 866583 Model: Schooling Res. Lot/Block: Subdivision: Address: 350 3rd St., Jax Bch City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Pontigo, Luis Antonio, PE License #: 53311 Address: 420 Osceola Ave. City: Jacksonville Beach State: Florida 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: 32.0 psf Floor Load: 55.0 psf This package includes 66 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# Truss Name Date No. Seal# Truss Name Date 1 T9488825 CJO1 9/16/1623 T9488847 P02 9/16/16 2 T9488826 EJ01 9/16/1624 T9488848 TO1G 9/16/16 3 T9488827 EJ02 9/16/1625 T9488849 T02 9/16/16 4 19488828 F01 9/16/1626 T9488850 T03 9/16/16 5 T9488829 F02 9/16/1627 T9488851 T04 9/16/16 6 T9488830 F03 9/16/1628 T9488852 T05 9/16/16 7 T9488831 F05 9/16/1629 T9488853 TO6G 9/16/16 8 T9488832 F06 9/16/1630 T9488854 T07 9/16/16 9 T9488833 F07 9/16/1631 T9488855 TO8G 9/16/16 10 T9488834 F08 9/16/1632 T9488856 T09 9/16/16 11 T9488835 F09 9/16/1633 T9488857 T10 9/16/16 12 T9488836 F10 9/16/1634 T9488858 T11 9/16/16 13 T9488837 F11 9/16/1635 T9488859 T12 9/16/16 14 T9488838 F12 9/16/1636 T9488860 T13 9/16/16 15 T9488839 F13 9/16/1637 T9488861 T14 9/16/16 16 T9488840 F14 9/16/1638 T9488862 T15 9/16/16 17 T9488841 F15 9/16/1639 T9488863 T16 9/16/16 18 T9488842 F16 • 9/16/1640 T9488864 T17 9/16/16 19 T9488843 F17 9/16/1641 T9488865 T18 9/16/16 20 T9488844 HJO1 9/16/1642 T9488866 T19 9/16/16 . 21 T9488845 HJO2 9/16/1643 T9488867 T20 9/16/16 22 T9488846 PO1G 9/16/1644 T948886.8 T21 9/16/16 i The truss drawing(s)referenced above have been prepared by MiTek ,- .•t,, �E,R,•Pf• 7 ,, USA, Inc. under my direct supervision based on the parameters ``.� `1J.•�............. .,• � provided by Builders FirstSource-Jacksonville. • No •8 ' .. Truss Design Engineer's Name: Finn, Walter : * •;* My license renewal date for the state of Florida is February 28, 2017. ' -p; c 3; ATE F "U. IMPORTANT NOTE: The seal on these truss component designs is a certification .:•%..' A" O R P,• that the engineer named is licensed in the jurisdiction(s)identified and that the •, is• •• c.? designs comply with ANSI/TPI 1. These designs are based upon parameters ',/ S �%., shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 417i0NP 0� given to MiTek. Any project specific information included is for MiTek's customers s. file reference purpose only,and was not taken into account in the preparation of Wafter P.Ann PE No.22839 these designs. MiTek has not independently verified the applicability of the design MFTek USA,Inc.FL Cert 6634 parameters or the designs for any particular building. Before use,the building designer 6904 Parke East Blvd.Tampa FL 33610 should verify applicability of design parameters and properly incorporate these designs Date: into the overall building design per ANSI/TPI 1,Chapter 2. September 16,2016 Finn,Walter 1 of 2 1/114//1 `3 'aw0 l� A'IoloouuoD$14 Aq palllluep! Almelo se8uoyo le410 puo lol!!wgns ayl uo sa6uoyo pelou6!sap Apo Jeno Him uo!ss!wgns-al to Maned •luauodwoo o s!well 841 4o14M to Ngwasso a1!lue eyl to Malnal o apnlou!lou Nous wall ollloads 0 40 MG!nad 'WS 844 to Palo!a»oo puo pew1lluoo eq 04 suo!suaw!p sol elq!suodsai s!JolooJluo3 ey1 ',oloo14uo3 a41 to AUI!q!suodsai a!os NI 010 yo!yM to po 'suo!lnooaid Naps uo!lonusuoo Jo sepoii 101.410 411M 110M 044 to uo!lou!pj000 'spoylaw io suoew uogonJlsuoo 'sessaooId uo!loougol 'se6no6 Jo s4y8!aM 'suo!suaw!p 'sa!1!luonb 's!!oiep to sseualeidwoo !o Aoom000 OW lol pei!dw! s!!ono:ddo oN •sluawnoop looquoo ayl uf pessaidxa uo!lowioun a41 puo ldeouoo uelsep ayl 41Vn eauowioluoo fol 6up!oayo to esodind palrwp out 104 s!Maned lIW911S321 >8 3SIA32J 0 S)idVV132J 33S - (33.03r3d 0 031ON SNO1103212J00 3)fWI 0 N3Nd1 NOI1d3JX3 ON,1J sJaaul6u3 loanpn4s 6u4tnsuoD , -Dui 'seloiDossy 'g o6i4uod not . , FI" CCP? _. : RE: 866583 - Site Information: Customer Info: Richard Schooling Project Name: 866583 Model: Schooling Res. Lot/Block: Subdivision: Address: 350 3rd St., Jax Bch City: Duval State: Florida No. Seal# Truss Name Date 45 T9488869 T22 9/16/16 46 T9488870 T23 9/16/16 47 T9488871 T24 9/16/16 48 T9488872 T25 9/16/16 49 T9488873 T26 9/16/16 50 T9488874 T28 9/16/16 51 T9488875 T29 9/16/16 52 T9488876 T30 9/16/16 53 T9488877 T31 9/16/16 54 T9488878 T32 9/16/16 55 T9488879 T33 9/16/16 56 T9488880 T35G 9/16/16 57 T9488881 T36 9/16/16 58 T9488882 T37 9/16/16 59 T9488883 T38G 9/16/16 60 T9488884 T39 9/16/16 61 T9488885 T40 9/16/16 62 T9488886 TFG 1 9/16/16 63 T9488887 TFG2 9/16/16 64 T9488888 TFG3 9/16/16 65 T9488889 TFG4 9/16/16 66 T9488890 TGO1 9/16/16 J i OCT 1 9 2016 L 2of2 3'311 i • t"• __P Lumber design values are in accordance with ANSI/I-PI 1 section 6.3 These truss designs rely on lumber values established by others. � FILE COPY MiTek RE: 866583- MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Richard Schooling Project Name: 866583 Model: Schooling Res. Lot/Block: Subdivision: Address: 350 3rd St., Jax Bch City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Pontigo, Luis Antonio, PE License#: 53311 Address: 420 Osceola Ave. City: Jacksonville Beach State: Florida 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: 32.0 psf Floor Load: 55.0 psf This package includes 66 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. Seai# Truss Name Date No. Seal# Truss Name Date 1 T9488825 CJO1 9/16/1623 T9488847 P02 9/16/16 2 T9488826 EJ01 9/16/1624 T9488848 TO1G 9/16/16 3 T9488827 EJ02 9/16/1625 T9488849 T02 9/16/16 4 T9488828 F01 9/16/1626 T9488850 T03 9/16/16 5 T9488829 F02 9/16/1627 T9488851 T04 9/16/16 6 T9488830 F03 9/16/1628 T9488852 105 9/16/16 7 T9488831 F05 9/16/1629 T9488853 106G 9/16/16 8 T9488832 F06 9/16/1630 T9488854 107 9/16/16 9 T9488833 F07 9/16/1631 T9488855 TO8G 9/16/16 10 T9488834 F08 9/16/1632 T9488856 T09 9/16/16 11 T9488835 F09 9/16/1633 T9488857 T10 9/16/16 12 T9488836 F10 9/16/1634 T9488858 T11 9/16/16 13 T9488837 F11 9/16/1635 T9488859 T12 9/16/16 14 T9488838 F12 9/16/1636 T9488860 T13 9/16/16 15 T9488839 F13 9/16/1637 T9488861 T14 9/16/16 16 19488840 F14 9/16/1638 T9488862 T15 9/16/16 17 T9488841 F15 9/16/1639 T9488863 T16 9/16/16 18 T9488842 F16 9/16/1640 T9488864 T17 9/16/16 19 T9488843 F17 9/16/1641 T9488865 T18 9/16/16 20 T9488844 HJO1 9/16/1642 T9488866 T19 9/16/16 21 T9488845 HJO2 9/16/1643 T9488867 T20 9/16/16 22 T9488846 PO1G 9/16/1644 T9488868 T21 9/16/16 ``�olifruitirli The truss drawing(s)referenced above have been prepared by MiTek moo• P,k'�G E.N. Fi4/ , USA, Inc.nunder my direct supervision based on the parameters `�. • 3F ,� provided by Builders FirstSource-Jacksonville. • Truss Design Engineer's Name: Finn, Walter :*:�. No 22839 ': My license renewal date for the state of Florida is February 28,2017. = : * -..".•'13 STATE OF IMPORTANT NOTE:The seal on these truss component designs is a certification .O,(�'•,•(`� Q P,:��: that the engineer named is licensed in the jurisdiction(s)identified and that the �,,�. ' 0 R‘ Cj �� designs comply with ANSI/TPI 1. These designs are based upon parameters �,O,9...... ... '. ��0 shown(e.g.,loads,supports,dimensions,shapes and design codes),which were i f '-'N A�x,00 given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only,and was not taken into account in the preparation of Walter P.line PE No.22839 these designs. MiTek has not independently verified the applicability of the design MiTek USA,Inc.FL Gert 6634 parameters or the designs for any particular building. Before use,the building designer 6904 Parke East Blvd.Tampa FL 33610 should verify applicability of design parameters and properly incorporate these designs Date: into the overall building design per ANSI/TPI 1,Chapter 2. September 16,2016 Finn, Walter 1 of 2 RE: 866583- Site Information: Customer Info: Richard Schooling Project Name: 866583 Model: Schooling Res. Lot/Block: Subdivision: Address: 350 3rd St., Jax Bch City: Duval State: Florida No. Seal# Truss Name Date 45 T9488869 T22 9/16/16 46 T9488870 T23 9/16/16 47 T9488871 T24 9/16/16 48 T9488872 T25 9/16/16 49 T9488873 T26 9/16/16 50 T9488874 T28 9/16/16 51 T9488875 T29 9/16/16 52 T9488876 T30 9/16/16 53 T9488877 T31 9/16/16 54 T9488878 T32 9/16/16 55 T9488879 T33 9/16/16 56 T9488880 T35G 9/16/16 57 T9488881 T36 9/16/16 58 T9488882 T37 9/16/16 59 T9488883 T38G 9/16/16 60 T9488884 T39 9/16/16 61 T9488885 T40 9/16/16 62 T9488886 TF G1 9/16/16 63 T9488887 TFG2 9/16/16 64 T9488888 TFG3 9/16/16 65 T9488889 TFG4 9/16/16 66 T9488890 TG01 9/16/16 2 of 2 Job • Truss Truss Type Qty Ply T9488825 866583 CJOI Jack-Open 2 1 Job Reference(ootionall Builders FRNNSou Ice. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fd Sep 18 11:28:02 2016 Page 1 I D:wlw9e8815xgwbgOm iu9PJydN9U-EVDF MNfKr7 bUr5msd5fR MafAQ Q S HKJxkZr7mntyd4jx 4-6-10 4$10 Scale=1:13.1 2 4.00 12 1 f g d N � 1 3 3x4= 4-6-10 4-6-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.02 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.03 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=136/0-5-8,2=115/Mechanical,3=21/Mechanical Max Horz 1=85(LC 8) Max Uplift 1=-65(LC 8),2=-110(LC 8) Max Gray 1=136(LC 1),2=115(LC 1),3=64(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=110. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 a AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE 8647473 nv.10/0312015 BEFORE USE. Design valid for use only with MITek*connectors.This design Is based only upon parameters shown,and la for an individual building component,not a truss system.Before use,the building designer must verify the applicability 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 iTe k is always required for stability and to prevent collapse weft possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria.DSB-89 and SCSI Building 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 I 79488826 866583 EJ01 Jack-Partial 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:03 2016 Page 1 I D:wIw9e8815xgwbg0m iu9 PJyd N9U-i ine V Gg ycRj L S F L3AoAgvoC Lfg nu3m B t oVsJ KKyd djw ( 5-0-0 I 5-0-0 Scale=1:13.8 2 4.00 12 N N C! 1 3 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.05 1-3 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=151/0.5-8,2=127/Mechanical,3=24/Mechanical Max Horz 1=93(LC 8) Max Uplift 1=-73(LC 8),2=-121(LC 8) Max Gray 1=151(LC 1),2=127(LC 1),3=71(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26fl;Cat.II;Exp C;Encl.,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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=121. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. � I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use.the building designer must verify the applicabikty of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling 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.delivery.erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building 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 T9488827 888583 EJO2 JACK-PARTIAL 8 1 Job Reference(optional) Builders FlrstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 1611:28:03 2016 Page 1 ID:w1 9e8815xgvvbg0m iu9PJyd N9U-iineVGgycRj LS FL3AoAgvoCMwgo53m BtoVsJ KKyd4jw 1-8-9 31-10 6-9-8 1-8-9 1-5-1 3-7-14 Scale=1:33.5 3 10.00 1z 2 ' N 14 4x6 4x6 — 1IP fV 1E31 6-9-8 3.7.14 Plate Offsets(X,Y)— f2:0-5-2,Edoe],12:2-7-8.1-10.31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.05 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.05 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=214/0.5-8,3=192/Mechanical,4=18/Mechanical Max Horz 1=285(LC 12) Max Uplift 1=-2(LC 12),3=-253(LC 12) Max Gray 1=214(LC 1),3=237(LC 19),4=54(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 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)1 except(jt=lb) 3=253. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 t AWARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED 8TEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a 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 buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MITek' is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/7Prt quality Criteria,DSB-89 and BCSI Building 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 • T9488828 866583 F01 GABLE 2 1 Job Reference(ootionall Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MITek Industries,Inc.Fri Sep 18 1128:04 2016 Page 1 ID:wt 9e8815xgwbg0miu9PJydN9U-AuLOichaNlrC4PwFkWhvR?IXcEA9oDu119ctsmyd4jv 0.k8 0-k8 Scale=1:42.6 3x3= 3x6 FP= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 qq 0____t_____Ig_i_t___11-1 r g 1'-'12 a 8 '1 II p____,24A 413a` R 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x3 = 3x3= 3x6 FP= 303= 3x3 = 12-7-4 1 1512 1 2.10.12 1 4.2-12 1 5512 16-10-12 1 6-2-12 1 9E-12 110.10.12 1 12-2.12 I 113-11.4 1 15-3.4 i 16-7-4 1 17-H-4 ) 19.3 1 20-7.1 )71-11-4 1 23-3.4 1 24-10.0 1 1512 1.4.0 1.4-0 11-0 1-4-0 1-4-0 11-0 11-0 11.0 11-4- 1.4-0 1+0 11-0 11-0 1.4.0 11-0 1-4-0 1.4.0 1.6.12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 23 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight:125 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10.0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:41-42,22-23. REACTIONS. All bearings 24-10-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)42,22,41,23,24,25,26,27,28,29,30,31,40,39,38, 37,36,34,33,32 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)All plates are 1.5x3 MT20 unless otherwise indicated. i 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 4 a WARMING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERENCE PAGE M0.7473 my.10/03/2015 BEFORE USE. lit Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tempe Ft.36610 Job 'Truss Truss Type City Ply T9488829 866583 F02 Floor 13 1 Job Reference(ootionall Suede's FirstSource, Jacksonville,FI 32244 7.840 s Apr 19 2016 MTek Industries.Inc.Fri Sep 16 11:28:05 2016 Page 1 ID.wl 9e8815xgvvbg0miu9PJydN9U-e4vOwyhC82z3iZURIDC8_DHWMdJ1 XUbAGoLO0Cyd4ju 0-1-8 H 1 1-3-0 1 1 1-4-0 1 0-48 Scale=1:43.2 5x6= 5x6 1.5x3 = 4x6 = 4x4 = 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 I I 4x4 = 4x6= 1.5x3= 1 2 3 4 5 6 7 82\.? /1 \2\2 5i •c `d$29 30 l'4 • • 28 27 26 25 24 23 22 21 20 19 18 17 16 4x4= 5x6 = 4x6 = 4x6= 3x12 MT2OHS FP = 4x6= 4x6 = 5x6= 4x4 = 3x6 SP= 1 1-6-0 1 4-0-0 1 9-1-8 1 15.8.8 I 20-10-0 1 23.4.0 124.10-0 1 1-6-0 2-6-0 5-1-8 6.7-0 5-1-8 2-6-0 1-6-0 Plate Offsets(X,Y)- f1:Edoe,0-1-81,115:0-1-8.Edael.116:Edae,0-1-81,124:0-2-0,Edge].f28:Edae.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.49 21-22 >600 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.77 21-22 >384 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.13 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:140 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat)'Except' end verticals. 16-24:2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 28=1346/0-5-0,16=1346/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 28-29=-1340/0,1-29=-1339/0,16-30=-1340/0,15-30=-1339/0,1-2=-1108/0, 2-3=-2844/0,3-4=-4161/0,4-5=-4161/0,5-6=-4973/0,6-7=-5367/0,7-8=5367/0, 8-9=-5367/0,9-10=-4973/0,10-11=-4973/0,11-12=-4160/0,12-13=-4160/0, 13-14=-2844/0,14-15=-1108/0 BOT CHORD 26-27=0/2095,25-26=0/3571,24-25=0/4670,23-24=0/4670,22-23=0/5255,21-22=0/5367, 20-21=0/5254,19-20=0/4671,18-19=0/3571,17-18=0/2095 WEBS 15-17=0/1625,1-27=0/1625,14-17=-1568/0,2-27=-1568/0,14-18=0/1189,2-26 /1188, 13-18=-1154/0,3-26=1154/0,13-19=0/910,3-25=0/912,11-19=-787/0,5-25=-785/0, 11-20=0/481,5-23=0/481,9-20=-499/0,6-23=-498/0,9-21=-258/573,6-22=-258/572, 7-22=-278/76,8-21=-278/76 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x3 MT20 unless otherwise indicated. 4)The Fabrication Tolerance at joint 24=11% 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 __ I AWARNING-Verily design parameters and READ NOTES ON TM5 AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ti fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,DS638 and BCS/Building Component 6904 Parke East Blvd. Safety IMm oNGon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 79488830 868583 F03 Floor 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Fri Sep 16 11:28:05 2016 Page 1 ID:wlw9e8815xgwbg0miu9PJydN9U-e4vOwyhC82z3jZURIDCB DHYgdJ2XUcAGoL000yd4ju 0-1-8 H I � 1 2-5-15 I Scale=1:42.6 5x8= 3x4= 1.5x3 = 4x6= 4x4= 1.5x3 I I 3x3= 3x4= 1.5x311 3x3= 3x6 FP= 1.5x3 I I 4x4= 4x8= 5x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 F.28 28 -•\ / \ / \ /\/\ , c it �♦ i.. ' \/\ / \ / \%/ .1.; 27 26 25 24 23 22 21 20 19 18 17 16 15 4x4= 5x6= 4x6= 4x6= 3x12 MT2OHS FP= 3x4= 1.5x3 II 3x4= 4x6= 4x6= 5x6 = 2x4 I I 3x6 SP= 3x3= 1 1-6-0 1 4-0-0 1 9-1-8 I 15-7-7 I 20-8-15 1 23-2-15 1 24-7-7 1 1-6-0 25-0 5-1-8 6-5-15 5-1-8 2.60 1-4-8 Plate Offsets(X,Y)- fl:Edae,0-1-8I.114:0-1-8,Edael,f15:0-1.8,Edoej,121:0-1-8,Edgel,f27:Edoe,0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.45 21-22 >647 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.70 21-22 >417 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.12 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:135 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 27=1338/0-5-0,15=1344/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 27-28=-1332/0,1-28=-1331/0,14-15=-1337/0,1-2=-1100/0,2-3=-2823/0,3-4=-4126/0, 4-5=-4126/0,5-6=-4931/0,6-7=-5271/0,7.8=5271/0,8-9=4915/0,9-10=4915/0, 10-11=-4106/0,11-12=-4106/0,12-13=-2785/0,13.14=1051/0 BOT CHORD 25-26=0/2081,24-25=0/3542,23-24=0/4630,22-23=0/4630,21-22=0/5194,20-21=0/5271, 19-20=0/5271,18-19=0/4595,17-18=0/3511,16-174/2038 WEBS 14-16=0/1622,1-26=0/1614,13-16=-1566/0,2-26=-1557/0,13-17=0/1186,2-25=0/1178, 12-17=1153/0,3-25=-1142/0,12-18=0/917,3-24=01900,10-18=-755/0,5-24=-778/0, 10-19=0/665,5-22=0/478,8-19=879/10,6-22=-496/0,6-21=-323/641,7-21=338/79, 8-20=-159/296 NOTES- (8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)The Fabrication Tolerance at joint 23=11% 4)Refer to girder(s)for truss to truss connections. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 k Q WARNING•Verify design aerometers and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 1411.7473 rev.1003/2015 BEFORE USE. Nit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 8904 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 79488831 866583 F05 GABLE 2 1 Job Reference footionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 1611:28:06 2016 Page 1 ID:wtw9e8815xgwbg0miu9PJydN9U-6HTm7ligvM5wJj3esxjNXQgt91 rdG7PJUS5zxfyd4jt 3x3= 1 3x3= 2 1.5x3 II 3 1.5x3 II 4 1.5x3 I I 5 Scale=1:11.2 11 — 1. 2 10 9 8 7 8 34= 3x3= 1.5x3 II 341= 1.54 II 1-6-12 2-4-0 3-2-12 I 4-8-0 1-6-12 0-9-4 0.10.12 1-5-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:32 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 4-8-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)10,6,9,7,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 a Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7173 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based Dory upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the appticabialy of design parameters and property Incorporate this design into the overaa building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M I l;� ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building 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 79488832 866583 F06 Floor 10 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:06 2016 Page 1 ID.w1 9e8815xgwbg0miu9PJydN9U-6HTm7ligvM5wJj3esxjNXQgjZ1 fNGOaJUS5zxfyd4jt 0-1-8 H I 1-3-0 I I 2-4-10 I Scale=1:26.6 4x4 = 1.5x3 = 1.5x3 II 1.5x3 II 44= 1 2 3 4 5 8 7 8 • • e e 17 e/\ / \ / \ / \. e e e e ', 15 14 13 12 11 10 4x4= 4x4= I 15-7-10 15-7-10 Plate Offsets(X,Y)— r1:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.16 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.20 11-12 >901 240 BCLL 0.0 Rep Stress lncr YES WB 0.47 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:87 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=840/0-5-0,9=846/0-2-10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-835/0,1-17=-834/0,8-9=-841/0,1-2=-659/0,2-3=-1573/0.3-4=-2080/0,4-5=-2080/0,5-6=-2080/0, 6-7-1574/0,7-8=-657/0 BOT CHORD 14-15=0/1237,13-14=0/1888,12-13=0/2080,11-12=0/1887,10-11=0/1239 WEBS 8-10=0/988,1-15=0/964,7-10=-923/0,2-15=-918/0,7-11=0/532,2-14=0/533,6-11=-498/0.3-14=-500/0,6-12=0/525, 3-13=0/525,4-13=-302/0,5-12=-302/0 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 • a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111.7473 rev.1003/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component.not Not a 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 buckling 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,delivery,erection and bracing of trusses and truss systems.see ANSITfPII Quality Criteria.DSB-89 and BCSI Building 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 T9488833 866583 F07 Floor 4 1 _Job Reference footionall Builders FirstSource, Jadaonvile.Fl 32244 7.640 s Apr 19 2016 MITek Industries,Inc.Fri Sep 16 11:28:07 2016 Page 1 ID.wlw9e8815xgvvbg0miu9PJydN9U-bT18KdjSggDnxsegPeFc3eN2ZRAp?ZpTj6gXT5yd4js 0-1-8 3x3= 11"I 3x13— 1-3-0 ‘1I5x$ H 0-9-8 3115x3 I I 4 Scale=1:11.3 9 — 10 1 1.5x3= g 1 3x3= 3 . 8 7 8 3x3= 34= 3x3= I 4.0-8 1 4.0.8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:29 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=202/0-5-0,5=202/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. MIMI AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 61II.7473 rev.10'03/2016 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overal building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building 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 79488834 866583 F08 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Fri Sep 16 11:28:07 2016 Page I ID:wl 9e8815xgvvbg0miu9PJydN9U-bT18KdjSggDnxsegPeFc3eNxvRzM?TrTj6gXT5yd4js 1 1-3-4 I 1 1.4-2 1 0.H8 Scale=1:27.3 4x4= 4x4= 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 a • fe 18 \ /\ / \, , e7( s XQe 1? 16 15 14 13 12 11 10 �9�• 1.5x3 II 4x4 = 1.5x3 II 4x4 = 1 1-4-8 1 3-10-8 I 9-2-10 I 11-8-10 I 14-2-10 1 15-8-10 1 1-4-8 2-6-0 5-4-2 2-6-0 2-6-0 1.60 Plate Offsets(X,Y)— fl:Edoe,0.1-81.18:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.12 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.18 12-13 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:88 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14,12-13. REACTIONS. (lb/size) 17=854/0-1-10,9=848/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-851/0,9-18=-844/0,8-18=-843/0,1-2=-639/0,2-3=-1570/0,3-4=-2129/0,4-5=-2129/0,5-6=-2056/0, 6-7=-1600/0,7-6=-664/0 BOT CHORD 15-16=0/1226,14-15=0/1909,13-14=0/2129,12-13=0/2129,11-12=0/1937,10-11=0/1245 WEBS 8-10=0/971,1-16=0/985,7-10=923/0,2-16=-933/0,7-11=0/563,2-15=0/547,6-11=-536/0,3-15=-538/0,6-12=0/287, 3-14=0/507,5-12=308/98 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 AWARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MTEX REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mr Design valid for use only with MiTek49 connectors.This design is based only upon parameters shown,and is for an individual building component.not a 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB-89 and BCSI Building 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 T9488835 866583 F09 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 M7ek Industries,Inc.Fri Sep 1611:28:08 2016 Page 1 ID:wtw9e8815xgvvbg0miu9PJydN9U-3fbXYzk4RzLeZODOzMmrcrv2prOlkw7cyma4?Xyd4jr 1 1-3-0 1 I 2-4-0 I 0.11'i8 Scale=1:26.5 4x4 = 1.5x3= 14x8= 2 3 4 5 6 7 0 .41 0 krw/ \ /- e •\ / \ /\ /4-'-..,� 17 2 16 15 14 13 12 11 10 9 4x4= 1.5x3 II 1.5x3 II 4x4= I 15-7-0 I 15-7-0 Plate Offsets(X,Y)— f1:Edoe,0-1-81,17:0-1-8,Edoe] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.20 11-12 >906 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.29 11-12 >628 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:87 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=843/Mechanical,8=837/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-843/0,8-17=-833/0,7-17=-832/0,1-2=653/0,2-3=-1568/0,3-4=2017/0,4-5=-2015/0,5-6=-1571/0. 6-7=-654/0 BOT CHORD 14-15=0/1217,13-14=0/2017,12-13=0/2017,11-12=0/2017,10-11=0/1907,9-10=0/1225 WEBS 7-9=0/957,1-15=0/982,6-9=-907/0,2-15=-895/0.6-10=0/550,2-14=0/558,5-10=-53310.3-14=-770/0,5-114/277, 4-11=-286/182,3-13=-17/323,4-12=-285/54 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. it if A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only.Additional temporary and permanent bracing M7ek • is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building 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 , r T9488836 866583 F10 Floor 5 1 Builders FiratSaurce, Jacksonville,Fl 32244 Job Reference footionall 7.640 s Apr 19 2016 MTek Industries,Inc. Fri Sep 16 11:28:08 2016 Page 1 ID:wIw9e8815xgwbgOmiu9PJydN9U3fbXYzk4RzLeZODOzMmrcrvBZrRbk 2cyma49Xyd4jr I 1-3-0 I I 1-7-1 I Scale=1:15.8 3X3= 1.5x3 II 3X3= 1 3X3 = 2 3 434= 5 • e • F e e 11J 10 9 8 3x3= 3x3= 7 6 3x3= 1.5x3 II 1.5x3 II 1.5x3 II I 1-4-8 I 6-11-9 I 8-4-1 I 1-4-8 5-7-1 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.05 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.06 7-8 >999 240 BCLL 0.0 Rep Stress Inc: YES WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:47 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=452/0-2-10,6=452/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-443/0,5-6=-450/0,1-2=-290/0,2-3=-582/0,3-4=-582/0,4-5=-295/0 BOT CHORD 9-10=0/582,8-9=0/582,7-8=0/552 WEBS 5-7=0/455,1-10=0/447,4-7=407/0,2-10=-451/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 H Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. re Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Bim. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 c Job Truss Truss Type Qty Ply 79488837 866583 F11 Floor 2 1 Job Reference footionall Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Sep 18 11:28:08 2016 Page 1 ID:wt 9e8815xgvvbg0miu9PJydN9U-3fbXYzk4RzLeZ0D0zMmrcrv8brQjk wcyma4?Xyd4jr I 7-3-0 I I 1-9-10 I Scale:3/4-=1' 34= 1.5x3 II 3x3= 1 3x3= 2 3 434 5 • e `Y • . • 34= 73x3= 0 11 10 9 8 34= 1.5x3 I I 1.5x3 II 1.5x3 II I 1-4-8 I 7-2-2 I 8-6-10 I 1-4-8 5-9-10 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.08 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:48 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=463/0-2-10,6=463/0.3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-454/0,5-6=463/0,1-2=301/0,2-3=-610/0,3-4=-610/0,4-5=-306/0 BOT CHORD 9-10=0/610,8-9=0/610,7-8=0/570 WEBS 5-7=0/472,1-10=0/464,4-7=-419/0,2-10=-476/0 II NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITERREFERENCE PAGE Ml7•7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not ' a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of inavidual truss web and/or chord members only.Additional temporary and permanent bracing MiTele ake is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building 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 19488838 866583 F12 Floor 3 1 Builders FirstSource. Jacksonville,Fl 32244 Job Reference(optional) 7.640 s Apr 18 2016 MTek Industnes,Inc.Fri Sep 16 11:28:09 2016 Page 1 ID:wt 9e8815xgwbg0miu9PJydN9U-Xs8vlJkjBHTVAAoDX3H483SJMFmQTREmAQJeXzyd4jq I 1-3-0 I I 1-8-4 I Scale:3/4"=1' 3x3= 1.5x3 II 3x3= 1 3x3 2 3 43x3= 5 • e a I e s s ee. 11�( 10 9 8 3x:1= 73x3 = 6 303= 1.5x3 II LLLYYY111 1.5x3 II 1.5x3 II I 1-4-8 I 7-0-12 I 8-5-4 I 1-4-8 5-8-4 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.05 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:48 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=457/0-2-10,6=457/0-1-10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-448/0,5-6=-456/0,1-2=-295/0,2-3=-595/0,3-4=-595/0,4-5=-300/0 BOT CHORD 9-10=0/595,8-9=0/595,7-8=0/560 WEBS 5-7=0/463,1-10=0/455,4-7=413/0,2-10=-463/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11,6. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED*BTEK REFERENCE PAGE t111-7473 rev.10/03/2015 BEFORE USE. 1� Design valid for use only with MiTelr®connectors.This design is based only upon parameters shown.and is for an individual budding component.not � a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 11 A1T�k" is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the tYl l 1 Il fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPM Quality Criteria,0513.89 and BCSI Building Component 6904 Parke East Bird. 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 T9488839 866583 F13 GABLE 2 1 Job Reference(optional! Builders FlrstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 1611:28:09 2016 Page 1 I D:wlw9e8815xgvvbg0m iu9PJydN9U-Xs8vlJkjBHTVAAoDX3H483SO LFtMTU BmAQJeXzyd4jq 3x3= 1 3x3 = 21.5x3 Il 3 1.50 II 4 Scale=1:11.3 8 7 6 5 1.54 II 3x3= 3x3= 1.54 II I 1-5-4 I 2-6-12 I 4-0-0 I 1.5.4 1-1-8 1-5-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc/ YES WB 0.03 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2014/PI2007 (Matrix) Weight:26 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 4-0-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 IIFORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (6) � 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. A WARNING-Verify design parameters and READ NOTES ON TIPS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building 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 ' 19488840 866583 F14 GABLE 1 1 Job Reference(ootionall Builders FirstSource, Jacksonville.FI 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:10 2016 Page 1 I D:wIw9e8815xgwbg0m iu9PJydN9U-?2i Hzf ILybbMoKN P5moJhG?Z4eDZCxN vP4384Q yd4jp 0148 Scale=1:27.1 3x3 = 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 e is is e is e ••e e e e et 2/ _ XX eto e '>: XXXXXXXXXXXXXXXxXXXXXXXXXXXXXXXXXXXXXXXXXXXXkXXXXXXXXXX� 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x3= 3x3 = 1-6-12 2-10-12 4-2-12 5-6-121 111-9-4 - I fI 1 6 0.2 1 7-11-4 1 9-1-4 1 10-5-4 1 ?23.81 13-1-4 1 14-5-4 1 15-10-8 I 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-0-8 1.2.0 1-4-0 1-4-0 0-6-4 0-9-12 1-4-0 1-5-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:82 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 15-10-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,20,16,17,18,19,24,23,22,21 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I AWARNING-Verify design parameters and READ NOTES ON TIES AND INCLUDED IWTEK REFERENCE PAGE WI-7473 rev.10/03/201S BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notigt a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �T buitding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NMI( le k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. 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 19488841 866583 F15 Floor 4 1 Job Reference foolionall Builders FlrstSource, Jacksonville,Fl 32244 7640 s Apr 19 2016 MTek Industries.Inc.Fri Sep 16 11:28:10 2016 Page 1 ID:wIw9e8815xgvvbg0miu9PJydN9U-?2iHzfLybbMoKNP5moJhG?Spe69CulvP4384Qyd4jp I 1.30 I I 1-8-0 Scale=1:12.6 3x3 = I 3x3= 21.5x3 II 3 3x3= 4 • . • ,i, ; e _ f • 1.5x3 II 3x3= 9 8 7 6 5 3x3= 1.5x3 II 1.553 11 4-6-8 I 5-11-0 I I 4.6-8 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:34 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 9=749/Mechanical,5=749/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=777/0,4-5=-751/0,1-2=-284/0,2-3=-284/0 BOT CHORD 7-84)/284,6-7=0/284 WEBS 4-04)/265,1-8=0/427 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) Vert:5-9=-10,1-4=-100 Concentrated Loads(Ib) Vert:1=-430 4=430 1 I aWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERENCE PAGE MII-7473 rev.14/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not ` a truss system.Before use,the building designer must verify the applicability 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 Ml ieks is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building 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 866583 F16 Floor 1 1 • T9488842 ,Job Reference footionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 kliTek Industries,Inc. Fri Sep 16 11:28:10 2016 Page 1 ID:wlw9e8815xgvvbg0miu9pJydN9U-?2iHzfILybbMoKNPSmoJhG?RGe3kCuDvP43640yd4jp I 1-3-0 I I 2-2-0 I Scale=1:16.8 3x3= 1.5x3 II 3x3= 3x3= 1 3x3= 2 3 4 5 • e • •/\ . e 11 10 9 8 3x3= 7 6 3x3= 1.5x3 II 3x3= 2x4 II 2x4 II I 1-4-8 I 7-6-8 I 8-11-0 I 1-4-8 6-2-0 1-4-8 Plate Offsets(X,Y)— 16:0-1-8,Edael LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.08 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.10 7-8 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.24 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:49 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 11=1010/Mechanical,6=1010/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-997/0,5-6=-1011/0,1-2=-319/0,2-3=-658/0,3-4=-658/0,4-5=-324/0 BOT CHORD 9-10=0/658,8-9=0/658,7-8=0/601 WEBS 5-7=0/500,1-10=0/493,4-7=-440/0,2-10=-522/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-5=-100 Concentrated Loads(Ib) Vert:1=-526 5=-526 1 r Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMIT• a 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mlle k, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 PSafety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FLe 36610 Job Truss Truss Type Qty Ply T9488843 866583 F17 GABLE 1 1 Job Reference(ootional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MITek Industries.Inc.Fri Sep 16 11:28:11 2016 Page 1 I D:wtw9e8815xgwbgOm iu9PJydN9 U-TEGfA?mzjuj D QUybe UJYE UXkg2ZpxOd3ekokcsyd4jo Scale=1:16.8 3x3= 1 1— 2 3 4 5 6 7 8 xe o e . e • • 0 4 IC ♦♦ • • ♦•♦ ♦ ♦••••♦ ♦,.,,♦ ♦ ♦♦ 16 15 14 13 12 11 10 9 3x3= 3x3= • I 1.5.4 I 2-9-4 I4.1.4 1 4-9-12 i 6-1-12 I 7-5-12 I 6-11-0 1 1-5-4 1-4-0 1-4-0 0-8-8 1-4-0 1-4-0 1-5-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:49 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 8-11-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:15-16,9-10. REACTIONS. All bearings 8-11-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)16,9,15,10,11,12,14,13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) I 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I 1 M A WARNING-Verity design parameters and READ NOTES ON MS AND INCLUDED AITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability or design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent budding 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.delivery.erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality Criteria,DSB-89 and BCSI Building 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 T9488844 866583 HJO1 Diagonal Hip Girder 1 1 Job Reference(ootionall Builders FirstSowce, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Sep 16 11:28:11 2016 Page 1 ID:wtw9e8815xgvvbgOm iu9PJydN9U-TEGfA7mzjuj DQ UybeU JYEUXkO2YyxOA3ekokcsyd4jo 3-0-14 3-0-14 NAILED 3.71 12 Scale=1:13.7 5 2 2x4 II ' ' 1 7H 1 I /I 6 3 NAILED 4 27,4 11 I 3-0-14 3-0-14 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) -0.00 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=98/1-2-13,2=109/Mechanical,3=21/Mechanical Max Horz 4=54(LC 9) Max Uplift4=-42(LC 8),2=-112(LC 12) Max Gray 4=98(LC 1),2=109(LC 1),3=56(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 4 and 112 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,3-4=-10 Concentrated Loads(Ib) Vert 5=-38(F)6=-7(F) 4 4 A WARNING-Verify design parameters and READ NOTES ON 7 6S AND INCLUDED MfTEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wake connectors.This design is based only upon parameters shown,and is for an individual building component.not 1111 a 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 individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building 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 T9488845 866583 HJ02 Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.FI 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:12 2016 Page 1 ID:wf 9e8815xgvvbg0miu9PJydN9U-xOg1OLnbUCr3leXnCBgnmh4v9Su6grPCtOYl8lyd4jn :-0-14 I .14 Scale=1:13.7 3.71 2 j�� 2x4 II 1 m or pii1110111 n 1 kill — IIC<'I`1 `I4 � 4 2x4 II I 30.14 I 3-0-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=9211-2-13,2=77/Mechanical,3=15/Mechanical Max Horz 4=54(LC 9) Max Uplift4=37(LC 8),2=-75(LC 12) Max Gray 4=92(LC 1),2=77(LC 1),3=39(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 lb uplift at joint 4 and 75 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. il 1 I MEM 11 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AETEK REFERENCE PAGE MII-7473 rev.1583/2016 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual bulldog component.not a truss system.Before use,the building designer must verify the applicabikty of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSVIPH Duality Criteria,DSB-89 and SCSI Building 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 T9488846 866583 P01G PIGGYBACK 1 1 Builders FirstSource, Jacksonville,Fl 32244 Job Reference(ootional) .640 s Apr 19 2016 M7ek Industries,Inc.Fri Sep 16 11:28:12 2016 Page 1 ID:wlw9eB815xgwbgOmiu9PJydN9U-xQgl OLnbUCr3l eXnCBgnmh4wlSvOgrPCtOY181yd4jn 1-2-4 I 2-4-8 1-2-4 1-2-4 3x8= Scale=1:7.8 3 10.00 I12 111A 45 I 2 1 I� iej 111 2x4= 2x4= 2-48 � 2-48 Plate Offsets(X.Y)— 13:0-3-O,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.02 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=-4/2-4-8,5=44/2-4-8,2=83/2-4-8 Max Horz 1=-27(LC 8) Max Upliftl=-15(LC 10),5=-23(LC 13),2=-44(LC 12) Max Gray 1=13(LC 9),5=44(LC 1),2=88(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;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. 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 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 1,23 lb uplift at joint 5 and 44 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 � AWARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE*10.7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component.not es a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall tT building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI Iek' is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building 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 T9488847 . 0e6683 P02 GABLE 7 1 Job Reference(optional) Guiders FIrstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Fn Sep 16 11:28:13 2016 Page 1 ID:wtw9e8815xgvvbgomiu9PJydN9U-PdOPbhoDFWzwfn6 mvLOJvc5TsEFPIYL52Hrglyd4jm l 1-10-13 ( 3-9-10 1-10-13 1.10-13 456= Scale=110.9 3 /, 10.00 12 PA. 45 2 ■ Ammiumimimumm B 2x4= 2x4 II 2x4= l 3.99-10 3-9-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-10 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 REACTIONS. All bearings 3-9-10. (Ib)- Max Horz 1=37(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,5,2,4 Max Gray All reactions 250 lb or less at joint(s)1,5,2,4,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=lOtmph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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 frt between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,2,4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. OWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mil-7473 rev.1693/2015 BEFORE USE. mem Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.sot a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of inrividuat 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,delivery,erection and bracing of trusses and truss systems,see ANSIfrPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available front Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 19488848 866583 T01G GABLE 2 1 Builders FinlSource, Jacksonville.Fl 32244 Job Reference(optional) 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 1128:14 2016 Page 1 ID:wM9e8815xgvvbgOmiu9PJydN9U-tpyoot orOpSnHxhAKciFr69DxGZPBiNVK 1 PDByd4jl I 7-10-4 I 7-10-4 7 Scale=1:49.7 6 5 4 10.00123x4 t 3 ill ,., 2 ; 5x8 II 1/ 1111 ilL 14 13 12 11 10 9 8 24 II 6x8= I 7-10-4 I 7-10-4 Plate Offsets(X,Y)— 1 1:Edoe,0.3-81,113:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.23 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:87 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-8 REACTIONS. All bearings 7-10-4. (Ib)- Max Horz 14=285(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,9 except 14=308(LC 10),10=-104(LC 12),11=106(LC 12), 12=-104(LC 12),13=-548(LC 12) Max Gray All reactions 250 lb or less at joint(s)8.9,10,11,12 except 14=706(LC 12),13=293(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-827/647,1-2=-364/285.2-3=-361/301,3-4=-278/224 BOT CHORD 13-14=-353/287 WEBS 1-13=-6181759 NOTES- (11) 1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8.9 except(jt=lb) 14=308,10=104,11=106,12=104,13=548. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i 1 WARNING•V design �� Verily p parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verity the applicability 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 fYf„1 I7ek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building 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 79488849 868583 702 Monopich 8 1 Job Reference(ootionall Builders FhetSotace, Jacksonvile,F132244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:14 2016 Page 1 ID wlw9e8815xgvvbgOmiu9PJydN9U-tpyoolor0p5nHxhAKctFr6975GPA8eKVKilPDByd4jl I 7-10-4 I 7-10-4 Scale=1:51.8 2x6 II 2 P 10.00 12 ,1 4x6•' 1 I ION ■ tr.11 4 3 3x4= 5x8= I 7-10-4 I 7-10-4 Plate Offsets(X,Y)— f1:0-3-0,0-1-121 t LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.30 3-4 >306 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.24 3 4 >373 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) -0.01 BRACING- TOP 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:62 lb FT=20% LUMBER- TOP CHORD 2x6 SP No.2 CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except nd verticals. BOT CHORD 2x4 SP No.2 e WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 1 Row at midpt 2-3 REACTIONS. (lb/size) 3=242/Mechanical,4=242/0-5-8 Max Horz 4=212(LC 12) iMax Uplift3=-254(LC 9),4=-45(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-314/291 BOT CHORD 3-4=-588/416 WEBS 1-3=-420/584 NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 3=254. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 I __ AWARNING-Verily design parameters and READ NOTES ON TFNS AND INCLUDED INTER REFERENCE PAGE 1A11-7473 rev.10/03/2015 BEFORE USE. la Design valid for use only with MiTeIr®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the buiding designer must verify the applicability of design parameters and property 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 MTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TP11 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 1 Job Truss Truss Type Qty Ply T9488850 866583 103 MONOPITCH GIRDER 4 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fn Sep 16 11:28:15 2016 Page 1 ID:wfw9e8815xgvvbg0m iu9PJydN9U-M?WAOM pTn7Deu5FMtKO UOKiprfpSt7aeZMmytdyd4j k 4-0-0 I 8-0-0 813)8 4-0-0 4-0-0 0-3-8 2x4 I I Scale=1:56.3 3 10.00 12 3x6 2 :� 4x6'%;"1 1111 Y .17 3xa °qP C-III 111>,j11 Id 8 8 5 9 10 4::. 2x6 II 6x8= 6x10= I-IHUS26-2 LUS46 LUS46 4.00 8-0-018 4-0-0 4-0-0 0.3.6 Plate Offsets(X,Y)- 14:Edoe.0-3-01,15:0-3-8,0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 * Rep Stress lncr NO WB 0.36 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Wind(LL) 0.03 4-5 >999 240 Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS. (lb/size) 4=1816/0-3-8,6=1302/0-5-8 Max Horz 6=217(LC 8) Max Uplift4=-1129(LC 5),6=-600(LC 5) Max Gray 4=1938(LC 29),6=1302(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1142/529,1-6=1184/521 BOT CHORD 5-9=-526/831,9-10=-526/831,4-10=526/831 WEBS 2-5=946/1503,2-4=-1331/843,1-5=-360/891 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=1129, 6=600. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 3-1-8 from the left end to connect truss(es)to front face of bottom chord. 9)Use Simpson Strong-Tie LUS46(4-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 5-1-12 from the left end to 7-1-12 to connect truss(es)to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard Continued on page 2 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an indNidual building component.not a truss system.Belpre use,the building designer must verify the applicability 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 MTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building 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 TypeOty Ply T9488850 866583 103 MONOPTCH GIRDER 4 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:15 2016 Page 2 I D:wlw9e8815xgvvbgOm iu9PJydN9U-M?WAOMpTn7 Deu5FMtKOU OKi PrfpSt7aeZM myldyd4jk LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-54,4-6=-10 Concentrated Loads(Ib) Vert:8=-1123(F)9=-750(F)10=-750(F) 1.111 111 t _ 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.11/03/2015 BEFORE USE. ll Design valid for use only with MiTel®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty.Additional temporary and permanent bracing M 1 l;� eks is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and inns systems.see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building 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 T9488851 • 866583 T04 COMMON GIRDER 2 Job Referencel) Builders FirstSource, Jacksonville,Fl 32244 27.0 6 Apr 19 2016IMTe n ndustries,Inc.Fri Sep 16 11:28:15 2016 Page 1 ID:wlw9e88l5xgvvbg0miu9PJydN9U-M?WAOMpTn7Deu5FMtK000KiM frrvvt5xeZMmyldyd4jk 4-40 1 8-0-0 81318 4-0.0 4-0-0 0-3-8 2x4 I I Scale=1:56.3 3 10.00 12 3x6 2 4x6 1 4 `�- ■EN 7 3x4 II NT ■1 ' 'L�III'ILI��III'IL�� 11 6 8 9 5 10 11 4'"' 2x6 II 6x8_ LUS46 6x10= LUS46 LUS46 LUS46 0-¢1 4-0 8-0-0 0 D.101.1 3.11-11 5 4-0-0011/83 Plate Offsets(X,Y)- f4:Edoe.0-3-OI.15:0-3-8,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 ` Rep Stress Ina NO WB 0.46 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Wind(LL) 0.03 4-5 >999 240 Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS. (lb/size) 4=2451/0-3-8,6=2084/0-5-6 Max Horz 6=217(LC 8) Max Uplift4=-1505(LC 5),6=-1068(LC 5) Max Gray 4=2904(LC 15),6=2344(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1581/701,1-6=-1600/684 BOT CHORD 6-8=256/201,8-9=256/201,5-9=-256/201,5-10=-656/1235,10-11=-656/1235, 4-11=-656/1235 WEBS 2-0=1978/1052,2-5=-1225/2311,1-5=-472/1195 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=1505, 6=1068. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Use Simpson Strong-Tie LUS46(4-16d Girder,4-16d Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-5-4 from the left end to 7-5-4 to connect truss(es)to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Continued on page 2 t � A WARNING-Verily design parameters and READ NOTES ON TBS AND INCLUDED MTEK REFERENCE PAGE MI.7473 rev.1003/2015 BEFORE USE. • Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,the bulling designer must verify the applicability of design parameters and property 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 Tek' is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPI1 Quality Criteria,DSB-89 and BCSI Building 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 T9488851 866583 T04 COMMON GIRDER 2 2 Job Reference(notional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MRek Industries,Inc.Fri Sep 16 11:28:15 2016 Page 2 ID:wIw9e8815xgvvbgOrniu9PJydN9U-M?WAOMPTn7Deu5FMtK000KiM fnwt5xeZMmyldyd4jk LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-54,4-6=10 Concentrated Loads(Ib) Vert:8=1010(F)9=1010(F)10=-1010(F)11=-1010(F) 4 / WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. erasing indicated is to prevent buckling 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,delivery,erection and bracing of trusses and truss systems,see ANSVTPN Quality Criteria,DSB-89 and BCSI Building 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 886583 T05 Monopitch 6 1 T9488852 Builders FirstSource, Jacksonville,FI 32244 Job Reference(ootionall 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 1611:28:16 2016 Page 1 ID wlw9e8815xgvvbg0miu9PJydN9U-gC4YDig6YRLVWFqZR1vjxXEbj3FUcdLonOVWH3yd4jj 3-0-0 I 3-0-0 I 2x4 II Scale=1:27.9 2 10.00 f' 4x6•/ d_ 1 b i . T MI 3 4 3x4= 2x4 II I 3-0-0 I 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=87/Mechanical,4=87/0-5-8 Max Horz 4=104(LC 9) Max Uplift3=-133(LC 9),4=-45(LC 10) Max Gray 3=114(LC 19),4=87(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 ft between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 3=133. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekiB connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Miele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply T9488853 868583 T06G GABLE 1 1 Job Reference(optional) Builders FirstSource. Jacksonvile,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Sep 16 11:28:17 2016 Paget I D:w1 9e8815xgwbg0m iu9PJydN9U-I0dwR2rkJ kUM8PP I?kOzTlnmyTcCL4yx0gF3p Wyd4ji I 13.94 116-1-12 I 29-11-0 I 13-9-4 2-4-8 13-9-4 4x6= 4x6 = Scale=1:75.8 12 13 14 15 i171M7i11 - 10 4x6,/ y 4x6_ 19 1Ii11iát `� 206 5 431?.00.1224 /3 1111 3x4 / , -ill ` : at ��,_�dElmlimaimiid 6x8= 45 44 43 42 41 40 39 38 37 35 34 33 32 31 30 29 28 27 6x8= 4x8= 2x6 II 2x6 II 2x6 II 2x6 II 2x6 II 6x8=2x6 II 2x6 II 2x6 II 2x6 I I 4x8= 2x6 I I 2x6 I I 2x6 I I 2x6 I I2x6 II 2x6 I I 2x6 I I 2x6 I I 2x6 I I I 29-11-0 I 29-11.0 Plate Offsets(X.Y)- 11:0-0-6.Edoe1.113:0-3-0,0-3-01,114:0-3-0.0-3-01.126:0-0-6,Edoel,[36:0-3.12,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 26 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:341 lb FT=20% LUMBER- BRACING- , TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 12-37,11-38,10-39,15-35,16-34,17-33 REACTIONS. All bearings 29-11-0. (Ib)- Max Horz 1=-369(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,26,37,38,41,42,43,45,34,31,30,29,27 except 39=-111(LC 12),40=-103(LC 12),44=-105(LC 12),33=-113(LC 13),32=-103(LC 13),28=-102(LC 13) 11 Max Gray All reactions 250 lb or less at joint(s)1,26,37,38,39,40,41,42,43,44,45,35,34,33,32,31. 30,29,28,27 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-419/261,2-3=-414/273,3-4=-354/254,4-5=-276/226,11-12=-233/280, 13-14=-210/255,15-16=-233/280,23-24=306/191,24-25=-372/264,25-26=-377/247 BOT CHORD 1-45=-242/356,44-45=-242/356,43-44=-242/356,42-43=-242/356,41-42=-242/356, 40-41=242/356,39-40=-242/356,38-39=242/356,37-38=-242/356,36-37=-242/356, 35-36=-242/356,34-35=-242/356,33-34=242/356,32-33=-242/356,31-32=-2421356, 30-31=-242/356,29-30=-242/356,28-29=-242/356,27-28=-2421356,26-27=-242/355 NOTES- (13) 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.Opsf;h=26ft;Cat.II;Exp C;Encl.,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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9)*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.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,26,37,38.41,42, 43,45,34,31.30,29,27 except(jt=lb)39=111,40=103,44=105,33=113,32=103,28=102. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Attic room checked for U360 deflection. 13)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 I A WARNING•Vitrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.11103/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability 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 MTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 38610 ' Job Truss Truss Type Qty Ply 866583 T07 ATTIC 7 1 T9488854 Job Reference(ootionall Builders FirstSource, Jacksonville,F132244 7.640 s Apr 19 2016 MiTak Industries,Inc.Fri Sep 16 11:28:19 2016 Page 1 ID:w1 9e8815xgvvbg0miu9PJydN9U-Enlhsks_rMk4NiZ869SRYAsvIHBPpsAE U_k9uOyd4jg 10-7-15 21-1-4 1 4-5-12 1 8-9-12 9-to-0I 1 13-0-11 1 16-10-5 ) 19-3-1 2p-11 I 25-54 1 29-11-0 I 4-5-12 4-4-0 1-0.4 2-4-12 3-9-10 2-4-12 0-9-1 4-4-0 4-5-12 0-9-15 1-0-4 5x6= 5x6 = Scale=1:65.9 6 7 10.00 •12 iinlii7 2x4= Alkiht. 2x4 = 8 2x4 I 2x4 II 5x6 i 4 18 y 5x6-� 3 3x4 II 10 i :3x6 ii ��212-0-01 Al ,_. �_- 111166..31x61 12 IJ r tU r 11 Ir. : .: d 4x8= 17 16 15 14 13 4x8= 2x6 II 7x8= 6x12 MT2OHS = 7x8= 2x6 II 1 4-5-12 1 8-9-12 I 21-1-4 1 25-5-4 1 29-11-0 i 4-5-12 4-4-0 12.3.8 4-4-0 4-5-12 Plate Offsets(X,Y)— 16:0-3-0,0-2-121,17:0-3-0.0-2-121.114:0-3-8,0-5-01.116:0-3.8.0-5-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lot) l/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.26 14-16 >999 240 MT20 244(190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.48 14-16 >739 180 MT2OHS 1871143 BCLL 0.0 * Rep Stress Inch YES WB 0.64 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Attic -0.17 14-16 863 360 Weight:249 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):18 REACTIONS. (lb/size) 1=1201/0-5-8,12=1201/0-5-8 Max Horz 1=-294(LC 8) Max Uplift1=-52(LC 12),12=-52(LC 13) Max Gray 1=1452(LC 20),12=1452(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=2007/457,2-3=-2070/403,3-4=-1960/408,4-5=-1302/443,8-9=-1302/4.43, 9-10=-1960/408,10-11=-2069/403,11-12=-2009/457 ' BOT CHORD 1-17=-255/1701,16-17=-255/1701,15-16=-6/1500,14-15=-6/1500,13-14=-255/1481, 12-13=-255/1482 WEBS 4-16=38/1019,5-18=1606(401,8-18=-1606/401,9-14=-38/1019,11-13=-413/129, 2-17=-411/126,2-16=357/330,11-14=357/330 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II:Exp C:Encl.,GCpi=0.18; • MWFRS(envelope)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)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 2O.Opsf 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. 7)Ceiling dead load(5.0 psf)on member(s).4-5,8-9,5-18,8-18; Wall dead load(5.0psf)on member(s).4-16,9-14 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.14-16 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,12. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Attic room checked for U360 deflection. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 1 MINE WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AM-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M7ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,135B-89 and BCSI Building 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 T9488855 866583 708G Monopitch Supported Gable 2 1 Job Reference lootional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industnes,Inc.Fn Sep 16 11:28:19 2016 Page I ID w1w9e8815xgvvbg0miu9PJydN9U-Enlhsks rMk4NiZ869SRYAs5THGep oEU_k9uOyd4jg I 11-10-4 11-10-4 Scale=1:19.9 7 8 6 5 4 —' 3 . 3.00 I12 3x4 1i 2 ^ 31 niiiiiilli G El El El 0 El El _ _ 15 14 19 12 11 10 9 _ 3x4 5x13 3x4 2x8 II I 11-10-4 11-10-4 Plate Offsets(X,Y)-- 11:0-1-4,0-2-121.11:0-6-11,Edael.115:0-3-4,0-1-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a Na 999 BCLL 0.0 ' Rep Stress In YES WB 0.09 Horz(TL) -0.00 9 n/a Na BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-10-4. (Ib)- Max Horz 1=135(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,9,13,12,11,10 except 14=224(LC 8) Max Gray All reactions 250 lb or less at joint(s)1,9,15,13,12,11,10 except 14=283(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-14=-287/292 NOTES- (11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C:Encl.,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 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,9,13,12,11,10 except(jt=lb)14=224. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. t 1 A WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. tilt Design valid for use only with MITekiB connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vert'the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M iTe k. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,066$9 and BCSI Building 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 T9488856 866583 T09 Monopitch 12 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:20 2016 Page 1 I D:w1 9e8815xgwbg0m iu9PJ ydN9U-izJ334tccfsx?s8Kgtzg5N P C rgZ6YKINi eUjQryd4jf I 5-11-9 I 11-10-4 5-11-9 5-10-11 Scale=1:20.1 3 3.00 FT 354 2 • OWO. 1 e o 5 q 2x4 II 3x6 = 6x8= I 5-11-9 I 11-10-4 5-11-9 5-10-11 Plate Offsets(X,Y)— 11:0-3-O,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.11 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.08 1-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(TL) -0.02 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. REACTIONS. (lb/size) 1=367/0-5-8,4=367/Mechanical Max Horz 1=111(LC 12) Max Uplift 1=-256(LC 8),4=-286(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-810/1366 BOT CHORD 1-5=1462/754,4-5=1462/754 WEBS 2-4=-765/1475,2-5=-405/195 NOTES- (7) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=256, 4=286. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I k A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED a#TEK REFERENCE PAGE*61.7473 rev.16V3/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.notill" a truss system.Before use.the building designer must verify the applicability 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 stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36810 • Job Truss Truss Type Qty Ply 79488857 888583 TIO Hip Girder 1 2 Job Reference(oolional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MRek Industries,Inc.Fri Sep 16 11:28:22 2016 Paget ID:wIw9e8815xgvvbg0miu9PJydN9U-eMRpUmvs8H6fEAliol08AoUa2U9e088gAyzgVjyd4jd I 6-6-14 I 12-4-0 I 19-6-0 251.5 24-10-0 I 29-7-2 I 34-4-3 I 39-11-0 I -6x 614 5-9-2 7-2-0 0-11 4-5-0 4-9-2 4-9-2 5-6-13 Scale=1:73.7 4.00 12 6x8=6x8= 6 5x6% 5x6 4x6 5x8 i 7 4x8 3 4 8 4x12 5i 4x8 d 9 1 —/ 1716 11 _�i�28 29 30 31 32 -��__� y )� " - ,� �� ._8x12 = 2x4 II 2x4 II 7x8 = 111 5x6= 23 20 24 25 26 19 NAILED NAILED 4x6= 14 33 34 13 35 38 12 37 5x6= NAILED 5x8= NAILED NAILED 3x4 I NAILED 4x6= 3x4 11 NAILED 4x12 = NAILED 2x4 II NAILED 2x4 8.00 12 NAILED 2x4= NAILED NAILED NAILED NAILED ' NAILED NAILED I 6-6-14 I 12.4-0 1 15-4-0 1 21-10-0 1 24-10-0 1 29-7-2 1 34.4-3 I 39-11-0 I 6-6-14 5-9-2 3-0-0 6-6-0 3-0-0 4-9-2 4.9.2 5-6-13 Plate Offsets(X,Y)— [1:0-3-0,Edge),[11:0-3-0,Edge),[13:0-5-12,0.2-01[14:0-2-0,0-1-5),[15:0-2-8,0-2-41,[18:0-6-0,0-2-41,[19:0-2-0,0-1-5),[20:0.3-8,0.2-8),[21:0.2-0,0-1-21, (22:0.2-0,0-3-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.61 17-18 >771 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -1.01 17-18 >467 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.94 Horz(TL) 0.42 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:585 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-19,15-18,11-14:2x6 SP M 26 8-6-0 oc bracing:17-18 WEBS 2x4 SP No.3'Except' 9-9-15 oc bracing:15-16. 18-20,13-15:2x4 SP No.2 10-0-0 oc bracing:18-19 WEBS 1 Row at midpt 4-17 REACTIONS. (Ib/size) 1=3005/0-5-8,11=3006/0-5-8 Max Horz 1=-88(LC 32) Max Uplift 1=-1456(LC 4),11=-1456(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-8331/4072,2-3=-13537/6762,3-4=-13466/6764,4-5=-7686/3944,5-6=-7340/3826, 6-7=7665/3959,7-8=-10535/5330,8-9=-10602/5321,9-10=753813747, 10-11=8257/4041 BOT CHORD 1-23=-3856/7820,20-23=-3856/7820,20-24=-195/411,24-25=-195/411,25-26=-195/411, 19-26=195/411,18-27=6411/12904,27-28=-6411/12903,28-29=6410/12901, 29-30=6409/12900,17-30=-6408/12898,16-17=-3647/7340,16-31=-4886/9997, 31-32=-4888/9999,15-32=-4890/10002,14-33=140/295,33-34=-140/295, 13-34=-140/295,13-35=-3763/7735,35-36=-3763/7735,12-36=-3763/7735, 12-37=-3763/7735,11-37=-3763/7735,18-19=-136/342,4-18=-1579/3259, 7-15=-1283/2615 WEBS 2-20=-2098/1087,2-18=-2487/4959,9-15=-1548/2988,9-13=-2225/1133,10-13=-680/334, 10-12=-186/436,18-20=3897/7887,13-15=3634/7494,6-16=-1124/2139, 7-16=-3242/1628,5-17=-1135/2125,4-17=-5848/2907 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131'X3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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. Continued on page 2 it AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE era-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability 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 stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building 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 888583 T10 Hip Girder 1 19488857 2 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 7.840 s Apr 19 2018 MfTek Industries,Inc.Fd Sep 18 1128:22 2018 Page 2 NOTES- (11) ID:wf 9e8815xgvvbg0miu9PJydN9U-eMRpUmvs8H61EAlio108AoUa2U9e088gAyZgVjyd4jd 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=1456,11=1456. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-54,5-6=-54,6-11=54,1-19=-10,15-18=-10,11-14=-10 Concentrated Loads(Ib) Vert:15=205(B)23=311(B)24=205(B)25=-205(B)26=-205(B)27=205(B)28=-205(B)29=-205(B)30=-205(B)31=205(B)32=-205(B)33=205(B)34=205(6) 35=205(B)36=205(B)37=-311(B) 1 � AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and Is for an individual building component,not a 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M?ek' is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 36810 Job Truss Truss Type Qty Ply 79488858 866583 T11 Roof Special 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 18 11:28:23 2016 Page 1 ID:wtw9e8815xgvvbg0miu9PJydN9U-7Y?Bh6vVuaEW$KtvL?XNjO1hauTjldggPciNlAyd4jc I 6-6-14 I 12-4-0 I 19-11-8 I 24-10-0 I 31-11-10 I 39-11-0 I 6-6-14 5-9-2 7-7-8 4-10-8 7-1-10 7-11-6 Scale=1:68.9 4.00 12 5x6 = 5 4x6— nil r 4x6 C 4x8% 6 4x8 47 3 _ 4x6 1 7 4x6 . 8 r.' 2 /13 9 1; an 11eitio...r. i IN `j. fixe= 6x8 = t% 1 it 4x6 = 15 14 11 10 4x6= d 2x4 II 5x6 i 8.0012 5x6' 2x4 II I 6-6-14 I 12-4-0 1 15-4-0 1 21-10-0 1 24-10-0 I 31-11-10 I 39-11-0 I 6-6-14 5-9-2 3-0-0 6-6-0 3-0-0 7-1-10 7-11-6 Plate Offsets(X,Y)— 111:0.3.0.0-2-31,114:0-3.0,0-2-3] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.38 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.78 12-13 >610 180 BCLL 0.0 * Rep Stress Ina YES WB 0.80 Horz(TL) 0.33 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:227 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. WEBS 2x4 SP No.3 ) REACTIONS. (lb/size) 1=1263/0-5-8,9=1263/0-5-8 Max Horz 1=-91(LC 17) Max Uplift 1=-386(LC 8),9=-386(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=3175/2148,2-3=-2740/1921,3-4=-2649/1929,4-5=3862/2654,5-6=3188/2233, 6-7=-2431/1764,7-8=-2497/1754,8-9=-3155/2137 BOT CHORD 1-15=1947/2943,14-15=-1947/2943,13-14=2009/3141,12-13=-1530/2631, 11-12=-1747/2820,10-11=-1930/2926,9-10=-1930/2926 WEBS 2-14=449/334,4-14=1528/997,4-13=653/1262,5-13=-936/1389,5.12=-633/959, 6-12=-466/959,6-11=1263/790,8-11=-690/537 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right 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. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=386, 9=386. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 , a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. li• Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability 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 i T�T ek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 • Job Truss Truss Type Qty Ply 79488859 866583 112 Common 4 1 Builders FimSource, Jacksonville,Fl 32244 Job Reference(ootionall 7.640 s Apr 19 2016 MRek Industries,Inc.Fri Sep 16 11:28:23 2018 Page 1 ID:wFw9e8815xgwbg0m iu9PJydN9U-7Y?Bh6vVuaE WsKtvL?XNj01 i_uQMIbSgPciN1 Ayd4jc 6-10-1 I 13-4-13 j 19-11-8 I 26-8.3 I 33-0-15 I 39.11.0 6-10-1 6.6.11 6-6-11 6-6-11 6-6-11 6-10-1 Scale=1:67.7 4.00 17F 5x8 5 rl 4x8% 4x8% 4x6 4 6 4x8 3 1.7% .: 7 2x4 'Ill 2x4 i liyooe,Iii 2 9 19 4x6= li 14 13 12 11 10 4x6= 3x4= 4x8= 3x8= 4x6= 3x4= I 10-1-7 I 19-11-8 I 29-9-9 l 39-11-0 10-1-7 9-10-1 9-10-1 10-1-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.28 1-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.57 12-14 >826 180 BCLL 0.0 ' Rep Stress Inc- YES WB 0.90 Horz(TL) 0.21 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:218 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1263/0-5-8,9=1263/0-5-8 Max Horz 1=91(LC 12) Max Uplift 1=-386(LC 8),9=386(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3167/2191,2-3=-2856/1965,3-4=-2776/1975,4-5=-2029/1487,5-0=2029/1487, 6-7=-2776/1975,7-8=-2856/1965,8-9=-3167/2191 BOT CHORD 1-14=1989/2939,13-14=-1562/2451,12-13=1562/2451,11-12=-1562/2451, 10-11=-1562/2451,9-10=-1989/2939 WEBS 5-12=-634/913,6-12=-733/601,6-10=-181/428,8.10=359/385,4-12=-733/601, 4-14=-181/428,2-14=-359/385 NOTES- (7) 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.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right 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. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=386, 9=386. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 811.7473 rev.10.932015 BEFORE USE. illt Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRP11 Quality Criteria,DSB-89 and BCSI Building 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 T9488860 866583 T13 Roof Special 1 1 Job Reference footionall Builders FlrstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Sep 1811:28:24 2016 Page 1 I D:wlw9e8815xgvvbgom iu9PJyd N9U-bkYavRw7fuMM U U R5vj2cF Da5RIgF U5SzdGSwZcyd4jb I 5-8-10 I 13-1-0 I 19-11-8 I 26-10-0 I 34-2-6 I 39.11-0 1 5-8-10 7-4-7 6-10-8 6-10-8 7-4-7 5-8-10 Scale=1:72.4 5x6= 4.00 1y 4 q��g 5 3x4 I I 8x8= 6x8= 3x4 I I r' 1 6 7 51114x6 - h 14 13 '1122 11 ra 10 9 8 6x8= 354= 4x6= 3x8= 4x6= 3x4= 6x8 = I 10-5-4 1 19-11-8 I 29-5-12 I 39-11-0 I 10-5-4 9.6-4 9-6-4 10-5-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.29 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.60 13-14 >798 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.19 8 n/a n/a BC DL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:241 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.1'Except" end verticals. 10-12:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-14,3-11,5-11,6-8 REACTIONS. (lb/size) 14=1268/0.5-8,8=1268/0-5-8 Max Horz 14=36(LC 9) Max Uplift 14=-389(LC 8),8=-389(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2840/1910,3-4=-2050/1474,4-5=-2050/1474,5-6=-2840/1910 BOT CHORD 13-14=-2122/2968,12-13=-1742/2519,11-12=-1742/2519,10-11=1732/2519, 9-10=1732/2519,8-9=-2077/2968 WEBS 2-14=3087/2169,2-13=-365/366,3-13=-86/394,3-11=-781/624,4-11=-6291925, 5-11=781/625,5-9=86/394,6-9=-3651366,6-8=3087/2167 NOTES- (8) 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.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)14=389, 8=389. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular i4 building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. { 4 $ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual builcing component,not �- a 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 buckling of individual truss web and/or chord members orsy.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,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East BIW. 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 T9488861 886583 714 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:25 2016 Page 1 ID:wt 9e8815xgvvbg0miu9PJydN9U-3x6y6r1xIQCUD5d0HTQZroR60Mh6DDZx6swBU52yd4ja I 5-4-5 I 10.810 I 19-11-8 I 29-2-6 I 34-6-11 I 39-11-0 I 5-4-5 5-4-5 9-2-14 9-2-14 5-4-5 5-4-5 Scale=1:72.4 4.00 12 5x8 4 F.1! 2x4 II 608 = 6x8= 2x4 II 1 4x6= 5 4x6= 7 6 N.._ :. • t 14 13 12 11 10 9 8 6x8= 3x6 = 4x8 3x8= 4x6 3x8= 6x8 = I 10-8-10 I 19-11-8 I 29-2-6 I 39-11-0 I 10-8-10 9-2-14 9-2-14 10-8-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.34 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.66 13.14 >722 180 BCLL 0.0 * Rep Stress Incr YES WB 0.68 Horz(TL) 0.16 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:250 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-14,3-11,5-11,6-8 REACTIONS. (lb/size) 14=1268/0-5-8,8=1268/0-5-8 Max Horz 14=116(LC 8) Max Uplift14=391(LC 8),8=-391(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2687/1796,3-4=-2085/1407,4-5=-2085/1407,5-6=2687/1797 BOT CHORD 13-14=-1182/1559,12-13=-1899/2714,11-12=-1899/2714,10-11=-1844/2714, 9-10=-1844/2714,8-9=-1100/1558 WEBS 2-14=-1884/1304,2-13=-883/1384,3-13=699/582,3-11=909/623,4-11=394/737, 5-11=-909/624,5-9=-699/583,6-9=-883/1384,6-8=-1884/1302 NOTES- (8) 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.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=391, 8=391. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an individual building component.notlegi• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSOPl1 Quality Criteria,DSB-89 and BCSI Building 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 19488862 866583 T15 Roof Special 1 1 Job Reference footionall Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:26 2016 Page 1 ID:wtw9e8815xgvvbg0miu9PJydN9U-X7gKK7yNBVc4jnbU1744LefD?5TXyzOG5axleUyd4jZ I 6-0-1 I 15-8-10 I 19-11-8 I 24-2-6 1 31-10-15 I 39-11-0 I 8-0-1 7-8-9 4-2-14 4-2-14 7-8-9 8-0-1 Scale=1:72.4 4.0012 54= 3x4 II 6x8= 4 6x8 = 3x4 II 4x6= n 5 4x6= 7 1444 �� a ;, sNs.N. 7 N/ '''. m ra 14 15 16 13 12 17 11 18 10 9 19 20 .8 608= 3x4= 4x6= 3x8= 4x8= 3x4 = 6x8= I 10-1-8 I 19-11-8 I 29-9-8 I 39-11-0 I 10-1-8 9-10-0 9-10-0 10-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.27 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.51 13-14 >933 180 BCLL 0.0 ' Rep Stress Inc/ YES WB 0.89 Horz(TL) 0.15 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:264 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-5 oc bracing. WEBS 1 Row at midpt 2-14,6-8 REACTIONS. (lb/size) 14=1268/0-5-8,8=1268/0-5-8 Max Horz 14=197(LC 9) Max Uplift 14=-393(LC 8),8=-393(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1770/1168,3-4=-2012/1318,4-5=2012/1318,5-6=1770/1168 BOT CHORD 14-15=-1189/1551,15-16=-1189/1551,13-16=1189/1551,12-13=-1606/2239, 12-17=-1606/2239,11-17=-1606/2239,11-18=1568/2239,10-18=1568/2239, 9-10=1568/2239,9-19=-1091/1551,19-20=-1091/1551,8-20=-1091/1551 WEBS 2-14=1858/1250,2-13=-303/673,3-13=-650/507,3-11=602/457,4-11=-616/1042, 5-11=602/458,5-9=-650/507,6-9=-303/673,6-8=1858/1249 NOTES- (8) 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=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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 fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=393. 8=393. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • • 1 _ l r. Q WARNING-Verify design paramafars and READ NOTES ON THIS AND INCLUDED METEK REFERENCE PAGE MII-7473 raw.10/03/2015 BEFORE USE. 11111 Design valid for use only with Wake connectors.This design Is based only upon parameters shown,and is for an individual building component.not a buss system.Before use,the building designer must verify the applicabikty of design parameters and property 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 stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suile 312,Alexandria,VA 22314. Tampa.FL 36610 • Job Truss Truss Type Qty Ply T9488863 866583 T16 Flat 1 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 18 11:28:27 2016 Page 1 ID:wfw9e8815xgwbg0miu9PJydN9U-?JEiXTy?ypkxbrAgarbJtsCLbVoMho5PJEgbAxyd4jY I 8-1-14 I 16-0-5 I 23-10-11 I 31-9-2 I 39-11-0 I 8-1-14 7-10-6 7-10-6 7-10-6 8-1-14 Scale=1:69.8 3x4 II 4x6 = 4x8= 4x6_ 4x6= 4x8= 4x6= 3x4 II 1 2 3 4 5 6 7 8 9l /\/ \/" .. ® -i 5 N g. 15 16 17 14 13 18 19 12 20 11 21 10 22 23 9 6x8= 3x4= 4x6= 3x4= 4x6= 3x4 = 6x8 = I 10-1-8 I 19-11-8 I 29-9-8 I 39-11-0 I 10-1-8 9-10-0 9-10-0 10-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ude Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.27 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.49 9-10 >977 180 BCLL 0.0 * Rep Stress Ina YES WB 0.96 Horz(TL) 0.12 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:270 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-15,4-14,5-10,7-9 REACTIONS. (lb/size) 15=1268/0-5-8,9=1268/0-5-8 Max Horz 15=266(LC 9) Max Uplift 15=-462(LC 8),9=-462(LC 9) Max Gray 15=1316(LC 2),9=1316(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1514/934,3-4=-1514/934,4-5=1970/1145,5-6=-1514/935,6-7=-1514/935 BOT CHORD 15-16=-1017/1308,16-17=-1017/1308,14-17=-1017/1308,14-18=-1332/1904, 13-18=-1332/1904,13-19=-1332/1904,12-19=1332/1904,12-20=-1287/1904, 11-20=-1287/1904,11-21=-1287/1904,10.21=1287/1904,10-22=896/1308, 22-23=-896/1308,9-23=-896/1308 WEBS 2-15=-1694/1079,2-14=-296/740,4-14=-611/470,5-10=611/471,7-10=-296/740, 7-9=-1694/1078 NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)15=462, 9=462. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 1 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MTV(REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an Individual building component.not a truss system.Before use.the building designer must verily the applicability of design parameters and property incorporate this design into the overal building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members oily.Additional temporary and pemtanent bracing Ml lek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa.FL 36610 Job Truss Truss Type Oty Ply 19488864 866583 T17 Flat 1 1 Job Reference(:notional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Sep 16 1128:28 2016 Page 1 ID:wlw9e8815xgvvbg0miu9PJydN9U-TVo4kpzdj7soy5ls8Y7YQ3kZPv8iQs?ZYtQ8iNyd4jX I 8-1-14 I 16.0.5 I 23-10-11 I 31-9-2 { 39-11-0 8-1-14 7-10-6 7-10-6 7-10-6 8-1-14 Scale=1:69.8 3x4 II4x8 = 4x8= 4x6—_ 4x6= 4x8= 3x4 II 4x6= 1 2 3 4 5 7 8 6 • 4. (7\ v. /0, N1 15 16 17 14 13 18 19 12 20 21 11 10 22 23 g 6x8= 3x4= 4x6= 3x4= 4x6 = 3x4 = 6x8 = I 10-1-8 I 19-11-8 I 29-9-8 I 39-11-0 I 10-1-8 9-10-0 9-10-0 10-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.27 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.51 14-15 >927 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.15 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:250 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 1 Row at midpt 2-15,7-9 REACTIONS. (lb/size) 15=1268/0-5-8,9=1268/0-5-8 Max Horz 15=201(LC 11) Max Uplift 15=-453(LC 8),9=-453(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1859/1187,3-4=-1859/1187,4-5=-2427/1497,5-6=-1859/1188,6-7=1859/1188 BOT CHORD 15-16=-1208/1641,16-17=-1208/1641,14-17=-1208/1641,13-14=-1647/2391, 13-18=-1647/2391,18-19=-1647/2391,12-19=-1647/2391,12-20=-1613/2391, 20-21=1613/2391,11-21=-1613/2391,10-11=-1613/2391,10-22=1116/1641, 22-23=-1116/1641,9-23=-1116/1641 WEBS 2-15=-1926/1256,2-14=-292/655,4-14=-705/520,5-10=-705/520,7-10=-292/655, 7-9=1926/1255 NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)15=453, 9=453. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. t / AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 8ITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. __ Design valid for use only with MTeklb connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability 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 Wei( is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building 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 79488865 886583 118 Half Hip Girder 2 1 Job Reference(pptionall Guiders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MRek Industries,Inc.Fri Sep 16 11:2828 2016 Page 1 ID:w1 9e8815xgvvbg0miu9PJydN9U-TVo4kpzdj7soy5Is8Y7YQ3iamvGIQ2DZytQ8iNyd4jX 1-2-6 I 7-0-0 I 1.2.6 5-9-10 Scale=1:15.3 5x8= NAILED NAILED 2x4 II 10.00 12 NAILED 2 7 8 3 All 4x6 101 ��17 1 I 1 I • N t �IlliMllhIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIN..._ MI L�i i I I I I "i 4 RA 17.31 3x4 = NAILED NAILED 6 NAILED 3x4 == 2x4 II I 1-2-6 I 7-0-0 I 1-2-6 5-9-10 Plate Offsets(X,V)— 12:0-5-4,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.05 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.09 4-5 >913 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.14 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 4=321/Mechanical,6=306/0-5-8 Max Horz 6=44(LC 5) Max Uplift4=187(LC 5),6=-169(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=274/129,1-6=-337/145 NOTES- (10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=187, 6=169. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MTek's ST-TOENAIL Detail. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-3=-54,4-6=-10 Concentrated Loads(lb) Vert:2=-19(B)5=-4(B)7=-73(B)8=73(B)9=14(B)10=-14(B) i I WARNING-Verify design parameters and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE MI1.7173 rev.10/03/2016 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual bulking component,notIIII- a truss system.Before use.the building designer must verify the applicability 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?ek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building 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 19488866 866,583 T19 Half Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 Mi l ek Industries.Inc.Fri Sep 16 11:28:29 2016 Page 1 ID.wlw9e8815xgwbgOm iu9PJydN9U-xiMTy9_FUQ_faFK3iGenyHHn5Jgx9W4inX9hFpyd4jW 1 2-0-0 7-0-0 1 2.0.0 5-0-0 Scale=1:18.1 5x8 = 2x4 II 2 3 10.00 12 3x10 11 1 111.1111 5 4 2x4 II 6 3x4 1 2-0-0 7-0-0 2-0-0 5-0-0 Plate Offsets(X,Y)— 11:0 5 4,0 1-81.12:0 5 0,0 2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=215/Mechanical,6=215/0-5-8 Max Horz 6=101(LC 9) Max Uplift4=-90(LC 9),6=-46(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. t ' A WARNING•Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MII•7473 rev-10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,05849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty 'Ply T9488867 866583 120 Hat Hip 2 1 Job Reference(optional) Builders Firstsource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:29 2016 Page 1 ID:wlw9e8815xgvvbg0miu9PJydN9U-xiMTy9_FUQ_faFK3iGenyHHnAJeY9WOinX9hFpyd4j W I 2-9-10 I 7-0-0 2-9-10 4-2-6 5x8= 2x4 ll Scale=1:22.4 2 3 10.00 12 ,1 Ir w 7 pi t il 2x4 11 1 N ►1 CA 4 5 2x4 II 3x4= 7-0-0 I 7.0.0 Plate Offsets(X,Y)— f2:0-3-0,0.2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.12 4-5 >656 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=215/Mechanical,5=215/0-5-8 Max Horz 5=79(LC 9) Max Uplift4=-87(LC 9),5=34(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed:C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 4 IMI_ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 51II-7173 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability 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 MTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandra,VA 22314. Tampa.FL 36610 • Job Truss Truss Type Qty Ply 19488868 866583 T21 Half Hip 2 1 Job Reference(ootional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 1611:28:30 2016 Page 1 ID:wtw9e8815xgvvbg0m iu9PJydN9U-Puwr9V7u Fk6 WC PvFGz90VUgy?i_iuzUsOBvFnGyd4jV I 3-74 I 7-0-0 I 3-7-3 3-4-13 5x6= 2x4 11 Scale=1:26.2 2 3 1111.10.00 . A■ ■ I 2x4 II 1 Y 4 5 3x4= 2x4 II I 7-0-0 I 7-0-0 Plate Offsets(X.YI— 12:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.13 4-5 >636 180 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=215/Mechanical,5=215/0-5-8 Max Horz 5=100(LC 12) Max Uplift4=-92(LC 9),5=-27(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10ro3/2015 BEFORE USE. Design valid for use only with MiTek/D connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability 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 MI iek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,D5B-89 and BCSI Building 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 T9488869 866583 T22 Half Hip 1 1 Builders FiretSotuce, JacksonvAb,Fl 32244 Job Reference(optional) 7.640 s Apr 19 2016 Mitek Industries,Inc.Fri Sep 16 11:28:30 2016 Page 1 ID:wIw9e8815xgvvbg0miu9PJydN9U-Puwr9V?uFk6WCPvFGz90VlJgv5i0Gu 2s0BvFnGyd4jV I 1-9-8 I 4-4-13 1.9.8 7-0-0 I 1-9-8 2-7-5 0-4-1i 2-2-8 2x4 II 3x4 II Scale=1:28.9 4x6= 3 4 5 I ONIMIIMINg I MI 10.00 11z a 3x6'/ N 2 ly ;±.- ej 401 �I a 3x10 II7 6 5x6= f . 2x4 I I Q N 4 a__, ►ii 8.00 I.2 ►mi 8 9 4x6= I 1-9-8 I 4-9-8 I 7-0-0 1 1-9-8 3-0-0 2-2-8 Plate Offsets(X,Y)— 11:0-5-4,0-1-81.13:0-3-0.0-3-01,18:0-4-4.0-2-41 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.04 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=215/Mechanical,9=215/0-5-8 Max Horz 9=124(LC 12) Max Uplift 6=-99(LC 12),9=-17(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 8-9=-272/274,7-8=307/317 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 I Q WARNING-Verify design pararnetea and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. • Design valid for use only with MTekte connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability 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 Mll�{ e k' is always required for stabilly and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building 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 79488870 866583 T23 Half Hip 2 1 Job Reference(optional) Builders FirstSource. Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Sep 1611:28:31 2016 Page 1 ID:w1 9e8815xgvvbg0miu9PJydN9U-u4UDNr?WC)2ENp2URphgF 1 iM4C6MCdO3?EreoJiyd4jU I 1-9.8 { 4-9-8 1-21 7-0-0 I 1-9-8 3-0-0 0-4-14 1-9-10 Scale=1:35.3 2x4 I 14x6= 3x4 I I 4 5 3 10.00 I12 Ai 3x6 ' _ 2 /eAj1111.111111.11:Li • 3x10 II AI 1 7 5x6= 2x4 II 9 a _ N m� ►t 8 8.00 12 9 4x6_ I 1-9-8 I 4-9-8 1 7-0-0 I 1-9-8 3-0-0 2-2-8 Plate Offsets(X.Y)— 11:0-5-4.0.1-81,14:0-3-0.0-3-01.18:0.4-4.0-2-41 , LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.04 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:48 lb FT=20% , LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. REACTIONS. (lb/size) 6=215/Mechanical,9=215/0-5-8 Max Horz 9=149(LC 12) Max Uplift6=124(LC 12),9=-2(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 8-9=-297/304,7-8=-334/349 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuII=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)-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 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=1b) 6=124. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibilily of the building designer per ANSI TPI 1 as referenced by the building code. 1 __ I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4411-7473 rev.16U3/2015 BEFORE USE. ��- Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� buU0ing design.Bracing indicated is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracingMl lel' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Salary Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,Fl.36610 Job Truss Truss Type Oty Ply T9488871 866583 124 Half Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 M7ek Industries.Inc.Fri Sep 16 11:28:31 2016 Page 1 ID:wtw9e8815xgvvbgOmiu9PJydN9U-u4UDNr?WD2ENpZURphgF1 iM5Y6MsdQu?EreoJryd4jU 1 1-9-8 1 4-9-8 1 6-0-0 1 7-0-0 1 1-9-8 3-0-0 1-2-8 1-0-0 4x6 -_ 3x4 II Scale=1:36.5 4 5 2x4 II !T r 3 10.00 . I N 4. 3x6/i N 2 /I , l 3x10 II Al IIIII 1 7 5x6= 2x4 II rs aM EN 8 8.00 12 9 4x6 = 1 1-9-8 1 4-9-8 1 7-0-0 I 1-9-8 3-0-0 2-2-8 Plate Offsets(X.Y)- 11:0.5-4.0-1-81.x4:0-3-0,0-3-01.18:0-4-4.0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.05 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.06 7-8 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.08 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. REACTIONS. (lb/size) 6=215/Mechanical,9=215/0-5-8 Max Horz 9=173(LC 12) Max Uplift 6=-153(LC 12) Max Gray 6=231(LC 19),9=215(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 8-9=321/332,7-8=-362/379 WEBS 2-7=268/263 NOTES- (9) 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=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=153. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 4 Q WARNING-Verify design parameters and READ NOTES ON T)IS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with woke connectors.This design is based only upon parameters shown.and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design into the overall Mb buildingdd ng design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary anti permanent bracing Ml lel' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building 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 79488872 886583 725 Half Hip 2 1 Job Reference(ootional) Builders FlratSource, Jadcaonvgk.Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Fri Sep 16 11:28:32 2016 Page 1 ID:w1w9e8815xgwbg0miu9PJydN9U-MH 1 ba808nLMERi3dNOBUavvH8WgrMt?8TVOMr8ydajT I 1.9.8 I 4.9-8 I 6-9-10 7 1.9.8 3-0-0 2.0-2 0-26 Scale=1:40.4 2x4 11 4 2x:ui4Iji.lL 3x1011 gill 5x6= 2x4 II q • a__, _� 7 8.00 12 8 4x6= I 1.9.8 f 4-9-8 1 7-0-0 1 1-9-8 3-0-0 2-2-8 Plate Offsets(X,Y)— 11:0.5.4.0-1-81,17:0-4-4,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.05 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 Horz(TL) 0.03 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. REACTIONS. (lb/size) 5=215/Mechanical,8=215/0-5-8 Max Horz 8=197(LC 12) Max Uplift 5=-185(LC 12) Max Gray 5=261(LC 19),8=215(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-295/263 BOT CHORD 7-8=-342/352,6-7=-385/401 WEBS 2-6=-300/295 I NOTES- (7) 1)Wind:ASCE 7-10;Vufl=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl..GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=185. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 rev.10/73/201S BEFORE USE. Design valid for use only with MTek®connectors.This design is 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stabilityand to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1711 Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 79488873 888583 728 Half Hip 1 1 Job Reference/ODtionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2018 MTek Industries.Inc.Fd Sep 18 11:28:32 2018 Page 1 ID:wlw9e8815xgwbgOmiu9PJydN9U-MH 1 baBO8nLMERi3dNOBUawIZWf5Mta8TVOMreyd4jT 4-4-13 I 7-0-0 4-4-13 2-7-3 506= 2x4 II Scale=1:30.1 2 3 liII N r 10.00 12 2x4 II 1 1 N F� Ir MI IMI MI 4 5 3x4 = 2x4 II I 7-0-0 I 7-0-0 Plate Offsets(X,Y)-- 12:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.08 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.13 4-5 >617 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=215/Mechanical,5=215/0-5-8 Max Horz 5=124(LC 12) Max Uplift4=-99(LC 12),5=-17(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-238/274 NOTES- (8) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / a A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use only wth MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not11111' a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design Into the overat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addiional temporary and permanent bracing MeV is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPH Quality Criteria,DSB-89 and SCSI Building Component 8904 Parke East BIW. safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 38810 • • • Job Truss Truss Type Oty Ply T9488874 888583 728 Roof Special 2 1 Job Reference/optional/ Builders FkstSotace, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:33 2016 Page 1 ID:w1 9e8815xgvvbg0miu9PJydN9U-qTbzoW1 mYfV53sdgx6ij77RTIwzt5Lili97vOayd4jS I 5-0-12 I 8.8.0 I 5-0-12 1-7-4 Scale=1:23.6 10.00 12 2x4 II 3 2x4 II 6x8= di 1 _ 11..III -P1 'i r as II 3x4= 4 5 3x4= I 8-8-0 I 8.8.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.10 4-5 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 4-5 >441 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=204/Mechanical,4=204/Mechanical Max Horz 5=42(LC 12) Max Uplift 5=-65(LC 8),4=-88(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End.,GCpi=0.16; MWFRS(envelope)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 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I MOM a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 38610 • Job Truss Truss Type Qty Ply 866583 T29 Flat 2 1 T9488875 Job Reference(ootionall Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:2833 2016 Page 1 ID:wt 9e8815xgwbgOmiu9PJydN9U-gTbzoW1mYfV53sdgx6ij77RRNwzy5Lcli97vOayd4jS i 6-8-0 I 6-8-0 4x6= Scale=1:24.8 1 2 •• II II IIM tn A. •3 4 3x4= 2x4 II I 6-8-0 I 6-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.10 3-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 3-4 >441 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-9-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 4=204/Mechanical,3=204/Mechanical Max Uplift4=-71(LC 8),3=-71(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)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 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I I AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED at TEA REFERENCE PAGE M1h7473 rev.1003/2015 BEFORE USE. la Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the Duiding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building 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 T8488876 868583 130 Roof Special 2 1 Job Reference(ootional) Builders FlratSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 1611:28:34 2016 Page 1 ID:wbw9e8815xgvvbg0m iu9PJydN9U-If9M?520JzdygOCOVPEyfK__eFKJ5gnvRwptSw1 yd4jR F I 4-10-4 I 6-8-0 I 4-10-4 1-9-12 Scale=1:23.6 10.00 12— 2x4 II 3 2x4 II 6x8 1 N_ N 1lf'S NN I_i.. 'Y .. 11 3x4= 4 5 3x4= I 6-8-0 I 6-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.10 4-5 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 4-5 >441 180 BCLL 0.0 ' Rep Stress Inc: YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=204/Mechanical,4=204/Mechanical Max Horz 5=48(LC 12) Max Upliift5=-63(LC 8),4=-90(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)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 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MII.7473 rev.1003/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component.not a 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 buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,DSB-89 and BCSI Building 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 T9488877 866583 T31 Roof Special 2 1 Job Reference lootionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MfTek Industries,Inc.Fri Sep 16 11:28:34 2016 Page 1 ID:wfw9e88I5xgvvbg0miu9PJydN9U-H9M7520JzdygoCOVpEyfK_eYKJ4gmgRwptswlyd4jR I 4612 I 6-8-0 I 4-6-12 2.1-4 2x4 II 3 Scale=1:23.6 10.00 12 Pi 2x4 II 6x8= 1 LIMMIIINIMIMINN 0 N 1 ii0111111111616.. 12 3x4= 4 5 3x4= I 6-8-0 I 6-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Foe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.10 4-5 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 4-5 >441 180 BCLL 0.0 * Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=204/Mechanical,4=204/Mechanical Max Horz 5=57(LC 12) Max Uplift5=-60(LC 8),4=-93(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)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 . 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. I 4 fe Q WARNING..Verify design parameters end READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekrS connectors.This design is based only upon parameters shown.and is for an individual building component,notdi a 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MMak' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,see ANSIrTPl1 Quality Criteria,DSB-89 and BCSI Building 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 T9488878 866583 T32 Flat 2 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:34 2016 Page I ID:wlw9e8815xgwbgOmiu9PJydN9U-If9M?s2OJzdygOCOVPEy1K_c6KJBgnsRwptSwl yd4jR I 6-8-0 6-8-0 Scale=1:23.4 4x8= 1 2 I I w w iiiiiiiillis —: == ISI 3 4 3x4= 2x4 II I 8-8-0 I 6-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.10 3-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 3-4 >441 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-9-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=204/Mechanical,3=204/Mechanical Max Uplift4=-71(LC 8),3=71(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)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 2)Provide adequate drainage to prevent water ponding. 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.Opsf 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. MIMS ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED FOTEK REFERENCE PAGE MII-7473 rev.10.03!2015 BEFORE USE. tilt Design valid for use only with MiTek49 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability 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?ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. 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 T9488879 866583 T33 Flat 1 1 Builders FirJacksonville,ce, Jacksonville, 7 Jacksonville,Fl 32244 Job Reference(optional) .640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 1128:35 2016 Page 1 I D:w1 9e8815xgwbg0m iu9PJydN9U-m sj kC C304G IpIAnC2VN BCYXnsjfQZE6b9TcOSTyd4jQ 6-8-0 I Cr80 Scale:3/8"=l' 1 2 4xe = null u• Ra Q A 3 4 2x4 II 3x4 = I 6-8-0 8.8.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.10 3-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 3-4 >441 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-9-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=204/Mechanical,3=204/Mechanical Max Uplift4=-71(LC 8),3=-71(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)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 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3. 7)"Semi-rigid pttchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 it AWARNING-Verify design parameters end READ NOTES ON TILS AND INCLUDED AETEK REFERENCE PAGE MS-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability 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 MHOS(' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSBA9 and BCSI Building 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 City Ply T9488880 866583 T35G COMMON SUPPORTED GAB 2 1 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Fri Sep 16 11:28:35 2016 Page 1 ID:wlw9e8815xgvvbg0miu9PJydN9U-msjkCC304GIplAnC2W BCYXgFjl1 ZEWb9Tc0STyd4j0 I 2-11-8 I 5-11-0 2-11-8 2-11-8 4x8= Scale=1:23.5 4 10.00 12 .. 5 3 8 • 2 7 1 LII 4 algid■ ■ ■1, b El ■ ■ r ■ ■ 13 12 11 10 9 8 3x10 i I 3x10 I I I 5-11-0 I 5-11-0 Plate Offsets(X,Y)— (4:0-3-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-11-0. (Ib)- Max Horz 13=-116(LC 10) Max Uplift All uplift 100 lb or less at joint(s)13,8,11,10 except 12=-129(LC 12),9=-127(LC 13) Max Gray All reactions 250 lb or less at joint(s)13,8,11,12,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces& I. MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,8,11,10 except (jt=1b)12=129,9=127. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 1 AWARNING-Vedfy design parameters end READ NOTES ON THIS AND INCLUDED*ITER REFERENCE PAGE MII.7473 rev.10/13/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of inivldual truss web and/a chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and buss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building 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 T9488881 866583 T36 Common 4 1 I Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:36 2016 Page 1 I 2-11-8 I ID.wiw95-11-00xgvvbg0miu9PJydN9U-E2H6QY3eratgwKMPcEGQkl3 HMZ 74QIhyk07 _vyd4jP 2-11-8 2-11-8 Scale=1:28.8 4x6=- 2 2 10.0012 2x4 II 2x4 II 3 1 i • i r r • ►/ 1E21 IMI 5 MI 6 2x4 11 4 2x4 II 2x4 II I 2-11-8 I 5-11-0 I 2-11-8 2-11-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (bc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=180/0-5-8,4=180/0-5-8 Max Horz 6=-116(LC 8) Max Uplift6=-44(LC 12),4=-44(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 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.Opsf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right 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. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. WARNING-Verifydesign parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ma• t o 9 P d uai rev.building component, BEFOREotUSE. ' Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building nW a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSiITPII Ouallly Criteria,DSB-89 and BCSI BulldIng 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 T9488882 868583 T37 Common Girder 2 1 Job Reference footionall Builders FirstSource, Jacksonville,FI 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 18 11:28:37 2016 Page 1 ID:wlw9e8815xgwbgOmiu9PJydN9U-iErUdu4Hbu?W(UxbAxrlfHzCBpXN017Etdn56XMyd4jO 1 2-11-8 I 5-11-0 I 2-11-8 2-11-8 axe= Scale=1:28.0 2 10.0012 &4\ x8•� 4x6�� 3 1 tiAIIIIIIIIIIIIIIIIagigiti ii 7 5 8 ii 6 NAILED 3x8= NAILED 42x4 II 2x4 II • NAILED I 2-11-8 I 5-11-0 I 2-11-8 2-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6=480/0-5-8,4=464/0-5-8 Max Horz 6=-116(LC 4) Max Uplift6=-153(LC 8),4=-150(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=307/121,2-3=-307/121,1-6=-346/117,3-4=346/117 NOTES- (9) 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.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope):end vertical left and right exposed;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. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=153, 4=150. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pH) Vert:1-2=-54,2-3=-54,4-6=-10 Concentrated Loads(Ib) Vert:5=-194(B)7=-195(B)8=-194(B) i H AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekfi connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the buiding designer must verily the applicability of design parameters and properly incorporate this design into the overall bulling design.Bracing indicated is to prevent budding of inBvtdual 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.delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available front Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply • 19488883 866583 1380 COMMON SUPPORTED GAB 1 i Builders FirstSource, Jacksonville.Fl 32244Job Reference(optional) 7640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 1611:28:37 2016 Page 1 I D:wlw9e8815xgwbgOm iu9PJydN9U-i ErUdu4Hbu?WXUxbAxnf HztABXRH 18_1dn56XMyd4j0 I 4-5-8 I 8-11-0 1 4-5-8 4-5-8 Scale:38-=1' 456= 5 I\ 4114 � 87. 181V 91rn l':4 d Iliw w w G 17 18 15 14 13 12 11 10 3x10 II 3x10 II I 8-11-0 I 8-11-0 Plate Offsets(X.Y)— f5:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-11-0. (Ib)- Max Horz 17=-158(LC 8) Max Uplift All uplift 100 lb or less at joint(s)10,14 except 17=-102(LC 8),15=-105(LC 12),16=-152(LC 12), 12=-106(LC 13),11=148(LC 13) Max Gray All reactions 250 lb or less at joint(s)17,10,14,15,16,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (12) 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=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,14 except(jt=lb) 17=102,15=105,16=152,12=106,11=148. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 4 a 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE MII.7473 row.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overal budding design.Bracing indicated is to prevent budding 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.delivery,erection and bracing of trusses and truss systems,see ANSIRPII Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36810 • Job Truss Truss Type City Ply T9488884 866583 T39 Common 3 1 Job Reference(optional) Builders FirstSouce, Jacksonville,Fl 32244 7.840 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:38 2018 Page 1 ID:wyw9e8815xgvvbg0miu9PJydN9U-ARPsrE5VMB7N9dWnkflugA9K0x1Omb91 rRrg3oyd404 I 4-5-8 I 8-11-0 I 4-5-8 4-5-8 Scale=1:36.5 4x6= 2 10.00 I12 RI .t 444d 4x6\� 4x6•i 3 1 IN rA 5 Cill 642x4 II 2x4 II 3x8= I 4-5-8 I 8-11-0 I 4-5-8 4-5-8 '1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 6=276/0-5-8,4=276/0-5-8 Max Horz 6=-149(LC 8) Max Uplift6=-67(LC 13),4=-67(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-280/191,3-4=-280/191 NOTES- (7) 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.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right 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. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE*011.7473 rev.10/03/2015 BEFORE USE. hilt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bulling component.not a truss system.Before use,the building designer must verify the applicability 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 Mired(' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building 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 - T9488885 866583 T40 Common Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:39 2016 Page 1 4-5-8 I ID:w1 9e888"o bg0miu9PJydN9U-fdyF2a6X7VFEnn5_HMp7MOhT3LOnVOkA45a0bEyd4jM 4-5-8 4-5-8 4x6 = Scale=1:37.0 2 10.0012 �, t 4x6 Q 4x6.i 3 01 1 IiIBiii1LL1 Fr. ._. �. 8 5 9 ►. 6 2x4 117 NAILED 3x8 — NAILED 10 42x4 II NAILED NAILED NAILED I 4-5-8 I 8-11-0 I 4-5-8 4-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.15 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=774/0-5-8,4=774/0-5-8 Max Horz 6=-149(LC 4) Max Uplift 6=-250(LC 9),4=-250(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-554/209,2-3=-554/209,1-6=-511/176,3-4=511/176 WEBS 2-5=-138/397,1-5=-125/303,3-5=-128/303 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);end vertical left and right exposed;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. 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 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)6=250, 4=250. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-3=-54,4-6=-10 Concentrated Loads(lb) Vert:5=-198(F)7=-201(F)8=-198(F)9=-198(F)10=-201(F) 1 I WARNING-V design �� Verity g parameters and READ NOTES ON THIS AND INCLUDED PATO(REFERENCE PAGE Ml1.7173 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overat building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,0S8.89 and BCSI Building Component 6904 Parke East Bh4. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandra,VA 22314, Tampa,FL 36610 • - Job Truss Truss Type Qty Ply 79488866 866583 TFG1 FLAT GIRDER 1 2 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:39 2016 Page 1 ID.wlw9e8815xgwbg0miu9PJydN9U-fdyF2a6X7VFEnn5 HMp7M0hU9L_PVuLA45aDDEyd4jM I 3-0-0 6-0-0 } 3-0-03-0-0 1 3x8= 2x4 II 3x8= Scale=1:12.3 1 2 3 • __T -1 e e e e 8 9 LUS46 LUS46 5 7x8= LUS46 US48 LUS46 LUS46 6 7 4 2x4 II 2x4 I I I 3-0-0 I 6-0-0 I 3-0-0 3-0-0 Plate Offsets(X,Y)— 15:0-4-0,0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) -0.03 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.04 5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight:70 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 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=2526/0-5-8,4=1987/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-1336/0,1-2=-2634/0,2-3=-263410,3-4=-1336/0 WEBS 1-5=0/2891,2-5=-282/0,3-5=0/2891 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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 fit between the bottom chord and any other members. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Use Simpson Strong-Tie LUS46(4-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 0-7-4 from the left end to 4-7-4 to connect truss(es)to front face of bottom chord. 8)Use Simpson Strong-Tie LUS46(4-10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-7-4 from the left end to 4-7-4 to connect truss(es)to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,4-6=-10 Concentrated Loads(Ib) Vert:7=-1295(F=-452,B=843)8=-1295(F=-452,B=-843)9=-1295(F=-452,B=-843) 1! 4 __ a Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8.7473 rev.10103/2015 BEFORE USE. Design valid for use only with Weld:.connectors.This design is based only upon parameters shown,and Is for an individual building component.not t a 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek- isalways required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 1 Job Truss Truss Type Qty Ply - 19488887 868583 TFG2 FLAT GIRDER 1 2 Job Reference(ootionall Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:40 2016 Page 1 ID:wlw9e8815xgvvbg0miu9PJydN9U-7pWdGw69upN5OxgAr4KMvbEdukN6EVLKJIKn7gyd4jL I 4-3-8 I 4-3-8 1 3x4 = 2 2x4 I i Scale=1:11.2 E A 6LUS48 3 4x8= 4 5 2x4 II LUS48 I 4-3-8 4-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.03 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO W8 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=825/0-5-8,3=519/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Use Simpson Strong-Tie LUS46(4-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 1-11-4 oc max.starting at 0-6-0 from the left end to 2-5-4 to connect truss(es)to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-100,3-4=-10 Concentrated Loads(Ib) Vert:5=-452(B)6=-452(B) 1 f A WARNING-Verify design parameters and READ NOTES ON THS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. legt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability 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 rYi11 l r R 9'ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building 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 79488888 866583 TFG3 FLAT GIRDER 1 2 Job Reference(optional) Builders FlfstSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc. Fri Sep 1811:28:40 2018 Page 1 I D.wIw9e8815xgvvbg0miu9PJyd N9U-7pWdGw69upN5OxgAr4 KMvbE UGkJ8EJZKJ I Kn7gyd4IL I 2-8-10 I 5-3-8 I 6.8.0 I 8-0-8 I 10-7-6 I 13-4-0 I 2-8-10 2.6.14 1-4-8 1-4-8 2-6-14 2-8-10 Scale=1:22.8 2x4 II 3x8= 3x4 = 2x4 II 4x12 = 1 4012= 2 3 5 3x8 6 7 4 o o o I e G e--1------------- I e e 9 • •- o 12 15 11 8x10= 16 10 17 9 18 10x12= HHUS48 HHUS48 8x10 = HHUS48 10x12 = 13 14 8 5x6 II HHUS48 HHUS26-2 HHUS48 5x6 II HHUS48 HHUS48 I 2-8-10 I 5-3-8 I 8-0-8 I 10-7.8 I 13-4-0 I 2-8-10 2-6-14 2-9-0 2-6-14 2-8-10 Plate Offsets(X.YI— 13:0-3-8,0-1-81.15:0-3-8,0-1-81,18:Edge,0-3-81.19:0-3-12,0-6-121,110:0-3-8,0-5-121.111:0-3-8,0-5.121.112:0-412,0-6-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.21 10-11 >758 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) -0.32 10-11 >486 240 BCLL 0.0 ' Rep Stress Ina: NO WB 0.82 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight:173 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc purlins, except BOT CHORD 2x8 SP 2400F 2.0E end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12,3-12,5-9,7-9:2x4 SP No.1 REACTIONS. (lb/size) 13=5718/0-7-0,8=5633/0-6-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-3900/0,1-2=8133/0,2-3=-8133/0,3-4=-13452/0,4-5=-13121/0,5-6=-7926/0, 6-7=-7926/0,7-8=-3804/0 BOT CHORD 13-14=0/365,12-14=0/365,12-15=0/13452,11-15=0/13452,11-16=0113393, 10-16=0/13393,10-17=0/13121,9-17=0/13121,9-18=0/357,8-18=0/357 WEBS 1-12=0/8595,3-12=-5885/0,3-11=0/2348,4-10=-363/0,5-10=0/2281,5-9=-5748/0, 7-9 /8376 NOTES- (10) 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 2-12 2x4-2 rows staggered at 0-3-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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 fit between the bottom chord and any other members. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Use Simpson Strong-Tie HHUS48(22-10d Girder,8-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 0-8-4 from the left end to 12-8-4 to connect truss(es)to front face of bottom chord. 8)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 5-3-8 from the left end to connect truss(es)to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=100,8-13=10 Continued on page 2 4 _ H AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 100.7473 rev.10103/2016 BEFORE USE. ' Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M?ek' is always required for stab*ily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems.see ANSVTPH Duality Criteria,05849 and BCSI Building Component 8904 Parke East Bt d. 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 T9488888 866583 TFG3 FLAT GIRDER 1 Builders FirstSource, Jacksonville,Fl 32244 2 Job Reference(ootionall 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:40 2016 Page 2 ID:wIw9e8815xgvvbg0m iu9PJydN9U-7pWdGw69upN50xgAr4 KMvbE U GkJBEJZKJIKn7gyd4jL LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:12=1344(F)11=-509(6)9=-1344(F)14=-1344(F)15=-1344(F)16=-1344(F)17=-1344(F)18=1344(F) t � WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IMI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component.not a 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Duality Criteria,DSB-89 and BCSI Budding Component 8904 Pie East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T9488889 868583 TFG4 FLAT GIRDER 2 2 Job Reference footiOnal) Builders FirStSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Sep 16 11:28:41 2016 Page 1 I D:wtw9e8815xgvvbgOm iu9PJydN9U-b04?TF 7nf6Vy05FM PnsbRpnnTBn Rzt_TXP3K97yd4j K I 2-11-8 I 5-11-0 I 2-11-8 2-11-8 3x4 = 254 II 354= Scale=1:12.8 1 2 3 • 11 fl 11 11 rl - . 78 4 NAILED 5 3x8= NAILED NAILED 2x4 116 2x4 I I I 2-11-8 I 5-11-0 I 2-11-8 2-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) lIdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.02 5 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.36 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Wind(LL) 0.01 4-5 >999 240 Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins. except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1133/Mechanical,4=1124/Mechanical Max Uplift6=-615(LC 4),4=-601(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-1053/510,1-2=-1357/729,2-3=-1357/729,3-4=-1053/510 WEBS 1-5=-811/1510,2-5=1190/466,3-5=811/1510 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf:h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=615, 4=601. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=350,4-6=10 Concentrated Loads(Ib) Vert:5=-77(F)7=-78(F)8=-77(F) 4 4 ...- A WARNING-Verify design parameters and READ NOTES ON THS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10103/2015 BEFORE USE. 11111 Design valid for use only with MTeInS connectors.This design is based only upon parameters shown.and is for an individual building component,nc4 a truss system.Before use.the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 38610 Job Truss Truss Type Qty Ply , 19488890 868583 TGO1 FLAT GIRDER 1 'Builders Fke4Sotres, JackaonvNb,Fl 32244 2 Job Reference(Qptionall 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Sep 16 11:28:44 2016 Page 1 ID:w1w9e8815xgwbg0miu9PJydN9U-?am85HAgy1 tXtYzx4vP13RPHPMdLA9uvENl_GSyd4jH I 8-9-0 13M I 19-11-8 I 26-6-12 I 33-2-0 I 39-11-0 8-9-0 8.7-4 6-7-4 6-7-4 6-7-4 8.9.0 Scale=1:71.5 NAILED NAILED NAILED 4x8= NAILED 4x8= 506= NAILED 2x4 II 4x8 =NAILED 2x4 II 4x8= 2x4 I I NAILED NAILED 5)6 1 19 20 2 3 4 21 5 22 6 7 8 23 24 9 "r e" g ® n b n ® b ns ee ,, ee en a nn n" n" 8rh-1 n" a in nn IA19 ee sn ee in e" an a° 8 17 16 14 12 11 0 3x10 II 25 26 27 28 29 30 15 31 32 _ 33 34 13 35 36 37 38 39 40 3x10 II NAILED NAILED 7x8= NAILED NAILED 5x8=NAILED NAILED 4x8 NAILED 254 II NAILED NAILED7x8= NAILED NAILED NAILED NAILED 2x4 II NAILED NAILED 5x8= NAILED NAILED NAILED NAILED I 6-9-0 I 13-4-4 I 19-11-8 I 26-6-12 I 33-2-0 I 39-11-0 I 6-9-0 6-7-4 6-7-4 6-7-4 6-7-4 6-9-0 Plate Offsets(X,V)— 111:0-1-12,0-3-121.f17:0-2-12.0-3-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.49 14-16 >977 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.73 12-14 >653 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.67 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:558 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. 1-17,4-17,4-14,6-14,6-11,9-11:2x4 SP No.2 REACTIONS. (lb/size) 18=2939/0-5-8,10=2939/0-5-8 Max Horz 18=-132(LC 4) Max Uplift 18=-1812(LC 4),10=1812(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-2888/1818,1-19=5103/3011,19-20=5103/3011,2-20=5103/3011, 2-3=5103/3011,3-4=-5103/3011,4-21=-9125/5137,5-21=-9125/5137,5-22=-9125/5137, 6-22=9125/5137,6-7=-5103/3011,7-8=-5103/3011,8-23=-510313011,23-24=5103/3011, 9-24=-510313011,9-10=-2888/1818 BOT CHORD 17-28=-4759/8064,28-29=-4759/8064,29-30=-4759/8064,16-30=4759/8064, 15-16=-4759/8064,15-31=-4759/8064,31-32=-4759/8064,14-32=4759/8064, 14-33=-4737/8064,33-34=-4737/8064,13-34=-4737/8064,12-13=4737/8064, 12-35=-4737/8064,35-36=-4737/8064,36-37=-4737/8064,11-37=4737/8064 WEBS 1-17=-3310/5666,2-17=-554/494,4-17=3326/1930,4-16=-104/412,4-14=-504/1192, 5-14=-366/214,6-14=-506/1192,6-12=-103/412,6-11=-3326/1928,8-11=554/495, 9-11=-3311/5666 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. • Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=l3omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 18=1812,10=1812. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any ContRt?1ti94 t '2g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 I N WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Alli-7473 rev.10/03/2018 BEFORE USE. 11111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a 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 buckling 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 iniury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 8904 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 79488890 866583 TG01 FLAT GIRDER 1 2 Job Reference lootionall Builders FirstSource, Jacksonville.Fl 32244 7.840 s Apr 19 2016 MiTek Industries,Inc.Fri Sep 16 11:28:44 2016 Page 2 ID:wlw9e8815xgvvbg0miu9PJydN9U-?am85HAgyl tXtYzx4vP13RPHPMdtA9UvEN1_GSyd4jH LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-9=-54,10-18=10 Concentrated Loads(Ib) Vert:3=-138(F)15=-8(F)14=198(F)7=-138(F)13=-8(F)19=138(F)20=-138(F)21=-138(F)22=-138(F)23=-138(F)24=-138(F)25=-8(F)26=-8(F)27=-198(F) 28=-198(F)29=-198(F)30=-8(F)31=198(F)32=-198(F)33=198(F)34=-198(F)35=8(F)36=-198(F)37=-198(F)38=198(F)39=-8(F)40=8(F) 1 I AWARNING-Verily design paramefera and READ NOTES ON 174S AND INCLUDED MITES(REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design Is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulding design.Bracing indicated is to prevent buckling of individual truss web andior 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,delivery.erection and bracing of trusses and truss systems.see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610 • cocn o D 5 co C V+ (0/) (zA a ifr m Y r 0 - 1- c 1.3 -� ..P D o v D �i 11 1 'M Z �� m X m f" ill mNZo■� 0 r .P m IIMril r��c)mo�z m o a: On N O n� N 7 fl. D p a —I a(O o f 7 0 E N _ n 7 0 _� O N af?vOnn O �c m e •n �O Z o f.� m o o a n e, d D_Oo (� Z 0o m O .nN a � a n, o : 7-0 m Zwo 3 a0 0. w Q0n �' as m 5' m n no c c m' oao D 0 4, a-0 a, (p cn N'(D 0 0 67 (7 X N r (D O �'�, a < (D - CA a N A 0 0 Z Q�.m3aa7 CD 7cN ° =.a co O N � � u bac o ox Ea � ti 0 m � CD mC 0 m .7.-.... CD-• CD 7 4, CD a N cr S cn a N O a cr N 'O �0 �»3� om a-a. CD s< D -a a) a o m =° oa) 0 �cnWQ � moc� ° Ha� — m 0 , C m vim =. N `-- <n' aNmcn no ;il tiKomn �w 7a7co g_ ° 3 0 aQu7 E. CD �_ a0a5 m m m 7 .Cr tU '< 7 N O' °' �-(7 F Z n'rn 7 O,°, O' N o 7 (D O —I N 7 . N 7 7 5 0 3 HI O (D 7 n(O N 7 a a N_N _ S n.'N a 0 O O_ rte- N (D N N 7C O N O N 7 `., O N < Q N V, lD a j O N S n N O _ co cn Z co -' �' 6, 7 N 7 C- N 7 m o N N O 2fl, (O 7 o' P. o a 7,a� co O _CD O X O' 7 ^ (D N c 3 •.G m CD m e 2 - mm n v ZC) -iD(- c c c c O TOP CHORD crper NNu) 5 flU n 7:1 30 mpz °aW rC�co mo mz(n5. 73 � D �� z xm 0 0. mo m0 M 3 • � 7) Co cr(flcn D I D(n• m fV '9 N f" H ® O N(D a �m v >� O1 i k\1\ , s Q �• o 11 ,1 ��vosoff. coJ°' "N °N C., p 7 CO3 /r}�Fli N Z m N x \V < c co o ?m o ® w w o 'D O ',O 0 X. ca y N 3 N Z H n m I:3 < D m S0 m® 7 o Z a -0 (D O- m TOP CHORD N - r P (O OD J 9, (l, A W N - O •(O W J V, A ' N ' 0 W Op. ZCD O ,,.<m v 0 3 mo mn Nmc ad END, m,, v ° „<f;,T, 1,5'm dmo dm 3dn2 2.wa v .0°m — ° `cg O O O-3 (,� 3v3 m =o m5 w (, o�'. 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ON NN C >a (na2 ,, a N „mom_ �l Na N CU m 5^ °)d o o o O n <cb m Z c f m N 8,2 a' m Q �c' /�� (O, (O O a a 2 N O C D, N C.N m m (D 6 O (n-' a, Co .2. -O N V' N'< N �' C O ° cD a A O N to _ =.31.1 -- -° W -. m o O m a O° 1 0 ? m ° a N m o O_ m N F, � v :-m . m m o 9 0 `.N .z v o cQ ,,.m a m as 'Q a d a m3 w mo . �_` m m o m a' -RT am C i+/ O• m y'c o f. = m �' = O v a d g o �O o o F i- 0 cr) \ N Jc O N. ,ri 3 N 7 N O N o 7 3 n a ° C J 10 N N O m a CU Ul �'CD 5 f0 O• 3 N jm a C'O DT5Oa, a I N m (p�' m a o.N >m O <O N - 7 S(D N a C O 3 o M 1 ,.` O CD N 4 • August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 == ® MiTek USA,Inc. Page 1 of 1 =ED 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. 00 LALLNote:This detail NOT to be used to convert T-Brace/1-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 k Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace + 2x6 2x6 T-Brace ,2x61-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade(or better) as web member. T-BRACE -/ O; ,� Nails Section Detail ►1 T-Brace Web Nails Web-1 I-Brace Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 O MiTek USA,Inc. Page 1 of 1 =ED GENERAL SPECIFICATIONS 1 I00 I I 030 En 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. I I III II T--�---IL--�1--- 11 11 II II 1 II . III 11 IIII 11 11 . 11 II 11 II 1I 1 I, ( 11 ; 11 11 11 11 11 ' 11 � " �I II I, I, tr II 11 II I II II 11 II '1 11 11 II I I II I 11 11 � II II II 11 II II II II II 11 11 II II II 11 11 ' 'I I 11 BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P t2 OR GIRDER TRUSS oi, „,,,,,, SEE DETAIL 1 A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6”O.C. WIND DESIGN PER ASCE 7-10 160 MPH ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES t, .-> • DETAIL A (NO SHEATHING) N.T.S. • 1 JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP O= ® MiTek USA,Inc. Page 1 of 1 �\ OD NOTES: ��/� 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. LAL�1I 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH 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 0 .131 88.0 80.6 69.9 68.4 59.7 Z .135 93.5 85.6 74.2 72.6 63.4 1 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 6 .162 108.8 99.6 86.4 84.5 73.8 co Z .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW O .131 75.9 69.5 60.3 59.0 51.1 (2x3) 2 NAILS N .148 81.4 74.5 64.6 63.2 52.5 illr NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. A NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 1-I EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) (2x6) 3 NAILS 4 NAILS ,- NEAR SIDE I NEAR SIDE VI NEAR SIDE I NEAR SIDE r=1 NEAR SIDE 1 NEAR SIDE 1 NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°T060° 30°TO 60° 30°TO 60° \j00 45.00° 45.00° I FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS 1ST-STRGBCK ,.. =OD... OMiTek USA.Inc. Page 1 of 1 io TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, LAAL I 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"x 3") (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") wmiliawillimmil wo�!iimmwr •••••‘AdrAihos 6.\:iiiNihhhhh\ : IN ii 40••••0, nommolimilliimistimmomor milinnimilm BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD WOOD SCREWS(.216"DIAM.) w 12.-r-w- -....w47 s Ns aIII ► 6„ ► /1 USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3) tOd NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131'x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) 4-0.0 WALL TRUSS BLOCKING 2x6 -■ STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) .� � .: z g THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)- 10d NAILS (0.131"x 3")EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)- 10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) , FEBRUARY 14, 2012 STANDARD PIGGYBACK I ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek USA,Inc. =OD ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT= FEET O. MAX TRUSS SPACING=24"O.C. 0o CATEGORY II BUILDING oo EXPOSURE B or C —0 ASCE 7-10 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING I 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 IL INTERSECTION,WITH(2)ROWS OF 0.131'X 3"NAILS @4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING ISCONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH • DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR MEIMI®uW®_I llYMI 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM Em mum, , PIGGYBACK SPAN OF 12 ft. 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"O.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 REO.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: arilNIL ` REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \',I\li'\I�`I\` PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE `�\I\\ \ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. 1i\`\`�\ SCAB CONNECTION PER11&34....11N ,I► NOTE D ABOVE i \\`, \I ,� 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 `•:.\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint \ and diagonal bracing requirements. , VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND 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 ra 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"0.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH PIGGYBACKVERTICAL WEBS OF ) 3) TMINIMUM 2X4) HIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW aim BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ��.=• GREATER THAN 4000 LBS. P 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 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. 1 FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 =OI 10 ® MiTek USA,Inc. Page 1 of 2 D Typical x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud CI 0 Vertical Stud (4)-16d Common ` Wire Nails , ` DIAGONAL a �/ ` BRACE MiTek USA, Inc. 16d Common SECTION B-B Lok Wire Nails DIAGONAL BRACE �j�� Spaced 6"o.c. 4'-0"O.C.MAX �_�.�� (2)-1 Od Common IF _2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better S TRUSS GEOMETRY AND CONDITIONS �/ SHOWN ARE FOR ILLUSTRATION ONLY. ', Typical Horizontal Brace Nailed To 2x Verticals 12 SECTION A-A w/(4)-10d Common Nails dIIiii21 _ Varies to Common Truss 2x4 Stud %!!!!!4%.% //i%-!///!!�?r///%%A2 SEE INDIVIDUAL MITEK ENGINEERINGiii PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �, DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. jG ATTACH DIAGONAL BRACE TO BLOCKING WITH imomma_a ;��y` 3x4= (5)-10d COMMON W IRE NAILS. OD W"""'�II""""""11"' SHEATHINIG TOLS I2x4 STD SPNIMUM, F * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathing NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. l;-( ��V0,_, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND IIVAWALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" (2)-1 ' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ,0/' P�� (2)-1 Od NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / 4I► 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 I- , DIAPHRAM AT 4'-0"O.C. " /TCUSSeS @ 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ., / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL I►: BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2 6 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 L/240. at 1/3 point • COMMON WIRE NAILS AND ATTHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed 0-•, TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. End Wall 7J HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL - Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace 'iL-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 16-0-4 8-0-15 I 12-1-6 2x4 SPF Std/stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 I 10-8-15 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 I 8-9-4 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 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 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. , FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 i MiTek USA,Inc. Page 2 of 2 �I J ® ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 'oo Trusses @ 24" o.c. ,00 V 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-- 1 TO BLOCKING WITH(5)-10d COMMONS. I _ 01M-05:- NKr rl 1.-3" 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 II 2WITH TWOr16d NAILSED EACOHF ASTEN PURLNTO BLOCKING W/TWO 16d NAILS(MIN) Dlag. BracePROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 pointsSUPPORTING THE BRACE ANDWITH THE TWO TRUSSES Tif neededON EITHER SIDE AS NOTED. TOENAIL BLOCKING ATTACH DAGONAL(BRACE OIBOCKNG WIITHLS AT EACH D��-Al �I (5)-10d COMMON WIRE NAILS. End Wall • ��;— ; y 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. 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. -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) 1,2 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 11114: INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL lkiONITHE ANADEQUATE DIAPHRAGMOROTHER METHODOF BRACING MUSTBEPRESENTTOPROVIDEFULLLATERALSUPPORTOFTHEBOTTOMGABLE TRUSS , "" ,M`CHORD TORESIST ALLOUT DS.THE BRACING SHOWN IN THIS DETAIL IS FORRTHE VE PLANE LOA RTIC LOA S ONLY. iimmiiimu 2NOTE: EI ONLY FOR \ STRUCTURAL IS GABLESTOBEUSW THD INLAYED I STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. I Alii. STANDARD / GABLE TRUSS „ eau Ihll-. I U I eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam-Bolt or Nail Connection (Ibs)(1) Hanger 1/2"0 or 3/4"0 Bolts(3114) 16d(0.148"x 31/4") Nails Beam Configuration Bolt #Bolts #Nails Type Diameters2> 2 4 6 8 6 12 18 24 /.---,--. 0.5 2,100 4,200 6,300 8,400 3-ply 13/4" FACE 2,125c5t 4,250(5) 6,370c5t 8,495c5> (51/4"Beam) I4'1: 0.75 3,060 6,120 9,180 12,240 ' /1 0.5 760 1,525 2,285 3,050 `ii (e) 2,125(6) 3,185(e) 4,250(e) 0.75 930 1,860 2,790 3,720 FACE --- --- --- --- 31/2"+13/4.. ' 1 ° i - (574 Beam) I 0 5 1,050 2,100 3,150 4,200 l TOP 1,060 2,125 3.185 4,250 0.75 1,530 3,060 4,590 6,120 r+ 1 0.5 2,100 4,200 6,300 8,400 3'/z"+13/4" ` FACE/ s> s> cs> (s) (5'/4" Beam) 1 TOP 2,125 4.250 6,370 8,495 0.75 3,060 6,120 9,180 12,240 i FACE 0.5 1,400 2,800 4,200 5.600 --- -- --- --- 4-ply 13/4" ? ' E ` 0.75 2,040 4.080 6,120 8,160 (7"Beam) i, I) TOP 0.5 675 1,355 2,030 2,710 " 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 i ' FACE 2,830(5) 5.665'5) 8,495(5) 11,330(5) 2-ply 13/4"+31/2" ', l 1,; 0.75 5,025 10,050 15,070 20,095 (7"Beam) ,;,I i TOP 0.5 935 1,865 2,800 3,735 945(6) 1,890(6) 2.830(6) 3,775(8) __ . 0.75 1,360 2,720 4,080 5,440 0.5 1,720 3,440 5,160 6,880 2-ply 31/2" FACE! (7"Beam) --- i TOP --- --- --- 0.75 2.480 4,960 7,440 9.920 0.5 1,015 2,030 3,050 4,065 2-ply 13/4"+ 3'/z" FACE/ (7"Beam) '' TOP --- 0.75 1,240 2,480 3,720 4,960 i 0.5 1,720 3,440 5,160 6.880 2-ply 13/4"+31/2" ';,; FACE 0.75 2,480 4.960 7,440 9,920 (7"Beam) TOP r 0.5 675 1,355 2.030 2,710 :, --- --- --- --- 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 51/."+13/." FACE/ 2,830(5) 5,665(5) 8,495(5) 11,330(5) (7"Beam) 111 TOP 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required.Bolt holes to be 9/16"maximum for''/"bolts, 13/16"maximum for 3/4"bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8(1.888.453.8358)•www.iLevel.com AWeyerhaeuser,iLevel,Microllam.Parallam TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.et 2010 Weyerhaeuser NR Company.All rights reserved. • eve TECHNICAL BULLETIN April 2010 Bulletin TB-300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 -i i FACE 131 3'/:" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 11/4" (51/4"Beam) - TOP 12) 3W 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 I i FACE 3%" 3'/]"+1'/4" � (51/4"Beam) / 1_ j TOP(4) 3W 720 1.435 2,155 2,870 1.020 2,040 3,060 4,080 3.%"+13/4"Bea." l TOP(3) 3'/:" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (5'/4" Beam) / FACE(2) 6"'5' 1,055 2.110 3,165 4.220 1,360 2,720 4.080 5,440 4-ply 11/4" (7"Beam) ' 2 s� / i i TOP 1 ) 6 705 1,405 2,110 2,810 905 1,815 2,720 3,625 3'/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 FACE 131 2-ply 13/4"+3/" 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7"Beam) .11 ' ! 3W 640 1,275 1,915 2,550 905 1,815 2,720 3,625 TOP(2) 6'45) 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 (7" Beam) TOP(2) 2-ply 11/4"+3'/2" FACE ) 6.45) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7"Beam) TOP(3) FACE(4) 6"`5i 1.055 2,110 3.165 4,220 930 1,860 2.785 3,715 2-ply 13/4"+31/2" ; (7"Beam) TOP(4) 6"'5j 705 1,405 2,110 2.810 905 1.815 2,720 3,625 51/4"+13/4" TAOPE3) 3'/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7"Beam) 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 Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 14 CONTACT US• 1.888.iLevel8(1.888.453.83581•www.iLevel.com , Weyerhaeuser,'Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. • eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)(" Connection Name Han er Wood Beam Configuration Type Screw TrussLok Length #Screws 2 4 6 8 FACE(3) 3'/s" 1,600 3,205 4,805 6,410 3-ply 11/4" (51/4"Beam) TOP(2) 3'/" 800 1,600 2,405 3,205 FACE 3'/s" 31/2"+11/4" (51/1'Beam) 111 TOP 141 3%" 800 1,600 2,405 3,205 31/2"+13/4" FACE/ 1,600 3,205 4,805 6,410 Y: (5 'Beam) % TOP t31 81 , I 11 FACE(2) 5",64-ply 13/4" '/4" 1,160 2,320 3,480 4,640 (7" Beam) TOP(2) 5",6%" 775 1.545 2.320 3,095 FACE 131 3'/•" 2,135 4,270 6,410 8,545 2-ply 13/4"+ 31/2" 5",6%" 2,320 4,640 6,960 9,280 (7"Beam) TOP(2) 31/4" 710 1,425 2,135 2,850 5",6%" 775 1,545 2,320 3,095 2-ply 31/2" FACE/ (7"Beam) TOP 121 5",6'/4 1,160 2,320 3,480 4.640 FACE 2-ply 13/4"+31/2" TOP(3) 5",6%" 1,160 2,320 3,480 4,640 (7"Beam) FACE141 5",61/4" 1,160 2,320 3,480 4,640 2-ply 13/4"+3'/2" (7"Beam) 1 TOP 141 5",6%" 1,160 2,320 3.480 4,640 51/4"+13/" FACE/ (7" Beam) TOP 131 5",61/4" 2,320 4,640 6,960 9,280 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. Page 3 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. Y TECHNICAL BULLETIN eveApril 2010 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 3%:")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 Joiste 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-9/1g'0 maximum holes • 3/4'bolts-13/16'el maximum holes a.a. a. • Lead holes not required for wood screws N N Conc.Load Conc.Load m°m° Conc.Load Conc.Load GU 00 M - N �-- mow 'V \ j • I • • \t/ • \/./ • • /// • W\ s \ll/ • \EQ.y EQ.\ \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener II Pattern Pattern Min.Beam Depth: Pattern Pattern Min.Beam Depth: Min.Beam Depth: d=7'h"for''/z"0 bolts d=9W for'W 0 bolts d= 11W for'/:"a bolts d=9'%"fora/."abolts d=14"for'/+"abolts Pattern bolts Conc. Load Nailed Connection Detail Q E , re 1�` • • • • *STAGGER NAILS TO • • PREVENT SPLITTING 6d 11hY. `. 4. " X 9 „`� 1(0.1418"x3%<Y)) Typ. II 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 AWeyerhaeuser.'Level Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. i eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4' 9'/4' 91/2" 111/4" 117/e" 14" 16" 18" 20" 24" Max1/2" <5d 6.235 6,545 8,755 9.560 12,345 15,005 >5d 10,150 10,500 12,950 13.825 16,800 19,600 Shear <5d 3.995 4.260 6,210 6,940 9,510 12,015 J (lbs) 3/4 >5d 8.750 9,100 11,550 12,425 15,400 18,200 c 2 10,605 15,295 15,685 23.905 32,760 42,265 c /Z„ 4 9,355 13,470 13,730 20,915 28,725 37,250 Max 6 9,350 13,470 13,730 20,910 28.725 37.245 72' Moment 8 13,510 20,575 28,275 36,685 (ft-Ib) 2 10,600 15.290 15,685 23,900 32,755 42,260 i= 3/4„ 4 9,900 14.215 14,195 21,490 29,020 37,225 6 29,015 37,220 8 36,655 Max 1/2„ <5d 2,745 4,445 4,665 6,240 6.810 8.795 10,690 12.610 14.545 18,440 >5d 5,235 7.230 7.480 9,225 9,850 11,970 13,965 15,960 17.955 21,945 Shear <5d 1,455 2.845 3.035 4,425 4,945 6.775 8,560 10,390 12.250 16,040 s ( /`s) >5d 4,240 6.235 6.485 8.230 8,855 10.975 12,970 14,965 16.960 20,950 2 9.960 16.220 17,105 23,990 26.730 36,385 46,670 58,130 70.740 99,375 E ,/2„ 4 9.025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63.100 89,670 o Max 6 14,305 15.060 20,995 23.385 31.905 41,125 51,530 63,100 89.670 o Moment 8 20,660 23,010 31.405 40,510 50,795 62,250 88590 (ft-Ib) 2 9,950 16.210 17,100 23,985 26,725 36,380 46.665 58.125 70,740 99.370 1/4" 4 15.145 15.895 21,710 24.030 32,235 41.105 51,120 62,285 88,015 6 32,230 41,100 51.115 62,280 88,010 8 40,475 50.335 61,335 86.745 Max 'A" <5d 4,520 4,745 6,350 6.930 8.950 10,880 12.830 Shear >5d 7,360 7,615 9,390 10,025 12.180 14,210 16,240 J (lbs) ,/4„ <5d 2.895 3,090 4,505 5,030 6.895 8.710 10,575 co >5d 6,345 6,600 8.375 9,010 11,165 13,195 15,225 d _2 18,090 19,080 26,760 29.815 40,740 52,430 65,495 E ,/Z„ 4 15,960 16,805 23,420 26,085 35.725 46,205 58,065 al6 15.955 16,800 23,420 26,080 35.725 46,205 58,060 Max Moment 8 23,045 25,665 35,165 45.510 57,235 as Cl- (ft-Ib) 2 18.080 19,070 26,755 29,810 40,735 52,425 65.490 ,/4., 4 16.890 17.730 24,215 26,805 36,095 46,180 57,600 6 36,085 46.170 57.595 I 8 45,470 56.715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 51/4"widths. Multiply by 1.33 for 7"wide beams. • 9W and 111/4'TimberStrane LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 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 3 2010 Weyerhaeuser NR Company.All rights reserved. • ■ BULLETIN TECHNICAL eveMarch 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. Brg. (Typ.) J L 1 • L • L • L I. L 1, L_ 1 L 1 • / ter ' Additional 3-1%" x 14" Microllam LVL Beam, Flush Connection L\ Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load x 14"e LVL Microllam 14" Floor Joists @ 24"o.c., Typ. ro Beam, Flush L r 4'-0" >I 15'-0" Partial Framing Plan Page 6 of 8 w CONTACT US• 1.888.iLevel8(1.888.453.8358)•www.iLevel.com `iWeyerttaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. x 1 ' ' ' TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Solution: ■ Use the iLevel Trus Joist®Beams, Headers, and Columns Specifiers Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of%'diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS V."x 3%2'at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) ■ Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin, locate the section for a 3-ply 13/4"member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — W diameter bolts in a 6-bolt connection (6,300 lbs) — 16d(0.148"x 3%")sinker nails in an 18-nail connection(6,370 lbs) — 3'/"WS wood screws in an 8-screw connection(5,740 lbs) — 3%"SDS wood screws in a 6-screw connection(6,120 lbs) — 3%' TrussLok wood screws in an 8-screw connection(6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information,choose the two locations corresponding to the concentrated load location('i_) 1'. Upon completion of the analysis,compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d(48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type,size, spacing and installation pattern as appropriate. Page 7 of 8 w CONTACT US• 1.888.iLevel8(1.888.453.8358) •www.iLevel.com .`iWeyerhaeuser.iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.e 2010 Weyerhaeuser NR Company.All rights reserved. ■ � r! _ 1• TGf• IJAIlf A 1 13111 I GT1A' I.Forte- MEMBER REPORT Level,Floor.Flush Beam software 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam!A) LVL PASSED Overall Length15 r - I i u 11 Al!Dimensions are Horizontal;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reach r: Lis; 7595 a 2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(lbs) 6837 0 1'5 1/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215 4'11 7/8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 07'1 13/16" 0.489 Passed(11494) -- Design Methodology:ASD Total Load Dell.(in) 0.456 0 T 1 7/8" 0.733 Passed(U386) -- • Deflection criteria:LL(0360)and TL(U240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions(Ibs) Accessories pp Bearing Bearing Bearing Dead/Floor I Roof 1 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 10 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. i LOads Location Tributary Width Dead Floor Live Roof Live Snow Comments (0.90) (1.00) (nonsnow:1.25) (1.15) 1-Uniform(PSF) D to 15' 1' 100.0 400.0 0.0 0.0 13'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 0 Shear(Ibs) MomentA (Ft-owedIbs)DF Cmm�tents Location Analysis Actual/Allowed/LDF Actual' ll1 L I - 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 39/12569/0.9 25215136387/1.0 BOLTS RIGHT OF HANGER Forte'.Software Operator Job Notes 3/25/2010 9:02:21 AM iLevel®Forte"'v1.1.Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 ww CONTACT US • 1.888.iLevel8 (1.888.453.8358)•www.iLevel.com `,1Weyerhaeuser,iLevel,Microtlam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.5 2010 Weyerhaeuser NR Company.All rights reserved. 9