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PROJECT INFORMATION
Lumber design values'are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. mv�= MiTek® y0 me—b N RECEI': "C lUij 2 91015 RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Modeliarp?,9233610-4115 Lot/Block: Subdivision: m Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20120 7.3 Sr q Wind Code: ASCE 7-10 [All Hefghll Wind Speed: 165 mph N/V, Roof Load: 37.0 psf Floor Load: N/A psf St 4ucie c This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. o��hii' With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T6797412 A5 1/29/015 2 T6797413 I A6 1/29/015 3 4 T6797414 IT6797415 JAB JA7 1/29/015 1/29/015 5 T6797416 IA9 1/29/015 6 T6797417 JA 1/29/015 7 T6797418 GRA 1/29/015 8 T6797419 GRB 1/29/015 9 T6797420 IJ2 1/29/015 10 IT6797421 IJ4 1/29/015 11 T6797422 J6 1/29l015 12 T6797423 1J8 11/29/015 113 IT6797424 IKJB 11/29/0151 The truss drawing(s) referenced above have been prepared by MiTek Industries, Jr q. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 29, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. S��`�P S A r .` 0 * 0 53 . STATE OF : Q/Z FL Cert. 6634 January 29,2015 Albani, Thomas 1 of 1 abTruss runs I ype Cly Ply62'Grend Conlon III wall, porch T6]B]412 M11323 AS SPECIAL 9 1 Job Reference (optional) Chambers Truas Inc., Fort Piame FI. M982 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 2914A3:552015 yoga 1 ID:2Gn3cwwyY5hnGhXVARzUkuyuFUM-IC91 HuHvWy_i5MP5wvpzHLhiyURLhFZL)mllbzgU01 r1-0-0 ]ES 106.4 17-0-0 20dd 26.4-0 34- SS-0.0 '1-00 7.8-s 2-8-15 _A 3d-8 I s-11-6 I 7-e-0 4A0 12 Sxa 11 2.00 12 5A2= 2x311 Scale = 1:61.2 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress [nor YES Coda FBC2010/TPI2007 CSI TC 0.85 BC 0.99 W B 0.54 (Matrix) DEFL in (lac) Vdell Ud Verf(LL) 0.72 14 >558 360 Vert(TL)-1.4713-14 >271 240 Hou(TL) 0.43 10 Na n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1541b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purilrls. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3•Except* WEBS 1Row at midpt 6-14 6-14: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation golds. REACTIONS (Ib/size) 2=112510-8-0 (min. 0-1-8), 10=1125/0-8-0 (min. 0-1-9) Max Harz 2=-179(LC 6) Max Uplift2=-81 G(LC 8), 10=-816(LC 8) Max Gmv2=1305(LC 2), 10=1305(LC 2) FORCES (Ile) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 5281/3019, 3-4=-4949/2747, 4-5=-4901/2754, 5-6=-4974/2856, 6-7= 2341/1489, 7-8=-2314/1408, 8-9=-2372/1395, 9-10=-3052/1725 BOT CHORD 2-14=-2775/5007, 13-14=-976/2035, 12-13=-1520/2822, 10-12= 1520/2822 WEBS 3-14-311/333, 5-14=-247/266, 6-14=171213155. 6.13=-253/524, 9-13=-700/469, - 9-12=0/272 NOTES 1) Unbalanced roof live loads have been considered for this design. B=521t L=34f1; Cat. `\\\\\\s T AT llll /♦♦♦ q� I♦♦ II; •"" B 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14R; eave=61t; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� 0\�" • �, .��G E Ns •'•.'9? ♦i♦ ,�� 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3938 5) • This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt * : fit between the bottom chord and any other members. 6) Bearing atjolnt(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Bulkling designer should verify capacltr 'T of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816111 uplift at joint 2 and 8161b uplift at ATE joint 10. 8) "Semi -rigid pitchbreaks Including heels' Member and fixity model was used In the analysis and design of this truss. O.• ♦ A' ♦j♦��' , (p R p Q: ��%�% ♦♦♦SS�ONA� LOAD CASE(S) Standard E\\\� FL Cert. 6634 January 29,2015 AWARNING. Verhydestgn parametersandREADNOTES ONTNISANDINCLUOEOMIIEKREFERANCEPAGEMII-]473rev.OWSA0166EFOREUSE Degree valllfor useodywlth Nuraconneclos. ihlsdesIgnit baseOonlyuran pmametenshown, andlsloran NdvIdual Iulldng component. llat ea�o rrs stab0litytlpconstructionner -not Is erespond Is for dofV tl,v tlurB weDmemb oNcy Atlttlifondemporaryf bracing two Insurer IbOIH,of the MiTek• omclor. AtldlbndpemlanenlMaclrgoflhnoverdlslnrcMelslherespomdbllltyollhebWdrlgtlesl0ner.Gogererdguldanceregardblg fnbdaallon.qualityconhol,storage,delivery, erectlenandbmchlg.corsut ANSVTPII Cually Cdtedo,OSB-S9 and SCSI Building Component 6904 Parka East BNd. Safety Information avatode from Truss Rate B1st0ule. 781 N. Use Street. setts 312 Nexartldo. VA 22314. Tampa, FL 33610 M11323 4x10 = 4.0 12 2.00 r12 5.8 % 4x5 5x6 = 2.3 11 10-6d 150D 6-0 20-48 25-it-15 M4 Im I5112 4-0-B 54-] 8-0-1 swle = 1:63.3 Plate Offsets KY)t2 0 4 2 Edger f3:0-3 0 Edger WO-4-00-2.61 IT0-2-7 Edael f9:0-3-14 0-1 AI LOADING(psf) SPACING 2-0-0 CSI DEFL in (foe) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.66 14 >617 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -1.28 2-14 >313 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.40 9 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Mainz) Weight: 157lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 `Except- TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 4-6-14 oc bracing. BOT CHORD 2x4 SP M 30 *Except* MiTek recommends that Stabilizers and required cross bracing 2-14: 2x4 SP M 31 be Installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 *Except* Installation QuIde. 5.14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=112510-8-0 (min. 0-1-8), 9=1125/0-8-0 (min. 0-1-9) Max Horz2=-169(LC 6) Max Upiift2=-816(LC 8), 9=-816(LG 8) Max Grav2=1305(LC 2), 9=1305(LC 2) FORCES (Ib) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5263/3001, 3-4=-5128/3006, 4-5=-4901/2767, 5-6=-2217/1393, 6-7=2293/1373, 7-8=-2301/1352, 8-9=-3064/1741 BOT CHORD 2-14=-2754/4988, 13-14=-1082/2265, 12-13=-1021/2111, 11-12— 1536/2836, 9-11= 1536/2836 �11111111/�/ WEBS 8-11=0/309467, 5-14= 1543l2851, 5-13_ 388/171, 6-13=-151/496, 8-12=-819l564, ,O I\PS. A-, q;f,,,,, NOTES ��, `r �. ��Ci E NSF•'q?i'i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; save=61t; Cat. lbw 3938 Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Z * ; 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. •�� 6) • 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 wlll - AT E fit between the bottom chord and any other members. 00 •'• �� 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity �i�T •�( Q of bearing surtace. 'iFs ' O R �% % 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 2 and 816 lb uplift at '.; '9/p N A� ��%% joint 9. // 1� 9) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 January 29,2015 ®WARNING-VerrrydesrgnpaunatersmdREAONOTESONTHISANOWCLUDEOMITEKREFERANCEPAGEMIFP473rev.OWSWISBEFOREUSE ■■■ DesMnvalld(of moonlyvAMMUekcoanectoM Ptlsdesignisbasedonlyupon paameiers shown.adls for anhdMdUar txAclag component. Applkab6ltyofdesignparametemandpropertncor T011anofcomp nl 6resPonsNOityofbuildhg designer-nollnesdesigner. Bradnpl shown Isfw lateral support ofinalvklual webmembers only. Addlfioner remporay bracing to insure slaxtity duMg roasnaefion Is me respontlbBllN of the MiTek' erector. A liorwl permanent bracng oHM ov mil stmctwo ih resporn 4iryof rho WNd o cL. lgrer. Fw gem d gudance regardhg fabrice lion. quarry control storage, delivery, erecllon and! Ixochg. consult ANSI/1PII Quality criteria, DSB-89 and BCSI Builder; Component 004 Perks East BNd. Safety Infcrmalion ovoaahle from Tins Rate Insirule. 781 N. Lee Sheet Suite 31Z Alexandrla. VA 22314. Tampa, FL 33310 Job Truss Type Uly Ply 62' Gnmd Carhop 111 wRh porch (Truss T6]9]414 Milan A7 SP9ML 1 1 Job Reference (optional) Chambers Tmss Inc., FM Pierce FI. 34992 5x6 = Sx12 = 2x3 II am 12 Scale= 1:62.2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.63 11 >638 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 1.00 Ved(rL)-1,3510-11 >296 240 MT1811S 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.41 7 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 147 lb Fr=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 "Except' TOP CHORD Structural wood sheathing directly applied. 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=112510-8-0 (min. 0-1-8), 7=1125/0-8-0 (min. 0-1-9) Max Horz 2=-150(LC 6) Max Uplifl2=-816(LC 8), 7=-B76(LC 8) Max Grav2=1305(LC 2), 7=1305(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5269/2981, 3-4=-4931/2758, 4-5=-2137/1353, 5-6=-2348/1397, 6-7= 3031/1715 BOT CHORD 2-11= 2733/4998, 10-11=-1397/2758, 9-10=-1508/2801, 7-9= 1508/2801 WEBS 3-11= 371/412, 4-11= 1307/2558, 4-1 0>783/392,5-10=-171/459, 6-10= 711/484, 6-9=0/280 NOTES 1) Unbalanced roof live loads have been considered for this design. rFI 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=141t; B=5211; L=34f ; eave=8f ; Cat. II; \\ `\ A. Fxp N C; Encl., GCpi=0.18; MIN (directional); Lumber DOL=1.60 plate grip DOL=1.60 \%-1� p,S , B 3) Provide adequate drainage to prevent water ponding. 4) All MT20 unless otherwise indicated. �1 0`•",••""" �\ C E N 3 • •. -9�lii� plates are plates ``� 5) This tmss has been designed for a 10.0 ps1 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 3938 •' fit between the bottom chord and any other members. . 7) Bearing at joint(s) 2 considers parallel to grain value using ANS1/TPI 1 angle to grain formula. Building designer should verify capacit= of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816lb uplift at Joint 2 and 316lb uplift at : joint 7. • ATE •• 9) "Semi -rigid pitchbreaks Including heels" Member end fbdty model was used in the analysis and design of this truss. r. O ��i�••'",Z 0 R O LOAD CASE(S) Standard % �O N A � � FL Cert. 6634 January 29,2015 Q WARNING- Vedlydeslgnpeometers antl REAONOTES ON THISANO INCLUOEOMITEKREFERANGEPAGEMR-7473rev. OT/fMISVEFORE USE Dedgn WdiauseoNywlth Mrekco ctom.TNsdedgnhbasedontyuponm metersstwwn,andb mrxNdual MHOSngcumponenl. � ADpiicab9ltyofdesgnp melenandproperincomaationofcomponenlhresparNb13yofp dhgdesignef-nottrussdesigner.I6mclsyls wn hral forlatesuprwdofirdiVicluolwebmenn emorly. Adtllibnnl iempaay bracingbiuure stob6lty tluring conslnu:lbn is the mspondb611ty of the p� erector. Additional ponnonent bonim of the overall struclum is thed responsNity of Ma Adng desgner. for general guldance regarding IY1IVf �Tek• fabdomfon, giwilly control. storage, delivery erection and brac4lg, comdt ANSIAPI I Quality Criterio,D59-69 and 9CS19u9dmg Component 6904 Parke East BNd. Safely Info rindlon avalable from Tnas Rate Imilule. 781 N. Lee sleet Suite 312 NexmdM. VA22314. Tanga, FL 33610 o rues (Truss Type LH, Ply 62'Giand Carson 111 wh porch T6]9]415 M11323 AB (SPECIAL 1 1 ,Job R f sal Chambers Truss Inc.. Fod Pierce FI. 34982 7..0 s Sep 2] 2012 MTek Intlusirres. Inc. Thu Jan 2814:53m9 2015 raga , ID:WSJgpGwalPpeur6hk9UjG5yuFUL-AngAvwJootMZZY5 m3SWawzCYAW1YOz4HutPwzgUO_ /4 88-4 12-0-0 15-9-4 20-4.6 22-0-0 24-B-12 34-u-0 v -0-0 8-Bd 3-3-12 3-B-4 4-Bd t-7-a 2A-12 &3-4 - Style=1:62.2 AM 12 5x6 = 3x4 = 4 14 5 as II 5,00 6 15 7 2x9 4xlu 5x12 = 3x4 = 2.00 F12 LOADING(psf) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BOLL 0.0 ` 1 Rep Stress Incr YES BCDL 10.0 Code FBC20101TP12007 LUMBER TOP CHORD 2x4 SP M 30'Excepl' 1-4: 2X4 SP M 31 SOT CHORD 2X4 SP M 30 `Except' 9.12: 2x4 SP M 31 WEBS 2x4 SP No.3 CSI DEFL In (lot) Vdefl L/d PLATES GRIP TC 0.88 Vert(LL) 0.61 13 >656 360 MT20 2441190 BC 1.00 Vert(TL)-1.3112-13 >306 240 MT18HS 244/190 WB 0.67 Hoa(TL) 0.39 9 n/a n/a (Matrix) Weight: 1541b FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS (lb/size) 2=112510-8-0 (min. 0-1-8), 9=1125/0-8-0 (min. 0-1-8) Max Horz 2=-130(LC 6) Max Uplifl2=-816(LC 8), 9=-816(LC 8) Max Grav2=1305(LC 2), 9=1305(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5279/2992, 3-4=-4928/2744, 4-14=-3740/2134, 5-14=-3740/2134, 5-6=-2467/1511, 6-15=-2476/1519,7-15=-2476/1519,7-8=-2545/1492, 8-9=-2889/1683 BOT CHORD 2-13=-2744/5007, 12-13=-1673/3161, 11-12=-115212370, 9-11=-1467/2678 WEBS 3-13=3621404, 4-13=-910/1686, 5-13=-2557754, 5-12=-868/517, 6-12= 260/228, 7-12=-294/365,7-11=-289/642, 8-11= 4801467 NOTES Wind: roof live (3 sewnd gust) Vwddthis design. TCDL=4.2psf; BCDL=3.Opsf; h=1All; B=52f ; L=34ft; eave=6lt; Cat. II; ♦♦♦♦`,�P.S' A r q�' 4 2) ASCE7-10; Vulr! Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=7.60 ♦♦ �. •'��G ENS*,.. ` •y 3) Provide adequate drainage to prevent water ponding. .♦ �- 4) All plates are MT20 plates unless otherwise Indicated. 3938 5) This truss has been designed for a 10.0 psi bottom chord live load nonconCUTMnt with any other live loads. 6) • 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 wilt fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula Building designer should verity capacilC of bearing surface. ATE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8161b uplift at joint 2 and 816 It, uplift uplift at •', joint 9. �0,T�,�� O 10P: N 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �j fi s , C, LOAD CASE(S) Standard �����S ONA; ��♦♦ FL Cert. 6634 January 29,2015 ®WARNING. Vedydes/gmpa.0,.and REAONOTE ONMISANOWCLUDE0MpEKREFERANCEPAGEMIJ-74]3re1. OWMI1169EFOREUSE f Desklnvoildfofuseo VWIh Mgekconrle M.Mdedgnhbased aNyuWn porameterssMwn. rnitlhfor an 4lNNtlud brillr9ng component. Applkabhty, of design patametersand proper Ilwrporatlon of component h re5pondt Alty of "ding designer -not tram designer. &acing shovm Isfor,Weralsuppo ofkn"M webmembersor4y. Addliiwlol temporary brarirxl to lmure s1aD01tyduMg construcironhthe respordb011yof itw erect«. Addllional permarrenl brackx7 of the overall shucNre is the resrw�b6ly of itm bupolilg desl0rn+r. Fargeneral flWdance regaNng rr�1. Mi ITelc fabdcailon qualliyrnnfroh slaa{1e, delivery. erection and bacNg. corw4l ANSI/TPII Quality Criteria, DSB49 and IICSI Building Component safety Information avosable from True Hale Imlitule. 731 N. Lee Street stifle 312 Alexandma. VA 22314. 6904 Parke East Bkd. Tempe. FL w610 ob Truss Truss Type Oty Ply 62' Grand Cedlon III with pomh T6]97416 M1t323 A9 HIP 1 I 1 Job Reference (optional) ' Scale = 1:60.1 ch..D.. ausa n6., ton nett. rL J9 . 4x4 4.W 2 38.0 341 2x3 If 6x10 C 6 17 7 vxa — V•= — 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well LID TCLL 20.0 Plates Increase 1.25 TC 0.25 Ved(LL) -0.21 9-11 >749 360 TCDL 7.0 Lumber Increase '1.25 BC 0.56 Vert(TL) -0.55 9-11 >292 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 13 Na WE BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER BRACING PLATES MT20 GRIP 2441190 Weight: 156111 FT=0% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during imss erection, In accordance with Stabilizer Installation guide. REACTIONS gla/size) 2=573/0-8-0 (min. 0-1-8), 9=297/0-8-0 (min. 0-1-8), 13=1381/0-8-0 (min. 0-1-14) Max Horz2=109(LC 7) Max Uplift2=-450(LC 8), 9=-268(LC 8). 13— 913(LC 8) Max Grav2=690(LC 19), 9=387(LC 20), 13=1598(LC 2) FORCES (to) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=1210/683, 3-4=-875/463, 4-16=-795/458, 5-16=-795/458, 5-6=-387/812, 6-17=-387/813, 7-17= 387/813, 7-8=-96/280, 8-9— 303/178 BOT CHORD 2-15— 547/1104, 14-15=-24/290, 13-14— 241290, 12-13=-254/277, 11-12-254/277, 9-11=-148/252 WEBS 3-15=-371/357,5-15-258/648,5-13=-1196/756,6-13-263/230,7-11=-I58/384, 8-11= 419/384,7-13= 825/447 NOTES ♦♦\\\\,\,S rA•,r,���II 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.OpsC h=14it 8=52it L=34ft eave=61p Cat. If;;; ......... ,♦♦ �• B �A0 Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦� �� '\ J''.git� 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 pst bottom chord live load nonconcurre nt with any other live loads. • 39380 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 wilt fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 450 lb uplift at Joint 2, 268 lb uplift at joint and 913lb uplift at joint 13. 7) "Semi -rigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. �,.. ATE LOAD CASES) Standard FL Cert. 6634 January 29,2015 Q WARNING -Verlfyd@el9n parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111IId4"rev. OVIIM015 BEFOREUSE Design vdId for use onlywith Munk connectors. rills design is based oNyupon pmamefersshown. and is for an lndAduol Mdo1ng component. Appllcabalty of ded9n pmmneters oral properincorporallon of corn corienl Is respmffiNIBy of building designer -not truss designer. Bracing shown b forlaterdapporlofir ualwebmembenonly.AddlllorwllemporarybractrtgfolmiaeslatARydwhlgcoru4ucrkmislheres rzm lityotlho MOWerector. Additional pelmanenl b=Ng of the overall sin cture hike respo�lliN of the Warn, desiFo gner. r general guldanco mgmUng faWlcatlory guilty conhoh stomp., deiNery, erection and baring, convil ANSI/Vu Quality Criteria, D88-89 and BCSI Building Component 6904 Perk@ East Blvd. safety Information avallable, from Truss Rate Irattiule, 781 N. Lee Street. Suite 312 Alexatxlda. VA 22314. Tempe, FL 33610 Job cuss Truss Type Gty Ply 62' Grand Carson III wbh porch T679]41] M11323 A COMMON 9 t Job up of I Chambers Tuss lrw., Fod Pmma FI. 34962 ].350s5eUFUN-H bf3YG usmes,mc. u n e 1 ID:a3B4PavKnnZweXYJckSFBgyuFUN-HObf3YGHIes74xnDXDNaO4oegYF5cE4PMGv8mBzgUm 1-0-0 6-7-t3 12-4-13 I 174) 0 21-73 I 274.3 I y1v1-u wv-v 5-9-0 4-7-0 4-7-0 5-9-0 &7-13 1-0 0 Scale = 1:59.2 4.00 12 4x4 = 19 3x6 % 17- 15 -- le 1. 3x6 S 2x3 II 4x6 sea = axB = 4x6 = 2x3 II LOADING lost) SPACING 2-0-0 CS] DEFL in (hoc) I/dell Utl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.30 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(T-) -0.73 14-15 >547 240 BCLL 0.0 " Rep Stress Incr YES INS -0.53 Horz(TL) 0.15 10 n/a Na BCDL 10.0 Code FBC20107FPI2007 (Matrix) Weight: 1631b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 cc pudins. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation nuke REACTIONS (lb/size) 2=1210/0-8-0 (min. 0-1-10), 10=121010-8-0 (min. D-1-10) Max Herz 2=-166(LC 6) Max Uplift2=-844(LC 8), 10= 844(LC 8) Max Grav2=1355(LC 2), 10=1355(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3245/1839, 3-4=-2656/1547, 4-5= 260611555, 5-18=-2656/1658, 6-18=2595/1654, 6-19=-2595/1654, 7-19=-2656/1658, 7-8= 2606/1555, 8-9= 2656/1547, 9-10=-3245/1839 BOT CHORD 2-17= 1636/3008, 16-17=-1636/3008, 15-16=-1636/3008, 15-20-92811921, 20-21= 928/1921, 14-21=-928/1921, 13-14=463613008, 12-13=-0636/3008, 10-12-1636/3008 WEBS 6-14_ 524/892, 7-14=-3131305, 9-14=-600/407, 6-15=-524/892, 5-15= 3131305, 3-15=-599/407 ,,PS IlIIIIi NOTES M 1) Unbalanced roof live loads have been considered for this design. ��, O 0 E N 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=141t; B=521t; L=341t; eave=6fl; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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. ro 39: 4) , This truss has been designed for a live toad of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt tit between the bottom chord and any other members, with BCDL = t O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 844lb uplift at joint 2 and 844 lb uplift at : •ram joint 10. : ((/ 6) °Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - AT E 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50lb down and 29 lb up at 15-0-0, SOT q Q, _�, and SO lb down antl 29Ib up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. ��� �" , ( 0 R +� •,�`` % %% 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i��Iss,O N AL�,,�, LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-44, 6-11-44, 2-20_ 20, 20-21=-50, 10.21= 2O FL Cert. 6634 January 29,2015 A WARNING -yedrydesl9n parameters and Road NOTES ON]NISAND INCLUDEDMr£KREFERANCE PAGEMII.1473rev. OwMfOISBEFORE USE ■ Design valid for use oNywlih MRekconnecI,va lNstlesignhyupon bosedoNl�ameters shown. antl is for onincMdud bruldlngoemiconenl. Applersoiy fdssign pQameleM0DdproverbooryarOlon o(component hresp0ndbhftYofbalding designer -rot fnwcfeslgner. Brac9lpshown � h for latemingxlod of individual web members only. Additbnal temporary bracing to Insure stability during catttnlcllon is the respordbilllty, of the Atl<9nonalpem�anerebracingofiheoverallshucNrehiherespomlbBityoflhobuldlrgdeslgnecForgoneralgrldoncoregardh9 MiTek' erector. toW alloaquolltyaonhol.storage.tlellvery.erectbnarylbracbig.co tANSIITP11Quality Criteria,MS-89 and Best Building COM,unent 6904 Parks Beal Blvd. Safely Informailoa available ham Truss ROIe eciilule. 781 N. Lee Sheet. Suite 31Z Nexandrlo. VA 22314. Tampa, FL 33510 Job Tnuss; toss Type Gty Ply 62' Grand Garhon 111 wfth porch T6]B]41] M11323 A COMMON 0 1 Job Reference (optional) chambers Ina. Inc., ton wane w. aavee LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 18=-43(F) 19=-43(F) ].350 s Sep 2] 2012 MFfek Intluslries, Inc. Thu Jan 2814:4355 2015 Page 2 10:a3B4PavKnnZweXyJckSFBgyuFUN-HObf3YGHIe 74xnDXDNaO4oegYF5cE4PMGvBmBzgUO2 AWARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE Mll-7473rev.0WiWUr15BEFORE USE Design vaikf lot use onlywlth MRek conneclos, Phis desgn 6 bused oNyupon parometwsshown. and is for an Indvidual building component. Applicability of design Oarametersand proper Incoryoratlon of componenf Is responsbillty of bttlldtrq designer -r of Intss designer. &acing siwwn Is for lateral support ofltWMdual web members ony. Addlbnaltempnrorybnrhtglok=estaNityduMgconstn is Nfhere.pnslNiityoflhe erector. Addltiorwl permanent bracing of the ovemOSlmcMe 6lhe resporssm0lty of the balding designer. For general gWdrerce regardTg MiTek' fab6calbn, apallty conhoh storage, delNery, erectlonarxf bracNg, consWl ANSIITP116ue0ty Criteria, DSB-89 and BOSI Building Component 6904 Palle Eael Blvd. Wait, Intormalion ovneoble from Truss Rote InslHum. 781 N. Lee Street SWie 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 62' Grand Caton III with porch T6]e]418 M11223 GRA HIP 1 1 I Job Reference (optional) Chambers Truss Inc., Fon Pierce R. 3499E 4x4 = 11 3x6 If 3x6 = 6x8 = D-0 11.1-1 16-6-0 7,350 (r) Top chord must be braced by end jacks, roof diaphragm, or properly connected purlins as shown. at = P.iT•S' 3x6 = 6x8 = 34-0-0 Scale = 1:62.2 8-0-0 3.1-1 74-15 7.6-0 8-D0 Plate Offsets(XY), f3.,0-3-8Edge1 f21:038Edae1122:0-3-10Edge1 I24:03-803-01 f2T0-3-80-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Verl(LL) 0.13 22-24 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.33 2-29 >397 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Hoa(TL) 0.03 22 n/a n(a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 1941b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 `Except` TOP CHORD 3-11,11-21: 2x4 SP No.3 BOT CHORD 2x4 SP M 30 *Except* BOT CHORD 2-28:2x4 SP No.3 JOINTS WEBS 2x4 SP No.3 REACTIONS All bearings 0-8-0. (Ib)- Max Horz2=166(LC 7) Max Uplift All uplift 100 lb or lass aijoint(s) except 2— 357(LC 6), 27=-1183(LC 8), 26=-1480(LC 8), 22-643(LC 8) Max Gnav All reactions 250 lb or less at joint(s) except 2=470(LC 19), 27=2282(LC 13), 26=2899(LC 14), 22=9a7(LC 14) Structural wood sheathing directly applied or 4-0-2 oc pudins. Except 1 Row at midpt B-21 Rigid ceiling directly applied or 6-0-0 oc bracing. i Brace at Jt(s): 7, 8, 19, 17,14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. FORCES jib) - Max. CompJMn. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 514/295, 3-5=3711987, 5-7= 636/1292, 7-8_ 636/1292, 8-10= 636/1292, 10-12=-636/1292, 12-13= 636/1292,13-15=-636/1292,15-16= 636/1292, 16-18= 636/1292,18-20-2128/1209,20-21=-2128/1209, 21-22-2206/1190, 1►11111111 6-9= 52/308, BOT CHORD 2-29 � 178/558914026-2927/427, 27-28_ 1 7/4274A 26 27 65/511, 25-26= 355/593, ,`,`\v,P .. • 24-25=-355/593, 22-24-1015/2040 �� O,•'� E N a WEBS 3-29-450/1137, 3-27=-1783/896, 5-27= 768/625, 5-26-513/328, 13-26= 925l614, ,��"N V� 18-26=-2406/1458, 18-24=-832/1770, 21-24=-34/362,4-5=-571/485, 19-20=-343/310, 14-15=-519/392 BYO .i93I NOTES 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASOE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opst; h=14ft; B=521t; L=34f ; eave=6ft; Cat. 1 Exp C; Encl.,GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ATE 3) Provide adequate drainage to prevent water ponding. ��� •, A% 4) All plates are 2x3 MT20 unless otherwise Indicated. � ;6,*-. 4 OR ) 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. i, s •..... 6) hogand any other members - This Iruss has been . s sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��S/0 N A1 fit between he bottom 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357lb uplift at joint 2, 1183lb uplift at joint f :� 27, 1480 lb uplift at joint 26 and 643 lb upl [ at jo nt 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Ci2Cf. 66`.34 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. January 29,2016 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE RAGEMil-7473 rev. OVI&IZO16 GUORE USE oNyunpoIs dbabtfty aril � prope kraoNoral no{comtl ofdedgnpomerelees resporaNlN onakdng designer -not Iner designer. BracVgeshown Isforlaterala4'epodof[WMdualwebmembersoNy. Adtllfk tempmarybradstgtoimurest,titydi41ngconnt=fbnlstherespomiltyoffhe MiTek• erector. AddlAawl permanent bracing of the overall simcNre lslhe respomlMlltyol lha builWrg tledgner. Forgerlero guidance regmdBlg (obicoin, qugllfy conko4 storage, delNery, ereclin and brachg, consult ANSI/TP11 Quality Criteria. DSB-89 and BCSI Bullring Component N04 Parker East Blvd. Safety Information avolot 4e, kom Trans Rate nitrate, 781 N. Lee Street. Sulte 312. nexordda, VA 22314. TaWa, FL =10 Job Truss Truss Type Oly Ply 6T Grand Cartlon ill wish porch T6]9]418 M11323 GRA HIP 1 i I Job Reference (optional) Cheatham Truss Inc., Fort Pieme FI. 34982 7.350 s Sep 27 2012 Mi7ek Industries. Inc. Thu Jan 2914:44:02 2015 Page 2 ID: etCicxC3ixVV?hutslypJyuFUK-aMWIXxLg5nl800gZSBODCVbadNXtllgRzc63VEzgU7x NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b downs and 461 Ito up at 26-0-0, anti 967 lb dovin and 461 Ib up at e-0-0 on bottom chord. The design/selection of such connection dm4ce(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13= 44, 21-23=-44, 2-29=-20, 24-29=47(F=-27), 22-24=-20, 3-11=-103(F=-59), 11-21 =-1 03(F=-59) Concentrated Loads (lb) Vert: 29=-555(F) 24= 555(F) Q WARNING- Vemysarslgnparameters end READ NOTES ON THISANO INCLUDED MREKREFERANCEPAGEMIM"rev-OVIM SBEFORE USE ■■■ DesignvNklloruseoNywitif MllekconnectomWsde onhbp donlyuponpa metemshown.ondlsforonhdMdualbtBmngcomponenf. � Applicabllliy of design paroph amenersond per coryoralion of component Is responsibility of teilding designer -not Buss deAgnef. &acing stfown hforlateralsupprn of0rlivltl webmemberso y. AtlrLlbrud tempotmy tracing to intue slabSitydurhg coradwnion is the respontlbBpTyof fife M� OiW MOW erector. Atlditlorfnt permanent bfactiq of the overall sinrclure h fibs feSporNMilty of tife b10r➢ig de5grler. Fwgeneral pddmfce regartlhg 'Mathn, coil ry contfoL darns o. delivery. erection and brachg, consult ANSIRPII Quality Criteria, DSB49 and BCSI Building Component l 6904 Parke Enid Bled. Solely Information avoaaWe from Truss Rate hstBote, 781 N. Lee Street. Sutie 31Z Alexandria. VA 22314. Tempe, FL =10 Job russ Truss Type Oly Ply 62' Grand Cartoon 111 wnh porch T6797419 M11323 GRB HIP 1 1 Job Reference (optional Chambers Truss Ir,c., FOA Pierce FI. 34932 Ira, Thu Jan 29 1449.2 3o1S V E 7.aso ¢ 27 zeiz ...... ndasiri ,gZS ID:SrRaEWrg04M78G4raW BLWyuFUJ-aMW IxxLg5n1 8DOBODCYbh_Ndb114Ru63VzgU?x 1� a-tr0 14-2-6 I 2 4-0 26-0-0- 7-pp 8-tr0 6-2.6 67-10 543-0 B-0-0 T sale=1:60.1 4.00112 6x10 M = Us = Sx6 = 5,05 = 3x8 = ._ 14 3xG 11 Sx6 W6— 3x4 = 6x8 = 3x6 = 6XS LOADING(psf) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress incr NO Code FBC2010/TPI2007 CSI TC 0.93 BC 0.62 W B 0.97 (Matrix) DEFL in goc) I/dell Ud Ven(LL) 0.20 15 >999 360 Vert(TL)-0.3513-15 >685 240 Horz(TL) 0.08 12 Na Na PLATES GRIP MT20 244/190 Weight: 1501b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 3-13 6-12: 2x6 SP No.2, 6-1 O: 2x4 SP M 30 2 Rows at 113 pts 4-12 OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection. In accordance with Stabilizer Installation oulde. REACTIONS (lb/slze) 2=1130/0-8-0 (min. 0-1-12), 12=3419/0-8-0 (min. 0-5-7), 8=446/0-8-0 (min.0-1-8) Max Horz2=-77(LC 6) Max Upliff2=-898(LC 8), 12=-2520(LC 8). 8=-394(LC 8) Max Grav2=1458(1-C 13), 12=4630(LC 15), 8=538(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3668/1938, 3-16— 1984/1203, 4-16= 1984/1203, 4-5— 1121/2302, 5-6-1121/2302, 6-17=-778/440, 7-17=-779/440,7-8=-882/416 BOT CHORD 2-15= 1715/3467, 14-15=-1737/3533, 13-14=-1737/3533, 12-13-1022/2028, 11-12— 2284/1302,10-11_ 2284/1302,8-10= 293/781 WEBS 3-15-408/1222,3-13-1642/779,4-13=-203/929,4-12=-4684/2540, 6-12=2440/1562, \\\\\Q , 6-10=-173913381, 7-10=-339/365 \ PS, A A ljI \-p NOTES �, �\•, •• <e 1) Unbalanced roof live loads have been considered for this design. �� •\ G E N g •• '9� 2) Wind: ASCE 7-10; VUit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=1411; 8=52tt; L=3411; eave=6ft; Cat. I Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3938 38 3) Provide adequate drainage to prevent water pending. * ' 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt _ tit between the bottom chord and any other members. ATE 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 898 lb uplift at Joint 2, 2520 lb uplift at Joint � •0 •• 12 and 394 lb uplift at joint 8. 0� T•• ^` Q' ' 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10 F • , 0 R \ 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ib up at i�� SS '• ... �� 26-0-0, and 967lb down and 461 fir up at 8-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 January 29,2015 LOAD CASE(S) Standard O WARNING-V-drydeslen parameters and READ NOTES ON TNISANOINCLUOEO WEKNEFERANCEPAGEMII.7473ra- OV1620166EFORE USE ■■■■ Dedgnvalklroruseonlywith Mgekconnechas rls design Is based only upon parameters shown- and is form Individual bulging cominment. Incorporation olcompanenl Is respma hty of btllding designer- not tnra designer. BraGnl shown p ` Approablity ofdedgn por mefersand proper NforlateialsupponofWMduoiwebmembalsonly. Additional temporary bracing toneureslablltyduMgconshuctlonbthe responsbilityofline, MiTek' erector. Addflionalpen nib MIMoftheover istructurehthere5pamiblllyofthe MLldlrlgdesigner.FOrgemrcIguldmlceiegmding taMcaBom arwity control, storage, tlelNery, erec8onand bredng. corwJt ANSI/1PII Quality C Ueda, DSB-87 and SCSI Building Component 6904 Paft Fast Bald. Sorely Information available from Tans Rate, W900. 781 N. Lee sheet Sulle 312 Alexan rfa. VA22314. Temp.. FL 33610 Job Truss Truss Type ry Ply 62' Wood Carbon 111 Mh porch T6]B]419 M11323 GAB HIP 1 1 _ Job Reference a Honal Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s SOP 2' 20/2 meek ibluvides, Inc. Thu Jan 2914:44:02 2015 rage 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ.aMW IXxLg5niooOgZSBODCYbh_Ndbll4Rzs63VEZgU?x LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-44, 3-7=-107(F---63), 7-9= 44, 2-15= 20, 10-15=-49(F=-29), 8-10- 20 Concentrated Loads (lb) Vert: 15= 555(F) 10— 555(F) O WARNING- verltydeslgn parameters abdui Ao NOTES ON MSANGINLLUOEOMREKREFERANCEPAGEMR-]4]3rey. OWSIZO1SSEFORE USE. ��4�■�■■ Design colkdIM use omy Wth Mgek connectors. TNsdeslgn b based onlyupon parameters Mown. and is for an lntlivldual lwHding component. ArolcoUltyofdeUgnparametemMdpmperhlca affmofcompa ntkrespon U[ryofbtldhodeslgner-rlathussdeslgner.&adngshown �pfq ■■■■��i`iYYY ■■■■ N torlatetal5u lofind wlwebmemb MONy. Additional temporary brarn"n, insure slabUily during construction Is the resporahBllty of the MiTek' erector. Additional permanent bracing of the overall structure 5lhe resporsskAllryof fine bdlding deslgner. Forgersed ouidance regarding (ablcaHon. quNHyconfrohstorage.delivery,erectiona�bacing, cormbl ANSI/TPIIQuaiiy Ctllera, DSB49 and BCSI 9ullding Component 8904 Perks East BNd. Safely Information avulcble from Truss Rate fruiHute. 781 N. Lee Street. Su11e 312. Alexrmdtla, VA 22314. Tamps. FL =10 Job Truss Truss ype Oty ply62' Grand Carkon 111 with porch 6]B]420 M11323 J2 MONOTRUSS a 1 Job Referee rof I ChR. 34882 ].s5121 p ALTek nduinas,mc. inudee1aUray ID:x1yzSlzTbJCDIIr6PH1OukyuFUI-2Z4gIHMIs5t72901?vXSIm83Kn5W_PbCWrc1 hzgU7x Refer to MiTek "TOE -NAIL" Detail for connection to supporting carder truss (typ all applicable jacks on this job) SO = Scale =1:7.9 2 60 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Wall Ld PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/rPI2007 (Matdx) Weight: 8 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 2=12210-8-0 (min. 0-1-8), 4=19/Mechanical, 3=29/Mechanical Max Horz2=66(LC 8) Max Uptift2=-143(1-C 8), 3= 29(LC 5) Max Grav2=145(LC 2), 4=38(LC 3), 3=39(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vwd=128mph; TCDU4.2psf; BCDL=3.Opsf; h=14f1; B=52ft; L=341b eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 pst 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 girders) for truss to truss connections. �11111I t1 q 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143lb uplift at joint 2 and 29lb uplift at joint �`�`,1 S A 3. --tA 6 "Semi-d itl itchbmaks includingheels* Member end fixi model was used in the analysis and design of this truss. �` \V` •' • • • • • • �e ��i LOAD CASE(S) Standard 3938 ` =�. ATE + ORI %% IONAI FL Cert. 6634 January 29,2015 ®wAim-G. Vedry destgn pammehrm and READ NOTES ON MIS AND/NCLUDED M/TEKREFERANCE PAGEMIF74]3 rev. OVIEYOIS EEFGRE USE ■! Design void for use only Win Mgek connectors. into design Is based only upon pcirometers shown. Ond IS for on Bld4ducd bU]drlg mrapanarV. Applklffi11ty of destgn paamelers and proper Irlcoryoraffon of component Is responskrpity ofbudidhg designer -not turn designer. &adrxl shown b for lateral wprwd of llydMdual web members ody. Addliorinl temporarybracing to i ru e sfd lly du g conMmlbn is Ble mspo Wilty of the erector. Pddltlondpennonentbr MOfineoverdlshu mN fheres(wnWNlflyofthebUl i gdaslgner.Forgerrefdguklancerouarcmu MiTek' ludlcalfon.gwllty control slomge. delNery, erection arW bracing, conwll ANSVFPIIQality Criteria,DSR-89 and BCSI BUIdIng Component 6904 Paeke Easl Blvd. Safety Infofmalle, OvaDode from rruss Rule 0stllute. 781 N. Lee Street Who 312 Nexardda, VA 22814. Taropa, i. 33610 Job Truss I rues I ype C1y Fly 62' Grand Carron III with porch T6797421 MilanAMONO TRUSS I B I 1 I Job Reference (opitionaft Chambers Tmas Inc., Fan Pierce R. 34982 3x4 = 7.350 s Sep 27 2012 MtTak Industries, Inc. Thu Jan?P 14:44:Ua zou Page i ID:PDYLfd_5MdK4MSOTz?ZfRxyuFUH.2Z4glHMls5t?2901?vXSime0Fn2SU_PbCWrc1 hzgU7w LOADING(psf) SPACING 2-0-0 CSI DEFL (Ioc) Well L/d TCLL 20.0 Plates Increase 1.25 TC 0.26 Ved(LL) -0.0in 1 2-4 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Ved(TQ -0.03 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a rl/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 DOT CHORD 2x4 SP No.3 REACTIONS (ib/size) 3=69/Mechanical,2=185/0-8-0 (min. 0-1-8),4=36/Mechanical Max Horz2=103(LC 8) Max Upilft3=-82(LC 8), 2=-188(LC 8) Max Grav3=87(LC 13), 2=219(LC 2). 4=73(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT=O% BRACING TOP CHORD Smuctuml Wood sheathing directly applied or 4-0-0 cc puriins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance With Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh, B=52ft; L=34f ; eave=61t', Cat. II; Exp Q Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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) 2 efer to girder(s) for muss to MISS Connections. ,�� PS 1 A 5) Provide mechanical connection (by others) of imss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 188 Its uplift at Joint ,�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' � ' ,•� G E N LOAD CASE(S) Standard I< a, 39� Tc rO ATE :��1 J �OR1N'e� /ONA�Eif III% ��`�� FL Cert. 6634 January 29,2015 ®WARNING -Verlsy design peramesers and READ NOTES ON THISAND INCLUDED MREKREFERANCE PAGEMg-74nna, OP W016 BEFOREUSE. Dedgn valid rcr use ontyvAlh MBek correctors. This design B lamed oniyupan parameters shown. and is for ant ktdwlduol blEtling component. Applk:abrdy of design pQrs ometeand proper hcorpwallon of component Is resrwrdI of LxNdTg dedgrler-rut hies deugner. Stating shown 5forlateralsuppwlofIMhvidualwebmemb moNy. Addlliorultempmx ybractrxltoomaestab011ydumgconstaretb hsthereN nEb ifyoffhe MiTek' erector. AddliorApetmaneniGacingofiheovemllstmcMehlheresponsbiliryollhetwBdlrx)dedgrer.FagerleralguWrueregmdhg (abdwliorx quality control. sterage, delivery. ereclionaM hxing, comuli ANSUTPiI Quarry Cdheda, DSB.89 and BCSI Building Component W04 Parke East Bind. 6afety IMormatioh avnpable from Truss Role Nstltule. 781 N. Lee Sheet, Lille 31Z NexoMM. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry I P 60 Grand CarBon III Willi porch T6]9I422 M113M J6 MONO TRUSS B 1 lob Refti I Chamin bers Truss c, Fod Piece K 34982 c Xi4u ° I D:1P6jtzJ7xS>L_fXi41a9yuFUG-W Ie3ydNwdP7sfJzxzc2hHzg3fB19DRikQAbAZ7zgUT Scale = 1:14.5 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Ved(LL) -0.06 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.16 2-4 >418 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a Weight 201b FT=O°5 BCDL 10.0 Code FBC20107RPI2007 (Matrix) LUMBER TOP CHORD 20 SP No.3 SOT CHORD 20 SP No.3 REACTIONS (lb/size) 3=117/Mechanical, 2=24610-8-0 (min. 0-1-8), 4=56/Mechanical Max Harz 2=141(LC 8) Max Uplift3=-144(LC 8), 2=-218(LC 8) Max Grow 3=144(LC 13). 2=289(LC 2), 4=113(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or B-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MITek recommends that Stabilizers and required boss bracing be Installed during truss erection, in accordance with Stabilizer Installation aulde. NOTES 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=14fh, B=52(t;, L=34ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcum mt 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. "p{ 1I f f I I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1441b uplift at joint 3 and 2181b uplift at �,\ p,S A joint 2. O� . E •• 6) "Semi -rigid pilchbreaks Including heels' Member and fixity model was used in the analysis and design of this truss. % , C •N M LOAD CASE(S) Standard ITATE OFF.: <ORt•OPN �ONA%-S 0%� FL Cert. 6634 January 29,2015 A WAR wa- vedrydeslgn parameters and READ NOTES ON THOANDINCLUDEDMREKAEFERANCEPAGEMII-1418mv. OWM016 BEFORE USE �• DesignvdMforuseodywiih MRekconnectoMTrbdedgn6basedonlyuponpa metersetwwn.andkforan IndNdud Mddklgcomponent. 1'coomfion of component Is resporoUlty of buldVQ designer -not truss designer. &achg stwwn AppilcabilN of dm esign paametersarM proper Is for laferd sr4rpod oflrMlvMual web members only. Adtllllwwl temporary bracing to hwee slablify duNg conshucllon is the resporWb011ry of/M Istheresporaugh,ofthe building designer. For general gf9darc,.regardig MiTek' erector./vldtlawlpemrrncnlbMCFK1oflheoverdlstructure fa[nlCallort glydlty coniroL storage. delNery. erection arM bracYlg,consWl ANSIRPII Quality Ontario.DSB-89 and BCSI Building Component 6904 Parke Eesl 3W. sarery INormallon available from lass Rote haul"e. 781 N. We Street, Suite 312. AlexandM, VA 22314. Taupe, FL 33610 job toss 7 tossType Gry P 6Y Gmnd Carhop III Mh pomh ]423 Milan is MONOTRUSS 20 1 7 Job Reference (optional) Chwaw. Tlu's lnc., FM Plates M. 34e62 r.:ua' asp" ze¢ ou i n'mausuee, mo. ,. I D:tP6jtz j7xSx-c_fxi4uz9yuFUG-W le3ydNwdP7sfJzxZc2hHzg81 B06DRIkOAbAZ7zgU?v n-0-0 ao-0 scale = 1:17.7 3x4 = e-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (roc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 ITC 0.51 Ved(LL) -0.15 2-4 >613 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Ved(TL) -0.37 2-4 >245 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n1a n/a BCDL 10.0 Code FBC2010TFP12007 (Matrix) Weight: 25lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bmdng be Installed during truss erection, in accordance with Stabilizer Installation quids REACTIONS (lb/size) 3=163/Mechanical, 2=308/0-8-0 (min. 0-1-8), 4=76/Mechanical Max Horz2=179(LC 8) Max Upl1fl3=-203(LC 8), 2— 250(LC 8) Max Grav3=200(LC 2), 2=360(LC 2). 4=153(LC 3) FORCES (Ib) - Max. CompdMax. Ten. -All forces 250 gb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52f ; L=3411; eave=6fC Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 Ill between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connections. ` 411111111// ,' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203lb uplift at Joint 3 and 250lb uplift at , vp S A. ,q / joint 2. --tn' 6) °Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� �`V, •'•"' �e LOAD CASE(S) Standard 39380�• i )R1� N AO nnu0 FL Cert. 6634 January 29,2015 Q WARMNG. Vedty deslgnp mmelers and READ NOTES ON TNISANO INOLUOEOMREKREFENANCEPAGEMII-7479 rev. 0Y16R016EEFORE USE DQdGn valid for useoNywiih Mge`conneclors.lNs dosl0n bbmed oNyupon praaneters shown. altlkfor On YullNtlrml brcldinG component. Applkabllty of tlesgn I>Qamelersand proper klcoroton of componenl5reywmmlllry of Mtlltlkp7 tleslpner -nci puss tled1lnar. BracNO sMwn Is(or lateral support ofhWMdrxi web members_nt Additional temporary bpclrx)to soars stab111yduMg conskuctbnblhe respomlb611N of the ■■�� TT erects. Atldllorx4 pemlarenibmch of theoverNl sBuchrte bthe reSpwalWlN of lha dNNnp tle4Grser. For BarreralUNdmx:e re0ortlln0 IYI(IBk• faMlcalion, gua9ry control, stomas, delivery, erection and [xacNR. conait AN61/tPll OuoPty C41eda, 03B-89 and aC61 auiiding Camponenl 6904 Parke East Blvd. Safety INomtallon avclade from inAs flats Imlliule. 781 N. Lee SheeLSWie 312 Alexandlla. VA 22314. Tarrya, FL 33610 Job I russ Type Gly Ply 62' Gland Cerkan 111 wdh porch T6]9]424 M11323 ICJe MONOTRuss L 4 1 Job Reference (pC 0 Chambers Truae Inc.. Foci Pierce FI. 39882 ].35U s eep 2] 2U12 M7ek In OZ01s, Inc. Tina Jan 20 MBa 8yo?uf P.O. 1 I D:Lcg54J7LuEarxmZr4067 W MyuFUF-_xBRAZOZ07jHN87JZwgBDMBak8yo4utgKj6ZzgU7u 1 5-0 7.3.4 1 1 "1 1-51Z34 3-11-12 Scale=1:20.8 3x4 = 14 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.06 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.15 2-7 >850 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.44 Hoa(TL) 0.02 6 nla nla BCDL 10.0 Code FBC20107TPI2007 (Matrix) Weight: 44 to FT=O/ LUMBER TOP CHORD 20 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=164/Mechanical, 2=411/0-11-5 (min. 0-1-8), 6=199/Mechanical Max Hoa2=244(LC 8) Max Upllft4=-204(LC 8). 2=-325(LC 8), 6= 278(LC 8) Max Grav4=2440 13), 2=480(LC 2), 6=587(LC 13) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11171488 BOT CHORD 2-7=-656/1112, 6-7=-656/1112 WEBS 3.7=0/336, 3.6=-1221/721 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlirls. BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. MiiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.OpsC h=14fb B=52ft; L=3411; eave=6fh, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideratlon. 11111I 111111 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `` 1 A 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 0 P, . • • fit between the bottom chord and any other members. ,`�% G E N i 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 Ib uplift at joint 4,325 lb uplift at joint 2- 9 and 2781le uplift at joint 6. 7) 'Semi -rigid pttchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ n5 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-44 Trapezoidal Loads (pit) Vert: 8=0(F=22, B=22)-10-4=-124(F=-40, 8=40), 2=-2(F=9, B=9)-to-5= 56(F=18, B=-18) ITATE OF---: .40R1�Q (? , //11111110 FL Cert. 6634 January 29,2015 ® wARNwa-vadrydeslgn Paramerom andREAD NOTES ON TN/SAND/NCLUDEUMREKAEFERANCE PADEMII.7473 rev. OMMOISBEFORE USE Design wild for use oaywlth MBek conneclom This design is bpuadonlyupon pra®rselersshown, and is for an indvldud bt9div component. Applk abllly of design pa,amelamand proper hcoipolollon of component Is respontlb611y of txdltlhg designer - got tn¢s designer. Bracing shown kforialerdsuppodoflnc Mudwebmemb nody. Addlbmlfempwarybr=WiolnstneslaNtlydmhgcorninrcilonislheresrwr6NINyoflhe erecter. AtldNond pennaruml bracing of the overall slnn:Nrahiha resporWbAlty oflM brNWrg ded0rwr. Forgererd gt4danc0 ragot<Eng MOW fabdpalinn. opouN cpnOoLslora0e, delNery. erecllonaM bractrtg.consstll ANSIAPil QuaNly Cdtetia, DS949 and Bat BuNding Component 6904 Parka East Bit Safety Information ova0able from Tr=Rate Imlifule, 78114. Lee Street. Salto 312. AlexarWM. VA 22314. Ternpa, FL 33510 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0'1/ldr For 4 x 2 orientation, locate plates 0-'ndl from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 648 dimensions (Draw shown in scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 © 2012 MiTek@ All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. is always required. See SCSI, 2. Truss bracing must be designed by on engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%or time of fabrication. 9. Unless expressly noted. this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimenslons Indicated ore minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no celling Is installed unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member a plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consultwith project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSIJTPI 1 Quality Criteria.