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Home My WebLink AboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. M[Tek®- RE: 25406 - #25406 - Mel-Ry - BERGEVIN RES. Site Information: Customer Info: Mel-Ry Project Name: Bergevin Res Model: na Lot/Block 192 Subdivision: Nettles Island Address: na City: Jensen Beach State: St. Lucie Cnty, Flo MITek USA, Inc. 6904 Parke East Blvd. Tampa, FL336104116 SCANNED BY St Lucie County — 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: FBC2010ITP12007 Design Program: N iTek 20/20 7A Wind Code: ASCE 7-10 [All Heigh]] Floor Load: N/A psf Roof Load: 45.0 psf Wind Speed: 170 mph This package includes 64 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affored to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611316-31.003, section 6 of the Florida Board of Professional Engineers Rules. No. ISeal# Truss Name I Date INo. Seal# Truss Name Date 1 IT4976218 -CJ1 8/12/013 118 T4976235 -EJA6 8/12/013 2 IT4976219 -CJ3 8/1210 3 119 T4976236 -EJB7 8/121013 3 IT4976220 ^CJ3C 12/ 20 T4976237 -EJB8 8/12/013 4 T4976221 ^CJA1 8/12/013 21 T4976238 ^EJB9 8/12/013 5 T497,222 ^CA 2 8/12/013 22 T4976239 ^EJB10 8/12/013 6 IT4976223 ^CJA3 8/12/013 123 IT4976240 I -EJC 8/12/013 7 14976224 -CJA4 8/12/013 124 T4976241 ^HJ3 / 1 8 T4976225 -CJA5 8/12/013 25 1 T4976242 ^HJ5 8/12/013 9 IT4976226 -CJAB 8/12/013 26 T4976243 -HJA 8/12/013 10 T497622 -'CJ81 8/12/013 27 4976244 ^HJA2 8/12/013 11 T4976228 ^CJ82 8/12/013 28 T4976245 A1G IBl12/013 112 IT4976229 I-CJB3 18/12/013 129 IT4976246 A2 IW12/013 1 I13 IT4976230 `CJB4 1&12/013 130 IT4976247 A3 18/12/013 1 14 T4976231 ^CJB5 8/12/013 131 IT4976248 A4 8/12/013 115 IT4976232 I^CJB6 IW12/013 132 IT4976249 IAS l6/1210131 I16 IT4976233 I-EJ3 Ie/ 2M13 133 IT4976250 IA6G 18/12/0131 17 IT4976234 I^EJ5 IB/12/013 134 IT4976251 IA7 18/12/013 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. 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, perANSI/TPI-1, Chapter2. U v�GEN�9¢y No 39380 ST E OF ••nrurrr.�- FL Cert. 6684 August 12,2013 Alban, Thomas 1 of 2 S i t '1 • �. 1 x i• .r .e -. � • i r � �. .. i ... 1. r .... � j J �• Y RE: 25406 - #25406 - Mel-Ry - BERGEVIN RES. Site Information: Customer Info: Mel-Ry Project Name: Bergevin Res Model: na — Lot/Block: 192 Subdivision: Nettles Island Address: na City: Jensen Beach State: St. Lucie Cnty, Flo No. Seal# Truss Name Date 35 T4976252 A8 8/12/013 �36 T4976253 IA9 I8/12/013 �37 T4976254 IA10 I8/12/013 �38 T4976255 IA11FG 8/12/013 �39 T4976256 Al2 8/12/013 �40 4976257 I A13 18/12/013 !41 1 �T4976258 IA14 I8/12/013 42 T4976259 A15 /12/013 43 T4976260 A16 8/12/013 44 IT4976261 1131G 8/12/013 45 IT4976262 1132 8/12/013 146 �T4976263 �B3 I8/12/013 47 �T4976264 B4 6/12/0131 148 IT4976265 65 181121013 I 49 IT4976266 IB6 8/12/013 50 IT4976267 1137 8/12/013 �51 1 4976268 1B8 I8/12/013 I I52 �T4976265 189 8/12/013 I 53 T4976270 B10 8/12/013 54 T4976271 611 8/12/013 55 IT4976272 IB12 /1 / 13 56 T4976273 IB13G 8/12/013 57 IT4976274 lClH 8/12/013 58 IT4976275 IC2 8/12/013 159 1 4976276 C3 I8/12/013I �60 �T4976277 1C4G I8/12/013 I 161 IT4976278 I C5G I8/12/013 �TT4974976279 D1H 8/12/013 I 162 623 �6280 1 D2 I8/12 013 I 164 IT4976281 I VM3 I8/12/013 I 2 of 2 Job TN55 TrussType Dty Ply i35008-Me4Ry-BERGEVIN RES. -CJI JACK -OPEN MUSS 10 1 49]8318 East Coast Tross, Fad t,a.'R. saws 7A30aJu1252013MTekindus14es,lnc. Mon Aug1215:2T.332013 Paget ID:bPlo3patlS_8YA2AHx9dnbyxRsOjYv5rDWilA7O0mwU1V2gR?NhOwgK_gRXs8H2yo2V 1S2 1J2 -Sple=9:6A - 2 3d d 3 3x4 = Provide bearing connection(s) to resist hoAzoMal reaotlon(s) shown. 0.7-8 1-3 2 0.]- 0 � LOADING(psf) SPACING 2-0-0 CSI DEFL in (fee) Udell List PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 6 n/r 120 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 Be 0.06 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 4lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 132 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied orb-0-0 oc trading. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS chanical,2=112/Merhanical F Max Horz 3=226(LC 8), 2=-203(LC 6) aT2&(C Max Gmv 2=112(LC 1) FORCES (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. NOTES 1) Wnd: ASCE 7-10; Vuit-170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf1 h=15ft; B=45ft; L=2411; eave=4ft; Cat 11; Exp D; End., GCpi=0.18; MWFRS (directional); Cantilever left and night exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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 36-0 tall by 2-0-0 wide will betweenfit bottom ctnsmbers. 7A7/ 5)Refeto ftrusstotruss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001Is uplift at joint(s) except Qt=lb) 2=128. ```,PS 7) "Semi including heels" Member end fixity model In the design this truss. E N •' �� -rigid pitchbreaks was used analysis and of S 9�l 8) Warning: Additional permanent and stability bmang for buss system (not part of this component design) is always required. ♦'/ V E•-••-[� i LOAD CASE(S) Standard + 3'0 393a0_-- y� Mir z ATE�L� p • 1�, c� O R , O SS10NA%11?�`�� FL Cert. 6634 August 12,201 ®WARNING -VeniA destgnpmkandcns and REO N07EPponON 778E AND r=UDED b4TEKREPERSNCEPIGSR111.7473 BEFORSUSS. 0 g aGdforuseonbvlth MTcoen ekt.Thedesgnhlmsedonly metenshp n andai an idal db mmgcamponent. Appr bgti.f d.,IW pommeters d pmpe Incespom8on of tom cnent mspombrily of building d gner t t tl gner. Bmcing shown �-•��, Is fw lateralsuppodofhuMdualweb members only.Adtlfonaltemp Car ocmgtoinsumstabLtyd drgco fi clionhth responsibnnNoflhe Welk' an . Additonol perment brocing of the ovemA structure Is the lesponabdty of the building designer. Forgenesol Co dance regordmg fabrkofiaa quarry cwon1iraoL storage. down, erection and bracing. consult ANSI(1P11 puallty Cifie�da.DSB-89 and SCSI Bulding Component HSovthem Pine taPt 1 umber tizpecifified, the des a, vaius;arethose ehe Ctive Ob/o112033by AUC 09N Pads Earl Blvd. Tampa. FL 338tost15 JOb Truss Truss Type - Oty Ply 025408- Mel-Ry- BERGEVIN RES. T4g78218 ' 25406 1 4 -CJ] Ja0-0pen Tmu J 1 East coast Tmss. Fort Pierce, FL. U946 7.43D S Jul 252D13 MTek lndushles, Inc Mon Aug 12 15:27:33 2013 Page I D:bPlo3patlS 8YA2AHxgdnbyxRsD4Yv51DWDi7A700mwW7V2gR7fhPrgK_gRXs6H2yoZV 3g-D - -- - Refer t"Frek'TOE-NAIL-0 taiHorconnectionto -- - - - - - - - - — ---aaale V8.2 supporting comer truss(typ all applicable jacks on this job) 2 3 3A0 12 1 d Ll I 3x4 = 0 34 l 5 Qe 1 40 4 3 (FO Plate Offsets myr rf:0-".0-0-2l.I1-0-I-0.I-7-9T LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Ven(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.07 Vert(rL) -0.00 6 >999 180 BCLL 0.0 ' Rep Suess Ina YES WB 0.00 HOrz(TL) 0.00 1 n/a n/a BCOL 10.0 Code FBC2010rrP12007 (Maufx-M) Weight: 11 IS FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MTek recommends that Stabilizers and required cross bracing Left: 2x4 SP N0.3 be installed during truss erection, in accordance with Stabilizer REACTIONS fib/size) 1=198/D-&O (min.0-tA),2=40/Mechanicel, 5=29/Mechanical , Max Harz 1=55(LC 8) Max Uplift l=-97(LC 8).2=-37(LC 8), 5=14(LC 8) ' Max Grav 1=198(LC 1). 2=40(LC 1), 5=32(LC 3) FORCES Qb)-Max. CompJMax.Ten.- Altforces 250(I1g) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult-170mph (3-secend gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsh h=1511; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonmricufrent with any other live loads. 4)ve loadof 20.asf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0.0 wide will S fitbed en the bolt m chord and any 5) Refer to girders) for truss to huss connections. �e �i�, ,...• E N 6) Provide mechanical connection (by others) of truss`\ ss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 2, 5. \\\�O,•'�O S'• ,q �� 7)'Semi-rigid pltahbreaks including heels' Member end fixity model was used In the analysis and design of this truss. ; ,� V _�; _•, 2 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. + 9380 v1 * , LOAD CASE(S) Standard :• ' !" ATE : u/ SSIONqfill 'I FL Cert. 6634 August 12,201 ®WARNING -Ve,'Y daignparourlet.load READ NOTES OMMS AND JNCLUDa.0 bII1SICRBPERENCE PAGE➢II-7473 BEFORE 0.5E . DesignvaW ror use only with MBek connecton.rKh design Is broad onfy upon paramelen shown, and is foran imfivklual burdi g component. Applicability of design pemmeten and proparincapora0on of component a respomlilty of bu9ding designer -not truss designeranacing shown uforldemt suppod of Individual web members only. Addifond temporary boring to from slabuty during canstction 6 the responstbAOty of the MiTek' erector. Additional permanent bracing of the overall stmchne if the rescombi0ly of the bu0dng deegnef. For general guidance regarding foloo,onon. quality conhok storage, deriver,. erection and bracing. cassult ANS111P11 gaordy 0Reda,DSe-89 and BCSI Sending Cempenenl 68W Palle East Blvd. Safety lnlarmWien pDiable from J.,Plata RulifuteJ8lN. lea Sheel. Suite 312. Alexanddo. VAp2314. HSauthern Pme {5 lumber ecified, the design values zre chose effective 06/01/2013 by A1SC Tampa. FL 338104115 JOb Truss TNBB Type Dy Ply 025408-Me4Ry-BERGEVIN RES. e 25406 -CJ3C J.at ,Penhu. 1 1 T4976220 e East CoezlTmsa, Fan Pleura. FL 31048 Man Aug II15S7:3PnEq Paget Y7.430 A2A xgdnb013MReklnduslde,Inc IDAPIo3patl$ BYA2AHx9dnbyxRsf1Bk7T2ZXrTLI 0aL6A0Vka1 9c5kpPnEggBcipUyoN 3-PO 3-M 2 3 3.00 r + 4 � 11 Q° 5 3x4 = 4 3A 300 LOADING(pso SPACING 24" CSI DEFL in poc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 ETC 0.14 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Ved(TL) -0.01 5-8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 1 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix.M) Weight: 9In FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=14210.8-0 (min. 0-1-8), 2=80/Mechanical, 5=45/Mechanical Max Horz 1=55(LC 8) Max Upliftt=70(LC 8), 2=-66(LC 8).5=12(LC 8) Max Grad, 1=142(LC 1), 2=80(LC 1).5=56(LC 3) FORCES (Ib)-Max.Comp./Max. Ten. - All forces 250(Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree raising about its center. 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 mbers. fit 5) Refer to for Wsseen the bottom rd and any other o truss irJ11 10,' girder(s) connections. 6) Provide mechanical connection (by others) of tress to beading plate capable of withstanding 1001b uplift at joint(s) 1, 2, 5. A.I ,` 7)'Semi-rigid including heels' Member fixity in the design this truss. `� ......... E ' pitchbreaks end model was used analysis and of O N 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �'•� ii `��/��:�-� _F YO 9380_ . —ty LOAD CASE(S) Standard ^�'�• _ATE '.�/� R FL Cert. 6634 August12,201 &WARABN0-7erQ(gdstgnp.atersaed Apan NOTES ON7&TS AND JATLUDED b IMCRBPERENCEPFOE MU-7473 BEFORE USE . Design void for use or* with Mgek connecton.The devgn h based oNy upon parameters shown. and is for on Indyiduol buldmg component. AoplicabiONof dasign parameters and incorporation of component is respomiblily of bWdng designer -not two desgner. Bracing shown ?A0 jai proper is foriateral support of ksdividual web members onry. Additional temporary bocing to Insure sloMLNdudng constructions the respomibe5fy of the Additional MiTeW recta. permanent napping of the overall structure 6 the reepmaill of the builangdesgnec for general guidance regarding f dedcotlon, quality control storage, deliver, erechan antl bocir, carnult ANSWPII quality Criteria DSB-89 and BCSI Building Camponant from Truss Plot. tru5fute,781 N. Lee Sheet. Suite 312. Alaccadda VA 4314. Saiefylnimmagon rip) If 5authern Pine Lap) lumber is <pecified, the denim v9lues are these effective 06/01/2013 byALSC 69N Parka East BW. Tamp, Fk 33610J115 JOb TNse TNSS Type Dty Ply p254o8-MapRy-6ERGENN RES. T4876221 ' 2540E -CJAI Jack-0pen Truss 1 1 East Coast Tmss, Fad Pierre, FL 3494E 7.430 s Jul 252013 Mnek lndusNes, Inc. Mon Aug 12 15:27:34 2013 Paget ID:bPlo3patlS 8YA2AHxgdnbyxRsO-BkTT2MTLl OaLGAOYkat_A65kxPnEggBcipUyo2V 2-0 13 2.0.13 ___scats =1:7.0-- 2.94 12 2 3 n 1 die 5 3x4 = 3z4 = Aa Qo Q°o 4 1-65 i 2.0-13 � Plate Offsets 1:0-7-2 0-" 1:0-1-e Ed e LOADING (psq SPACING 2-0-0 CSI DEFL in (loc) Ifdeft Lfd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) 0.01 6 ,999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) -0.00 `2 Na nfa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 6lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 240-13 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 buss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=24710-8-3 (min. 0-1-B), 2--4/Mechanical, 5=-60/Mechanical Max Horz 1=37(LC 8) Max Uplift 1=268(LC 8), 2=1 O(LC 7), 5=60(LC 1) Max Gmv 1=247(LC 1). 2=13(LC 6), 5=59(LC 8) FORCES (lb) -Max. CompdMax.Ten,-Allforces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.0pst h=15ft; B=45ft; L=24ft; eave=oft; Cal. 11; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus orminus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 Pat bottom chord live load nonconcurrent with any other live loads. designed for a lve load of sr on me bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will 4) - This truss hfit ^\S 1 1 g,I between the bottom chord and anybeen other members. 5) Refer to for truss to truss Connections. ,,,A ^ girder(s) ....... N \v' • •• E 6) Provide mechanical Connection (by others) of [was to beading plate Capable of withstanding 100 lb uplift atjoint(s) 2, 5 except gt=lb) ,��G N s 7)'Semi.dgid pilchbreaks including heels' Member end fairy, model was used in the analysis and design of this truss. 8) Warring: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. NO 380 -�� LOAD CASE(S) Standard O; ATE :ma441 A,�OgtOP•\�`�� G � A; tli?``�� FL Cert. 6634 August12,201 ®WARMN6 - Pervfrj draign parameters and READ NOTES ONTi7J3 AND INCLUDED PITTEKPFFER&NCEPAGE11111-7473 BEFORE USE. upon pameters shown, and 6loran individual building component Design valid for we only with Mnek connecters. This design is based any parameters AppicablGty of depa sign rameters and properincorporation of component 6 respamflar ty of bulding designer -not INdesigner. Bracing designBracing shown Isforioter suppMofindNiduolwebmembersony. Additional Iemparory Lacing to insure stobT5y during construction u the nasponublliy of the MiTek' erector. Addtional permanent Wach, of the ovem9 stoctum is$he respombiry of the building designer. for general guidance regarding fobdcotlon qualy control, storage, de9rery, erecdon and bracing comult ANLAPII Quality Creede, DSB-89 and BCSI Bantling Component E904 Pane East Siva. Saley tnfermaNen qp table hom Toss Rate Institute, 781 N. Lee Sheet. Sate 312, Aleeandda. VA 14. Pine ` If5autherr SPJ lumber isspecified, the design values are' effemve 06 0 /2013 byALSC Tampa, FL 325104115 Job TM Truss Type Oty Ply B25406-MCFRy-BERGEVIN RES. 25408 I -CJA2 Jack -Open Truss 1 1 4976222 East Coastlrmas, Pon Piem, FL. 34US 7.4305Ju1252013MReltlndusties.1na Mon Aw12ls27:342013 Perrier ID:bPIo3patlS 8YA2AHx9dnbyxRsMkTT2MTLI_OaL6AOY at_9b5kfPnEggBoipUyoZV 4.1.5 41-5 —�--6rale=1:9.5 2 3 2.94 12 Ll 3x4 = �° 3xe 11 5 0° 4 L0.2 1d3 4-1-5 0.41 I 2-9-2 Plate Offsets % 1Od100-0-2 VO.1-01-8-1 LOADING first) SPACING 2-0-0 CSI DEFL In (too) Vdeft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.01 10 >999 240 MT20 2441190 TOOL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 10 >999 180 BCLL 0.0 • Rep Suess Ina YES WB 0.00 HOR(TL) 0.00 2 n/a War BCDL 10.0 Code FBC2010?PI2007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-1-5 oc pudins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=240/0.8-3 (min.0-1-8),2=81/Mechanical,5=47/Mechanical Max Horz 1=74(LC 8) Max Uplift 1=-119(LC 8), 2=-68(LC 8), 5=-16(LC 8) Max Grav 1=240(LC 1), 2=81(LC 1), 5=57(LC 3) FORCES (Ib)-Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) trussbeen designed fora live load of on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-0-0 wide will 1 A "I fill this the chord and any other memberePsf 5) 5) Refer to girder(s) for truss to truss connections. ``,`��tS 6) Provide truss to bearing 2, 5 %4z0 •\C E N •'• '�j mechanical connection (by others) of plate capable of withstanding 100 lb uplift at joint(s) except al=lb) . 8 9 �. 7) "Send -rigid pilchbreaks including heels' Member end fixiy, model was used in the analysis and design of this truss. 5 -/'~ O 39380�—.:--a,. 8 Warning: Additional permanent and stability bracing for truss stem not art of this component design) is always required. p N g system ( p P 9 I� Y q .k LOAD CASE(S) Standard z(1 STATE FL Cert. 6634 August12,201 ®WARMNG-Verifydeignpmmtidd 4md RP.6D NOTES ONnUSAUDNTLUDEDh1=)ZFPEnWEPAGEMf1.7473E6OREVS& Design valid le we only with Meek carectors. lie design is based only upon parameters shown. and 6 for an beriwdual buldtrg component. Applicobifify of design parameters and properinconeoratiorf of component a respomibAity of building designer -not Imes designer. Bracing shown Is far lateral support of mdividuol web members 0*. Additional temporary bracng to Insure stability during comhuclan a the resporabd9ly of the MiTek' rector.Additional? permonent bracing of the overall shodure is the resporcibity of The W aIng designer. Far general guidance regarding fabkation, quarty central storage, deMe,, erection and bating. caw?! ANSI/rPll Ovarp 011 eSB 89 and BGSI Mines Component 69" Parke East BW. Sobfylnhurnalion qy pble from rises Plate Institute. 781 N. Lee Steel. Sure 312, Alexondrie. VA 2314. if Southern pine wrilumber it specified, the design values are chase e8e<tive O6/01/2013 by ALSC Tampa, PL 33510�115 Job TN55 Truss Type Oty Ply -McLfty-BERGEMN RES. • 25400 • -CJA3 � Jack -Open Tmss 1 1925400 T4970223 In fols Reference (opt onal) East Coast Tmss, For, Pierce, FL 34946 7,430sJu1252013Mlreklndusbles.lnc. Mon Au9121527:352013 Pagel ID:bPlo3patlS_8YA2AHx9dnbyxRsO-fxlrGvYTEeOrdkwJN3z75WEZN w8EUrvrLFLwya 6-1-14 scale=1:12..2 2 3 2.94 12 A A f 1 �I , Sol = 0 4, 3x6 I 5 Q' Q•. 4 t4-1 fi-1-14 1412 F i L o-aas-10 Plate Offsets X 1:04-100-0-2 VO01-01-8-i LOADING (psf) SPACING 2.0-0 C31 DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(-L) 0.07 5-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.10 6-10 >747 180 BCLL 0.0• Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 his Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 201b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0-0 or, purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or l D-0-0 or, bracing. WEDGE MiTek recommends that Stabilizers and required cross bmdng be installed during Truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 [Installation tilde REACTIONS (Ib/size) 1=32610.8-3 (min. 0-1-8), 2=149/Mechanical, 5=77/Mechanical Max Horz 1=111(LC 8) Max Uplift 1=-162(LC 8), 2=-122(LC 8), 5=-20(LC 8) Max Grav 1=326(LC 1), 2=149(LC 1), 5=99(LC 3) FORCES (lb) -Max. CompdMat. Ten. -All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsh BCDL-3.Opsf; h=15ft; B=451t; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCpi=O.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=I BO plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 par bottom chord give load nonconcument with any other live loads. 4) his trussbeendesigned for a live load 20.0 sf yI on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 1 A II II thasb fit chord and any other members. `,,�,I 5) Refer to girders) for truss to truss connections. A 6) Provide truss to bearing 1001b 5 1=162 •�C E S �eq,�17�'.� mechanical connection (by others) of plate capable of withstanding uplift atjoint(s) except Qt=lb) `��0 N 2=122. ♦ ,` V- F :.q-1i r--•�. ss. �"-� 7) •Semr i-rigid pitchbeaks including heels" Member end fixity model was used In the analysis and design of Ntruss. t0 39389, - '. --a 8 Warning: Additional permanentand stability bracing for truss system not part of this component desi n isalways required. •/ LOAD CASE(S) Standard —_ ATE �iO�<ORIQP�j��• •,'S'S��NAl- E 0% FL Cert. 6634 August 12,201 ®WARNIMi-Verifgdsignparmr,fe =dRPA ROMONMSENDRTLUDEDM7FXREFERENCEPAQEWI.7473 BEFORE USE. Dasignwand far use only with r4i connectors. Thb design b based only upon parameters shown, and Li fair an individual building component. Applkabldty of design poemeten and proper incorporation of component is noponsadity of budding designer -not truss designer, Bracing shown b for lateral support of individual web memben orry. Additional lem,ach, bracing to lmure stabl6N during construction is the responsibulty of the MiTek' erector. Additional permanent bracing of the owned structure h the rewbiG spoly of the building donation. Forgeneral guidance respect labdcatbm qually cannot, storage, slower, erection and Wocng. consul ANSI/IPI1 costly OSB-09 and 11M BuBding Component 69N Pane East Bh4. CCarl N Southern Piine ia�)lumber..3p�la, tl, the design desis-n valueua Me ese Shia �Ye 06/0�J2013by AL5C Tamw.F1.33e164115 Job Truss Truss Type Qty Ply C254a8-MCLRy-BERGEVINRES. T69]6224 284ae I -CJA4 Jack-0pen Truss 1 1 Job ReferencelontionAl East Cold Tmss, Fod Pierce, Fit. 34948 ].4301Jul 25 dusrdes, finc. Mon Aug 12 z75W TV488EU1 rLge1 9dnby013-fxlrGMak IDDPIo3pat15 8YA2AHx9tlnbyxRs4fxirGVYiEeQrdkwJ'g3z75WIC1V488EUrvrLFLwyo 2-11-5 2-115 —Scale =Y:9Y 2 3 3.00 t2 1 Qo 5 3x4 = 4 2-11-5 2415 LOADING (psf) SPACING 2-M CSI DEFL in (loc) /dell Vd PLATES GRIP TCLL 20.0 _ Plates Increase 1.25 TC 0.13 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 9lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or2-11-5 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=138/0-8-0 (min. 0-1-8), 2=78/Mechaniwl, 5=44/Mechanical Max Horz i=54(LC 8) Max Uplift l=-68(LC 8). 2=64(LC 8), 5=12(LC 8) Max Grav 1=138(LC 1), 2=78(LC 1), 5=55(LC 3) FORCES (Is) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.OpsY h=15ft; B=4511; L=241t; eave=oft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked far Plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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. ��tttt t t t t i U/�� /t 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable ofwimstanding 100 lb uplift at joints) 1, 2, 5. ,,� FS A, q "Semi this truss. `N O E N 7) -rigid pitchbreaks including heels' Member end fixity modelwas used in the analysis and design of %% C 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �. LOAD CASE(S) Standard OJ` 39380 I .�.~ y! . * - t ' Mir Z. `x. ATE 0R,Op C� . N ��```` At ,o FL Cert. 6634 August 12,201 ®WARRUTA3 Very des(gnpmrmnst.m,d RPAD MMS ON 2HIS AND INCLUDED MTEK REPEREWCE PAGE MH 7473 BEFORE USS. cough valid far only with Mick cosnectes.Thadesign Is based onb upon pnometansh d is touch indiviciuol bolding component • Appioclell of design pammeters and ph,;pchncoriocration of component is resicombility of builating d 9n not tmss de Ig Bracing shown u falatemal supporlof Vidividualwel,membes,only. Additional tempaher,brgtoresure stabilitydunng construction the hesponsibillit,ofthe MiTek' rec1e. Additional permanent brace, of the ovemE structureffi s the responrty of the bu Iding dez gner. For general guidance regarding fabrication quality contmL storage. rtewery, erecton and bracing. comolt ANSIpP11 Quout, Creeds. DSB-89 and BCSI Buntline Component 6904 Pate East Bhd. Saktylnfosmailon oval ble from Thee Plate lnsBNte.781N. Lee Street Suite 312. Alexandra, VA 2314. If Southern PinelSPlumberisspecdied,thede_ie valutoarathase ate<Uve O6 Oj/2013 byALSC Tampa, FL 3361¢d115 Job Truss Truss Type Oty Ply l25406-McLRy-9ERGEVIN RES. I T6970225 25400 d ^CJAS Jack -Open Truss 1 1 Job Reference (ago Snell East Coast Truss, Fort Pkrun, FL 34946 7.430 a Jul 252013 MRek Industries. Ina Mon Aug 121527:362013 Paget ID:bPlo3patlS_8YA2AHx9dnbyxRsO.77bDTEZ57yYiFuWIRaCgl3PwuNuthk6BV5mNy 5 415 5J 15 Bwla=1:11.2 2 3 3.00 r12 1 (1• 5 Q 3x4 = 4 Sd15 5J16 LOADING (psf) SPACING 2-M CSt DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.05 5-8 o999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Ved(TL) -0.08 5-8 P823 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 161b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or5-4-15 oc purins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. MRek recommends that Stabilizers and required areas bracing be installed during truss erection, in accordance with Stabilizer Installation guide.. REACTIONS (lb/size) 1=27810-8-0 (min. 0-1-8). 2=143/Mechanial, 5=62/htechanical Max Horz 1=99(LC 8) Max Uplift 1=141(LC 8). 2=-119(LC 8). 5=-6(LC 8) Max Gmv 1=278(LC 1). 2=143(LC 1), 5=91(LC 3) FORCES (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=679/391 BOTCHORD 1-5=466!/18 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. ss has been for 10.0 s' bottom chord live load nt with any ve loads. - t A f q I'P" Thslselruss has been delgned 4) signed fora liivepload of 20. psf on the bottom chordinall areas whereea1irectang a 34.0 tall by 2-0-0 wide will ��`��`A0P5 61 between 01e bottom chord and any other members. • . `� \�'• ,.• 5)Refer to for truss to truss E N'9" girder(s) connections. `%%">ZO.• NG 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except 61=11g) 1=141 ; ,� �- ��• _per `, +O 39380_ "Semi 7) -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. _ 8) Warning: Additional permanent and stability bracing for trusts system (not part of this Component design) is always required. LOAD CASE(S) Standard ATE P 0 R Cj%`� EC��. FL Cert. 6634 August 12,201 ®WARNING -Vesti.Fd datgaparmnsten and READ NOTES Ott1ANS AlI)fA'CLUDF.D ffiIERRRPRRENCB PADS 1191-747313FFORE f/S& Design valid for use ant, with Mask connecfoa. Phis design In based onty upon parameters shown. and is la an indnidud bu06Ng cwnponenf. Appl cabifty of design Pommders and proper IncroParatbn of component k respomb2ty of bolding designer- not Wss designer. Bracing shown � Is lorloleral support of adividuol web members any. AddlionolfennMen bracing to insure stobitYdudng constmdionk the responslbility of the MiTek' .met.Addifcn l permanent bracing of the ovem0 rem sIn,dam is the spobiGly of the buidusg deslgnaF Fargenaml guidance regarding fabricalbn, quarry control, storage, delivery. erection and bracing, comult AN51/I911 greatly Canaria, DSO.89 end flat Boilers, COmponenl 6901 Parke East Bhd. 69MP rk Salop lnlermallon g� pble hem Tess%ateN liNle.781 N. Lee Sheet, Suite 312. Alexcrcrks VA,23N. 115authern Pme 1aFl Fumber isspecifie�, the devenvalues are those effective 06/0112013 byALSC 33810J115 Job TN95 TNSSType Qty Ply 0254M- Mli BERGEVIN RES. T4976226 • 25406 -WA8 Jack-0pen 2 1 East Coast Tmss. Fen Pierce. FL. N945 7A30 s Jul 252013 Mnek lnduchies, Inc. Mon Aug 12 15:27:35 2013 Pagel ID:bPlo3patIS BYA2AFix9dnbyxRs0.77bDTEZ57yYFuVVIRaCgl3VQuRGhc68VSouNyD L 1-5-15 -7-t ✓ 1.5-15 1.2 --_ 3.001P --- ---_- - -------_—--- Scale a1:6.4_- 2 3 1 l 3x4 = 1-a1 LOADING(psf) SPACING 1-11-4 CSI DEFL in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 7 n/r 120 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 Be 0.09 Vert(TL) -0.00 7 mr 120 BCLL 0.0 ' Rep Stress Intl YES WB 0.00 Hoa(TL) 0.01 2 note note BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 5111 FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-7-1 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qb/size)' 4=-35/0-5-15 (min. 0-"), 2=166/Mechamcal Max Horz 4=28(LC 8) Max Upl1ft4=-05(LC 1), 2=185(LC 8) Max Grav 4=31(LC 8), 2=166(LC 1) FORCES g1g)-Max. CompJMax.Ten. - All forces 250 fib) or less except when shown. BOT CHORD 1-4=237/258 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Ops/; h=15ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcument 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 buss to truss Connections. 6) Provide mechanical Connection (by others) o1 truss to beating plate Capable of withstanding 100 lb uplift at joint(s) 4 except (jl=lb) 2=185. \\31111111111j� \\\ S A �I.- P.........A� �i p 7) Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. \\ O G E •�.� •''9"J� 8) Warning: Additional permanent and stability bracing for truss system (not part o1 this Component design) is always required. ,NC)�� i BJo 39380 LOAD CASE(S) Standard ' *.: :1 ATE le lee Al - FL Cert. 6634 August 12,201 ® WAR7dNQ Vertjg xa destgnparndern and RE5D H07ES 017 SETS ArM INCLUDED MEKRPFFJ?ENCEPAGBJffI-74?3 BEFORE USE 0edgn wand for use onNwlth Mirek connectm. lh4 design is based onN upon parameters shown. and is faron individuol buWng component. AppncoalGty of design parameters and preaerincomaralion of component Is respa silty of bunding designer -not buss designer, Bracing shown Is farlaleral supped of individual web members a*. Additional temporary bracing to lns.dabintyduring comhvcfan h fine ra xmsgolty of the F1y1A�l WOW eredar. Additional permanent booing of the overoBihuctvre is the responsibinty of the buildg designer. Far generaguidance regarding fabrkatbm. quality storages def creation and bracn5g, consult ANSVII I1 Quality Waste, DSB-89 and BCSI Bonding Component 69U Perk, East Slat. gcwontfroot I15authern Pine 1SPi lumber tssspecified,�the deB e-n watt ��ere those a effecttiive 06 0112013 byALSC Tampa. FL 338f 0-tl15 Job Truss Truss Type City Ply 023100-MCFRy-BERGEVIN RES. 25408 -CJe1 JaQ-0pen Trvu 1 1 T4976227 Job Reference foot onall East Coast Truss, F04 Pierce, FL. 34946 7.430sJut252013Mfrek Im1ustnes,lna Mon Augl215:27:302013 Paget ID:bPlo3patlS_8YA2AHxgdnbyxRsD•77bDTEZ57yYiFuWIRaCgl34NuRDmk68V5ouNy L 2.0.14 2.0.14 3.00 12 .scale=l:L1. 2 1 d d d b 3 30 = 3x4 = too � 2J3.t4 I 1 1-30 0.11-14 Plate Offsets fXYY [1:0-7-0 0-0-8 1:0-14Ed e LOADING(pso SPACING 2-M CSI DEFL in (loc) gden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(-L) -0.00 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) -0.00 2 Na n/a BCDL 10.0 Code FBC2010rrP12007 (Mabix-M) Weight: 6lit FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-14 oc puffins. 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 bradng be installed during truss erection, in accordance with Stabilizer Installation imide. REACTIONS fib/size) 1=19410-3-0 (min.0-1-8),2=9/MechamcaL3=21/MechaniCal Max Ho¢ 1=37(LC 8) Max Uplift 1=-97(LC 8). 2=17(LC 8), 3=21(LC 1) Max Gmv 1=194(LC 1), 2=9(LC 1), 3=14(LC 8) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree notation about its center. 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrenl with any other live loads. 4) - This truss has designeda l ve load ofer 20.members. ct on the bottom chord in all areas where a rectangle 3-6-0 tall by 241-0 wide will 1 f fit between the bottom chord and any 5)Refer to girder(s) for truss to truss Connections. ,�,,+�PS A 6) Provide truss to bearing 1. `� �......... O: •\C E •, tT.9 �i, mechanical connection (by others) of plate at joint(s) ,,� N S 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 2, 3. ��: V F ',• !ji. i 8)'Semi-rigid pitrhbreaks including heels' Member end fixity model was used In the analysis and design of this truss. --�.. '. �• f+0 39380_ 9)Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. *'• LOAD CASE(S) Standard 1 ATE %O�(c A,� OR 1 P \`� FL Cert. 6634 August12,201 ®WARHIRCr-Verijkhdeslgaparmndma:sd RPAn IM7ESO17967SArDR'CLUDEDMEKP"PJZENCBPgGE1MI7473BEPORBUS& Da,I,n va0d forusa onywith Mgek connectors. M%design is based any open pawmefen shown, and Is for an indvidvol bldag component. AppScatally of design pamle men and properincorpOration of component a pWW noonablity of building signer. not s designer. Bracing shown a for lateral support of howidud web members only. Addifonal lempororybrochg to Insure stability during comtruction b the respoo b16y of the Additional bating the is MiTek' erector. penconent of overea simckts the respamibLy of the building dwlgner. For general guidance regarding fabrkotlon. cf orl y conhol storage, delivery, erection and bracing. consue ANSIT1141 Quality Cr1 mTo. DSB 89 and SCS! Building Component 69N Parke East BIW. $aley lnlermvllpn gvoipbk hem Jrvss Hale W NNte, 781 N. Lee Sheet. Sale 312, AlexartaN. Vqq j2314. I15authem PmeS lumber rssp enfsed, th a desig se,lue] a re nose eBective 0601/2013byAL5C Tampa, FL 3]B10�t15 Job Tru69 Truss Type Qy Ply Y25408-McFRy-BERGEVIN RES. T497022B • 25408 -CJB2 JacAOpen Tmu 1 1 the East Loast Truss, F0M1Piem¢, FL 34948 L43agdnby2Dt3MRcha4mGg Inc. Mon Page RCWch5:07:372013 ID:bPIo3patlS 8YA2AHx9tlnbyxRsOrJ9chaT4mGg2t24hr85RCWrhelnnc8zGM9gMOpyoZV MQp 3 1L 3.1-6 2 3.00 12 1 3x4 = 3.5 I 3 -00 3-1£ 1-00 -1-8 1-1-14 Plate Offsets X Y : VO-4-8 0-0-2 1:0-0-4 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Val-0.00 4 ,999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(fL) -0.00 4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010T1P12007 (Matrix-M) Weight: 111b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purins. DOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1041-0 oc bracing. WEDGE MfTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer nala[latillo amide REACTIONS (lb/size) 2=42/Mechanicel, 3=28/1.1echanicel, 1=20d/0-3-0 (min. 0-148) Max Horz 1=56(LC 8) Max Uplift2=34(LC 8).3=15(LC 8), 1=101(LC 8) Max Grav 2=42(LC 1), 3=29(LC 3). 1=204(LC 1) FORCES (lb)-Max.Comp./Max. Ten. -All forces 250(11 or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exit D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree mtation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) - This s has beendesigned for a live load of � on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1 11d1,1j'' between he b chard and any veer members. `,`7\S A 5)Refer to for truss to truss connections. •' `l4l��j girder(s) \V'P ENS ••,CT-9 �i� 6) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. ,��,••`C 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100111 uplift at joints) 2, 3 except (t=1b) �. ;, •�!lir plate ` _ ,. 1=101. N- 30 9380_ ,,.., 8)'Semi-rigid including heels" Member fixity in the design of this truss.�/•„ pitchbreaks end model was used analysis and 9) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. *' 51µf..' _,,.+y = LOAD CASE(S) Standard =}• - �( J-ter' �: ATE FL Cert. 6634 August 12,201 ®WARNfNG-Vero desigrparometzro, sold RSBD NOTES OMMS AND INCLUDED Iff7EKREFERENCB PAGEAUI7473 BEFORE USE. Design valid far my with MTk t ThBdesign is based only Mon commetershown ntllf a ind id budng compo t _-�� Appr billy f design rn pot d p pe Incorp i o of component Isspan bit of build g designer- s t t ds g e Bracing shown is four lateralppart of irldividucal webmembers only. Addiricand tearnononybractingtokaure stabilitycoding co trufo the r spombOGtyofthe MiTek' ector, Additional permanent bracing of the ovemil structure a the responsibility of the building desgnec forgeneml guidance regarding fabrication quality control storage. eoir ry, erection and pacing, comell ANSIRPII Dean, Qtiedo. DSB-89 and Ili Bunding Cones anenl 69M Parke East Blvd. Safely Information q± Mble from Truss Plate Institute, 781 N. Lee Street. Su`le 312, Alexandria, VA ,2314. H Southern Pine laF) lumber uspecified, thede-im valueJi are No.e etiecUve06/0112013 by ALSO Tampa, 11336104115 Job Truss Truss Type ay ply A254ob-Mel-Ry-BERGEVINRES. T49]6229 ' 25408 -CJ03 Jack-0pen Truss 1 1 "EastCoast ob Reference (optional) Trvss, Fad Pierce, R.34948 ].430sJul 252sO-cJ9haZjmGg Inc. Mon e1 CWdei Fcsz MggM13 ID:bPIo3pa0S eVA2AHx9tlnbyxRSOrJ9chaZmGg2t24hr05RCWe181mEc8zGM9gM0pyoZV 4-1-13 4-1-13 ---ScarT:9T - 2 3.o0 12 1 3 3x4 = 3-7-10 d-1-13 3-7-10 l a43 Plate Offsets X Y : 1:0-1-4 0-1-8 LOADING (psf) SPACING 2-0-0 CSI OEFL in (lac) Wag Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Ven(LL) -0.01 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Ven(TL) -0.01 3.8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 rile n/a BCDL 10.0 Code FBC201 QTP12007 (Matrix-M) Weight: 13lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-1-13 oc purims. 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 aukle REACTIONS (Ib]size) 1=23312-9-6 (min.0-1-6), 2=96/Me&anical, 3=39/Mo. hanical .Max Horz 1=75(LC 8) Max Upliftl=l 15(LC 8), 2=-81(LC 8), 3=6(1_C 8) Max Grav 1=233(LC 1), 2=96(LC 1), 3=59(LC 3) FORCES (lb) -Max. CompJMax.Ten. -All forces 250 Qb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Gpsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) truss* This has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will 7A'7 "'41' fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ``-`�*,rs �e ej 6) Provide truss to bearing 100 lb 2, 3 �` lv' r, E N S'• mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Ql=Ib) ,��Q,••\ q,d�i�� 7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N --' . �~ 9 96 39380f --�, 8 Warning: Additional permanent bracing for truss stem not an of thiscom onentdesi n isalwa always required. 9� P lY 9 system ( P D 9) � Y 9 •�� LOAD CASE(S) Standard - f- 1\J---"J.� AT O�F c.ORI N_.`� IN At- �..0 FL Cert. 6634 August 12,201 ®WARNING-9er(fg designparmmt. vnd REOROMS ONMS67FD R'CLUDF.D:Itff7EKRSPERGNCSP.flOSffi1 7473 BEFORE US&....... Design lid fcruse only with Mink connectors. Th s design 8 based ony upon pmameters s1hown. and u feras Individualb king corn,anant. Applwalory ofdesign pammelers and poperincoryorotion of components res,00nstaility of buBdng design not truss designer. 8mcmg shown Is for lateral support of individualweb members only. Additional temparoybracing to insure slobty during construction is the responsbBGy of the iwiTek" rector. Additional permanent bracing of the overall structure Is the respombifity of the building designer, Forgenerol guidance regarding fabrication, quality central storage. deMery, erection end bracing, cansuff ANSIMIll OuaBtyQueda, 85B.89 and BC510uBdtng Cempenenl 8904 Pane East Bi 11 fey lnfesmanon g table from Truss Plate Institute]81N. Lee Streel. Suite 312, Alexandria, VA 314. I15auihem Fine `SA} lumbef is_pef"rfied, thcde=.'ign values are chase e6e<tive 06 0112013 by ALSC Tampa. R3381pJ115 Job Truss Truss Type Gty Ply i25400-McFRy-BERGEVIN RES. 4896230 25406 -GB4 Jack -Open TmSS 1 1 Reference o do al East CoestTmss. For Pieae, R. 34948 9AHx9dn2 2013 Aug 121InSci2013 RsOMRekaZjmre;Inc.Mon ID:bPIo3pat15_8YA2AHx9tlnDlxRSOcl9chaZ1mGg2t24hr85RC WcndlnScezGM9gMOpyoN GM9q Qp 2-014 2 0.14 Scale =1:7.1 a.00 1x x r 1 d d 3 3x4 = 3x4 = 1-30 24Y14 1 1-30 0.414 Plate Offsets my : 1:0-7-0 0-0-6 1:0-1-4 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 4 -999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 HO2(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 OITPI2007 (Matrix-M) Weight: 6lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-14 oc purins. 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 auide. REACTIONS (lb/size) 1=194/D-3-0 (min. 0-1-8), 2=9/Mechanical, 3=-21/Mechanical Max Horz 1=37(LC 8) Max Upliftl=-97(LC 8), 2=17(LC 8). 3=21(LC 1) Max Gmv 1=194(LC 1), 2=9(LC 1), 3=14(LC 8) FORCES (lb) -Max. ComplMax.Ten. -All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=s0psf,, BCDL=3.0psf, h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Effie D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconwnenl with any other live loads. been design d for 4) his buss hasora live load ofon the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0.0 wide will 1 A ff fff',' fit the membersPsf ,,,s 5)Refer to girder(s) for truss to truss Connections. oP,.••• 44 'It ,�'�T, �j 6) Provide truss to bearing 1. E (� mechanical connection (by others) of plate at joint(s) ��`Ca''•�C S'•, 9� 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 1001b uplift atjoint(s) 1, 2, 3. Plate 8) "Semi -rigid pitchbreaks Including heels' Member end laity model was used in the analysis and design of this truss. •• -�"'— N-6 39380 9 Warning: Additional permanent bracing for stem not art of thisCom onentdesi n isalwa always required. P N 9 system ( P P 9) � Y 9 � LOAD CASE(S) Standard TAT E O'... kr cC O R %DP: S' Iii,S,S E'a'16\ f� N A� 111 FL Cert. 6634 August 12,201 ®W9ttPAN6 Y ;/}y desfgnpmvmrefers mrd RE.5D h97ES ONIHIS AND IATLUOED H777'i7fREPERENCBP 0E NR7473 AEFOREUSE.7, D sgn valid lw s nth with MBek connectwi. Th"s dergn abased onN openparameters hown and is forn did al Wilding component. �� ppprrabi6N old gn porameter and proper incoryaat on of component is nesponsDON ofb Odin design not muss devg an Bracing shown n for lateral rvppM of Individual web members.nN. Addhonal temporary hosing to iraure stob6N during construction h the responsibillIty of the MiTek' erector. Addfionol permanent busing of the overa0 structure a Me responsiblly of the building designee For general guidance no see Ng fabrlcotion. gooliN control storage, dernery. erection and dating...root ANSI IPll County Craetlo. DSE 89 and BC5l BuOding Component 89DS Parka East Bhd. SaleN lnlermallen pv ipblefrom Truss Plate lmtiNte. )BIN. Lee Street. Suile 312. Alexandra. VA x2314. RSauthem Fine (�P} Ium Der uspesl5ed,the destsn Ira lues are chase effective O6f01(2013 byAL4C Tampa. FL 33610-0115 Job Truss Truss Type Dry Ply Y25408-McLRy-BERGEVINRES. ' 25406 -CJBS Jack open Truss 1 1 T4976231 East Coast Truss, Fosl Force. FL M946 7.430 a Jul 252013 Mirek Industries, Ina Mon Aug 12 1627:38 2013 Page ID:bPlo3patiS BYA2AHxgdnbyxRsO-0WLu aMXZoDUCNPscglj8sOi7OLbDPbpav FyoZV 31-6 a 3-1-6 Scale =1:8.4 2 3.00 12 i 1 i 3x4 = 3.8 11 3 VN 0.a 3- .6 Plate Offsets X V : 1:0-4-8 0-0-2 l:0-03 Ed e LOADING (Pat) SPACING 2-0-0 CSI DEFL in (lac) Vdefi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 4 -999 240 MT20 244/190 TCDL 15.0 Lumber increase 1.25 BC 0.07 Vert(TL) -0.00 4 -999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC201 OTIP12007 (Matrix-M) Weight: it lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Siructurel wood sheathing directly applied or 3-1-6 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE MtTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer gagialladilgo guide REACTIONS (Ib/size) 2=42I1%lechanical, 3=28/Mechanical, 1=204I0-3-O (min. 0-1-8) Max Hoa 1=56(LC 8) Max Uplift2=-34(LC 8), 3=15(LC 8). 1=-101(LC 8) Max Grant 2=42(LC 1).3=29(LC 3). 1=204(LC 1) FORCES (lb)-Max.Camp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eavem4ft; Cal. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. - 3) This truss has been designed fora 10.0 pat bottom chard live load nonconcwrent with any other live loads. 4) his tru been designed for a live load of on the bottom chord in all areas where a rectangle 3-6-0 [all by 2-0-0 wide will 1 7Illid, Psf ♦,,,Il1\S fit' nstha bottom chord and any other membersA 5) Refer to girder(s) for truss to truss connections. ♦♦ `hP Abe "0 ♦ \T .... 8) Provide mechanical connection (by others) of truss to bearing 1001b 2, 3 E �f �� plate capable ofwithstanding uplift at joints) except Ql=1b) Qad G S'• -9�y 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 39380 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. * . LOAD CASE(S) Standard f' ;AT E F 'O��S< 0 R i '''S ONA; E�Ca♦♦ FL Cert. 6634 August 12,201 ®WERNRRi-Vero da{grspmazmd!. and READ NOTES ON MISAD INCLUDE9JISKR11PERSPRBPAGEffi17473 BEFORE USE. Callan vorid far we o*wth MBek connectors. The design abased win Pori percanoetemshn. and eforannd Aual buckling war,oanart. Applicability ofdesignparameters ters and poperincerpomtonof wropo nt a responsibilityof ding deacons not bass dealt er. Bracing Iva � shown s for lateral supporl of mdrvdual web membersordy. Additional lempaorybracing to insure staMtily cluing camWction is the responsibinty of the Additional WOWerector. permanent bracing of the overan structre din uis therespomibiity of the building designer. Far general guidance regarg fabricalioo, quality control storage, dowel , erecrwn and bracing, consult ANSVINI Quality Crgerld. DSB-89 and BCSI Bonding Component 69M Parke East Bhd. SahMlnimmaN9n qqwy ippble from Truss Male Vatitute.781 N. Lee Street Suife312, Alexandra. VAgg2314. It Southern pinelS lumber isspecified,the desia valueaare these e6ective06f0112013by ALSC Tampa, FL 33B1a-4115 JOb Truss Truss Type Oty Ply d254D8-MalRy-BERGEVINRES. I T4976232 254D5 _W135 Jack -Open Tmss 1 1 job Reference ..tian,sn Eastconn Truss. Fort Person, FL. 34WB 7.430 s Jul 252013 MTek Industries.Inc. Mon Aug 12 1527:38 2013 Page ID:bPIo3patlS_8YA2AHx9dnbyxRsO4Wj_uwaMXZoOUCftPscglj8rli6MLbDPbpavyFyoZV 4-1-13 4.1-13 Brate=l:9] 2 3.00 12 1 1 us y y 1 3x4 = 3,,13 I 3 1 -1- 41-13 1-0.0 t- 3415 Plate Offsets X V : 1:04-8 0-0-2 1:0-0-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Verl 0.01 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 3-8, >999 180 BCLL 0.0 • Rep Stress Inv YES WE 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010(TPI2007 (Malfbc-M) Weight: 14In FT=0%a LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-1-13 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 2=80/1viechanical, 3=45lMechanical, 1=244/0-3-0 (min. 0-1-8) Max Hum 1=75(LC 8) Max Uplift2>64(LC 8), 3=17(LC 8), 1=-121(LC 8) Max Gr4v 2=80(LC 1). 3=52(LC 3). 1=244(LC 1) FORCES (Ib)-Max. Comp.lMax.Ten.-All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; CaL ll; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 1 Al r fit between the bottom chord and any other membersD� 5) Refer to girder(s) for truss to truss connections. �rrj`', ,`,,,BPS 4 n I, 6) Provide truss to bearing 100 lb 2, 3 `� •.... E i,' mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except gt=lb) 1=121. `��a,•'�C N c�,'•,CT9 �,t :•V�� F:•tii 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 80 393$Q 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * . y • LOAD CASE(S) Standard ATE O S/oNA' FL Ced. 6634 August 12,201 ® WBRnMla Patfg design poor ..t. and READ NOTES ON THIS AIM INCLUDED Ag1EKREFEPeNCSPAGE ltIIf-7473 HEFORB USB.. ^.. . DangnvcM for use only with MTek connectoa.fhk douga h based a* upon paornotersshown. and %fora diidalbuilding corn,pasent. ApplroabiGNofdesign pammeten.nd pmperincm f,.nofcompo teresponsb0ity fb Acing design not tnussdeagner Bracing shown istwictervlsuppa ofhdN[i olwebmembersonF/. AtlG6onoltempassrWacing toirssure stctifydming conshuchon a the responaciLtyofthe aq(�e'I• MOW rector. Addpermanent tioncl peanent bracing of Me ovem[lstructure is the responpbTty of the building desgner. Forgeneral guidance recording fabdcation, quality coaMoL storage, derwery, amcf n and bracing, consul) ANSI/TPII OuaRy Ontario, D56.89 and SCSI Suliding Component 69" Perks East Blvd. Svkly ln(ormvNen qv Talk from Truss fiat.Institute. 781 N.Lee Street Suite 312 Alexonddo. VA $2314. tfSouthern pine Tampa, FL 3381pd115 5P lumber isspeci ied, the design values arethase eaecuve 46 10112013 byALSC Jab Truss Truss Type Dty Ply r`254o8 l-Ry- B -lo ERGEVIN RES. 25408 -EJ3 Jack-0pen Trvu 2 9)89] 1 eferenere (optional) 0 l25 East Coast Truss. Fort Piece. R. 34948 ).430s J9d5by13MTek Industries, Inc. Mon Aug 1215l86S 2013 Page ID:bPlo3pat15_BVA2AHx9tlnbyxRs0.YiHM5Gb IIwH6LE4zZ7vHxh186SF42TZgTJNryo 3A0 r ggg I Scale = 1:8.2 2 3.00 12 d 3x4 = 3411 3 3A0 I I 1-0. - -8 3-0-0 1-8 1-0.0 1-10-8 Plate Offsets X V : 1:0-0-8 0-0.2 1:0-1-01-7-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 111b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BUT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 2=38/1,techanical, 3=28/Mechanical, 1=200/0.3-0 (min. 0-") Max Horz 1=54(LC 8) Max Uplift2=-31(LC 8), 3=15(LC 8), 1=99(LC 8) Max Gmv2=38(LC 1), 3=26(LC 3), 1=200(LC 1) FORCES (lb) -Max. CompJMax.Ten.-Allforces 250(I1b) or less except when shown. NOTES 1) Wiind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right "posed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designedlivesf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0B 0 wide will t 111111 fit between the bottom chord and Af members. `,,,,PS 5) Refer to girder(s) for truss to Truss connections. n I� ,� 6) Provide mechanical connection truss to bearing 100111 2, 3, 1.•.•�C •. cT9 ice' (by others) of plate capable of withstanding uplift at joints) •'•., 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this buss. ♦ A�: �- _F �i i _ 8) Warding: Additional permanent and stability bracing for miss system (not part of this component design) is always required. P3O 39380 CASE(S) Standard * y •/• j LOAD fj ATE bV� —.- 44/ c� EEO`• ,fill FL Cert. 6634 August 12,201 ...®WARMPtG-V.Vyd.ignp..nt..dRBADNO=OAFTRfSAMfA*CLUDRDb*S7ERRSFSRENCEP&GSM(r-7473 SEFOREUSE. - Design valid f a MY with Mnek conna,fors. Mum deign based ch",roal po,orractens shown,and is fw an nalividualb lding component Appr ab Gty ofdeign commensal and proae,rincoacesuion of componsentis hesincrabOlty ofbuilding d 9 not truss desgner Bmcrg shown is fWatchal support of irdwidunalweb membeis only. Additonaltempaaybr g to insure stabilityd g coresbuction kthe rezponsbdGtyofthe Additional bracing Me MiTek' ct reor. permanent of overall ill Me responsibility of the bulldog desgner For general guidance regarding fabricarwn. quality control storage. dl emctan and bracing. consult ANSIpPIl Quality C1aedo,OSB-89 and Dal Region, Component 69M Parke East BIW. Safely Infer I. qv ble those, imss %ate Institute, 781 N. Lee Sheet. Suite 312. Alexandria. VA 4unb Tempe, FL Sisal 115 .2314. If South empine{sP ari-ap ecified, the design vslu as are those eRective 06t0112013 byAL5C Job Truss Truss Type Gty Ply Y25406-Mapky-BERGEVIN RES. T49> 230 25408 -us Jact-0pen Truss 2 1 J In b Rferanod footional) East Coast Truss. Fan Piece. FL 34M 7.430 a Jul 252013 MITek Industries, Inc. Mon Aug 12 1527:39 2013 Pagel ID:bPlo3patlS BYA2AHxgdnbyxRsD-ViHM5Gb IMH6LE4zZ7vHxh i6P042TZgTJTViyo I 6 0 5-0 0 — — — style =1:IDJ z 3.00 r ILl 3x4 = 3.6 II 3 5-00 1-0-0 11b10A Plate Offsets KY), 1:0-0-80-0-2 1:D-1-01-7-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.02 3-a >999 240 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.31 Vert(TL) -0.03 3-8 >999 180 BELL 0.0 Rep Stress Ina YES WE 0.00 Harz(TL) 0.01 2 n/a his BCDL 10.0 Code FBC2010TPI2007 (Matrix-M) Weight: 171in FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE MTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation Guide REACTIONS (Ile/size) 2=108/Mechanicel, 3=57/Mechanical, 1=279/0-3-0 (min. 0-1-8) Max Hom 1=91(LC 8) Max Uplift2=-87(LC 8). 3=19(LC 8), 1=138(LC 8) Max Gray 2=108(LC 1). 3=70(LC 3), 1=279(LC 1) FORCES (lb) -Max. CompdMax.Ten.-All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) liveload amembarsPsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2�0 wide will 1 Af il,,.'' fit between the bottom chard and any ,`,,`,P{S 5) Refer to girder(s) for truss to truss Connections. - 4e I, ,� 6) Provide truss to bearing 10016 2, 3 E g'• 'i� mechanical Connection (by others) of plate Capable of withstanding uplift at joint(s) except Ut=1b) `Q�O ,.•�C N ,-9 7) "Semi -rigid pitchbreaks including heels• Member end fixity model was used in the analysis and design of this truss. F, 9380 �. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. *:• / .•y,,:c-: LOAD CASE(S) Standard CcX D ATE �4U /ONA1181111111111111 FL Cert. 6634 August 12,201 ®WARMING -Veyxfy deatmo pmmnef., and RP_4D M72S Old ME AIM JATJ DEDb:I7F.[fREPERENCE P90E lffit 7STJ BEFORE USE. Design Id far use, on?,rwith Mi7ek connector this design isbas tl only uon Parameters shovs, and is for an usdvWuol bolding cohn,Ponent. HT � Applicability ofit tg pammefers and pieparincereonaEon of component a res,Ponsibitity of bulLdfing designer not taus desanan Bricanghosim f al t ppad f tl bethy tl olw b . Additionallempor rybmcmg to insure stab Gtydw g comWcton is the repo batty of the �q tTek• ecths, Additional permanent lancing of Moveral oveg strict Is thiand,cmGN b of the btdngtles gner. Forgeneml guldlaw regarding fab,icatiom quality control storage, derive, erection and brocing, consult AN517T911 Doughy Cfite, la, DID-09 antl test Bu114N9 Cumponenl BYr IY4 69M Parke East Bbd. Solely lnfT—dh-- avagoble from Truss Plot. lrulifute.781 N. Lee Slreel. Suite 312, Ala..adda, VA �zJ Id. USauthemintne(5pj lumber13spea0ed,the deaen valve; arethose effective 061023 013 byALSC Tampa, FL 33B1o1115 Job Truss Truss Type Gly ply 025406-McLRy-BERGEVIN RES. ' 35406 -EJAe Jack-Patlut Tmss 1 TI9]6235 1 1.1,1, t Referenceo a EastcvastTmas. Fort Pierce, FL. 34946 7.4305 Jul 252013 MTek Industries, Inc. Mon Aug 12 16.27:40 2013 Page ID:bPIo3pat15 8YAZAHx9dnbyxRsO-0ugkJcce3B37kVpGXHfBg8D1?WcIpVi273018yoZV 4-0 12 e.ag 41 12 3-7-4 — — Scale=1:15.7 — 2 3.00 12 < sb 1 Av 3 6• g 3x4 = 8-0-0 6-DB LOADING(psQ SPACING 2-0-0 CSI DEFL in (lot) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Veit(LL) 0.16 3-6 >584 240 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.85 VerfTL) -0.33 3.6 >288 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Harz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 24In FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bmcing. MiTek recommends that Stabilizers and required crass bmcing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=429/0-8-0 (min. 0-1-8), 2=208/Mechaniml, 3=77/Mechanical Max Horz 1=146(LC 8) Max Uplift l=-220(LC 8). 2=172(LC 8) Max Gmv 1=429(LC 1).2=208(LC 1).3=124(LC 3) FORCES (lb) -Max. Comp/Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=1620/950 BOTCHORD 1-3=1071/1687 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511;-6=4511; L=24ft; eave=4fl; Cat. II; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencumenlwith any otherlive loads. `71{li 1 i 1777/7 j 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 ,�� S A• fit between the bottom chord and any other members. SAP••... gZ9'0' ,�� 5)Refer to for truss to truss �� girder(s) amnections. +�� ••�GENS'•.9 �i 'V. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except Qt=lb) 1=220,2=17,` C, _• ti i i'O 9380'--�"� 1 7 "Semi -rigid id Itchbreaks including heels' Member end fixity model was used in the analysis and design this truss. 9 P 9 H Y 9 is �• ✓"^--- /�. 8) blaming: Additional permanent and stability bracing for Tmss system (not part of this component design) is always required. � LOAD CASE(S) Standard _ J' ATE 41 OR\OP:�_�: C? �•,��,SiONA� � ,`% FL Cert. 6634 August 12,201 �WARIM Vann dealing. pooaduale]s add READ NOTES ON 7EIS END INCLUDED 297EK REVERENCEPAGE 2BI7473 HEFORE US&. -: Deign ward for us. my with Mrtek connectors Thad sign 0 based any upon parameters shown, and is fora rid d dbull 9 ponent. ■�.■■■� HV Applcablfy ofd g pro,per and proelncorporaM1n of component 6 resjoembirdy of build no designertrues-not Ss deSga B ang shown hfaloferol supped of sadviducl web members only. Adddional fempaay Gating to Raure stability daring camlrvction B the rescruthi6N of the Additional Gating the MiTek' rector permanent of overall structure Is the respamibifity of the bulldogdeigner, for generaal l guidance reging fabll quality control. storage. deMery, erection and Gating. consun ANSr/1PI1 quality Ofteda, all 89 and Sal Santoro, Component 69N Parke Past BMt. Hsauthem Fine (Spit Iumper isspeitified, the Cels snW[Jessare those effective 96I0112013 byALSC Tamna. FL 336104115 Job Truss Trues Type Dty Ply Y35405-Me4Ry-aERGEVIN RES. e 25608 4 -EIf37 MonoPitch True 1 1 efenince, factional) T4976236 East Coast Truss, Fort Pkme, R. 34946 7.43D s Jul 252013 MTek tnlustdes, Inc. Man Aug 12 15:27:40 2013 Pagel ID: bPlo3pat]S BYA2AHx9dnbyxRsO-0ugkJccc3B37kVpGXHfSgBDB1 WrvpUi27301 ayozv 1$0 442 I 1-8-0 3-1.2 - - - - - - SWe=1:10.4 2 3.00 12 h t II ld ld ants 11 3.8 II 3x4 = 1.00 12 -0.0 080 Plate Offsets XY 1:0-2-14 Ede 1t0-1J1-4-13 1:0-1-112-1-6 LOADING(psQ SPACING 2-0-0 CSI DEFL in (too) Ildeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 VergLL) 0.02 3-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 3-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 171b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 or. puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 or. bracing. WEDGE M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 [Installation outdo REACTIONS gbfsize) 2=97/1VIechanical, 3=57rtderhaniral, 1=269/0.3-0 (min. 0-1-8) Max Horz 1=86(LC 8) Max Uplift2=-77(LC 8), 3=23(LC 8), 1=132(LC 8) Max Grav 2=97(LC 1).3=65(LC 3), 1=269(LC 1) FORCES gla)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (direclional); Cantilever left and fight exposed ; end ver iral left and fight exposed; Lumber DOL=1.6O plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 pat bottom chord live load noncencumenl with any other live loads. 4)' This truss has been designed fora live load of 20.Opsr on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `111ii 1 t t 711�7j ��I fit between the bottom Chord and any other members. 5) Refer to girder(s) for truss to truss connections. \t,,-*p,S A, q 4 7� e 6) Bearing 1 to formula. designer ,� \s O G E N at joints) considers parallel grain value using ANSI/1P11 angle to grain Building should verify Capacity 1` � 9 �i SF of bearing surface. �%A� .- V� :•v2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atioings) 2, 3 except Qt=lb) I PYG 39380� 1=132 * ' 8)'Semi-rigitl pitchbreaks Including heels' Member end fixity, model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. �+ LOAD CASE(S) Standard -tj • ATE CJFi�:�W` �.0. FL Cert. 6634 August 12,201 _■�� AWAPHIr7O-VMfydeslgapercnreras.dRE9f1 NOTES ON MS AND)NCLUDED R77EKREPERENCEPAGB1191.7473 BEFORE UsF_ Design valid for Vse onh Vdh MTek aoanaetas.lhe design B based onN upon parameter shoar. and is for an indinkfual bv9i hg component. Appliachlity of design ponsmeters and pmperincoipection of campon nt BrespombSty of budding designer- not truss designer. Bracing shown lsforloteml support ofh6MdualwebmembenonN- Additional temporary bracing loinsure stobTtyduhs, comfrvdion a the resporuibOGryof the MiTek' erector. Additional permanent bracing of the overod shucture Is the responsibility of the building designer. For general guidance regarding fabsl quality contra storage, deMe, erection and bracng. consult ANSI TP11 Oua4ly Criteria. DSB-09 and BCM Banding Component Saietylnlorme119n avai7Ibte from T. Plate hetilute.781N. Lee Street. Suite 312. AIexanddo. VA�ld. tt Southern Pin e lSPf lumber is specified, the de -ins values use those effective 0fi 01/2013bygISC 69N PaAe East and, Tampa, FL03B10.d115 Job Truss Truss Type Dty Ply B2540B-MaFRy-BERGEVIN RES. 9]523] 25406 -EJBB MONOPTCH TRUSS 1 1 b East Coasl Truss, Fan Pince, FL 34940 7.430 s Jul 25]U13 MTek Industries, Inc. Mon Aug 1215:27:412013 Pagel ID:bPlo3pallS-BYA2AHx9dnbyxRsD-U406*dEgUB LfNS4 ANNMMO v8VYyzsHno2ZayoZV � 1-&0 2-2-14 iiog I 2-2-14 l - - - _ Scale=1:9.4 2 3.00 12 se 1 3 ]dId 3x8 11 3x5 11 3x4 = 1.00 f12 ib0 t$-0 100 0&a Plate Offsets (KY), : 1:0-2-14 Ede VO-1-3 1-0-13 1:0-1-11 2-ifi LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Ven(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25_ BC 0.08 VenCTL) -0.01 8 -999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HoaCrL) 0.00 2 n/a nla BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 15 Is FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-10-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing - Left: 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer allallao guide REACTIONS (lb/size) 2=68/1viechanical, 3=44/14lechaniral, 1=234/0.3-0 (rnln. 0-1-8) Max Hom 1=71(LC 8) Max Uplift2=-54(LC 8).3=22(LC 8), 1=-115(LC 8) Max Grav 2=68(LC 1).3=47(LC 3). 1=234(LC 1) FORCES (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL-1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This Wss has been designed fora 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4) * This truss has been designed for a live load of s1 on me bottom chard in all areas where a rectangle 8-6-0 tall by 2-0-0 wide will �PS t Au fit between the bottom chord and any other members s) for ss to truss connections. 5) Refer to girderbuss ♦♦% ♦ 6) Bearing 0 •�G E atjoint(s) 1 considers parallel to grain value using ANSIrfPI 1 angle to grain formula. Building designer should venly, capacity of bearing surface. ♦♦��N S'•. y,A9�'�� . F �• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D Ib uplift at joint(s) 2, 3 except Qt=lb) ♦ /� -N • -�"J— •' ��; i=115. �Yo 39380 * 8) "Semi -rigid pitchbreaks including heels• Member end fixity model was used in the analysis and design of this truss. : �/� 9) Warning: Additional permanent and stability bracing for buss system (not part of this component design) is always required. _ l LOAD CASE(S) Standard ' �• ATE 411 'A.� O tit, : O R 1 FL Cert. 6634 August12,201 ®WARNING-Ver Fgdestgapzreza&rsand R1:9DN01ES ON7E16 AND fA'CLUDFD rJ7EKREFF.RI1WB PAGE DOI.7473 BEFOREUSE.. Design vard fix use o y dh Mnek connecton.Tha design B based only upon p melen shown, and Is for an Individual Wisdmg component. dNIN Applcabd g a pa etenwal properincapomkonofcompone t po bitty lbugd gtl er ignnot lruudesgnes. Bracing shown k trilateral wppan INbdividualweD members Doty. Atldronallempaaybra ill insure t blN dud gcomtmd ana Me respons'bYOty of the Additional MiTek' rector. enactor.permanent bracing of the ovemB structure Is the resposabLty of the building designer. Forgeneral guidance regarding ANSIIPll Quality CCriedo,D5B-09 and BCSl Building Ccomponenl 6904 Parke East BIW. if mouth mPine 5orlum horn lsn5pec'Itfied, the deg n vzlussaiedtM1oae eHesU e06J01/2013 by AlSC Tempo, FL 33010J115 Job a Truss Truss Type Oty Ply 025100-MerRy-BERGEVINRES. T1B]823B ' 25106 -EJe9 MONOPRCH TRUSS 1 1 East Coast Truss, Fod Pieme, R. 349I8 NEgUB_,Ina MonNNMm 5:2B11a813 Pagel xgdn yxRs-U406ek IO:bPIo3patlS 8VA2AHx9dnbyzRs0.U406WytlEgUB LMS4 ANNMm09v99VyzsHnoZZayoN 1-60 i 381a � 1-e-0 t-410 2 3.00 12 0 4 - 1 d — 3 ��111111 1 a Ia axe II x6 3II 3x4 = too f12 1.60 a-aB Plate Offsets X V 1:0-2-14 Ede i3O-1-31-4-13 Y0.1-11 2-1-6 LOADING(pso SPACING 2-0-0 CSI DEFL in (toe) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 1 Na me BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 12 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP N0.3 be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=33/1viechanical, 3=33/Mechaniral, 1=202/0-3-0 (min. 0-1-8) Max Hoa 1=55(LC 8) Max Uplift2=-25(LC 8), 3=24(LC 8), 1=99(1_C 8) FORCES (Ib) - Max ComP./Max. Ten. -All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf.- h=15ft; B=45ft; L=2411t; eave=oft; Cat II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its Center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 een thif bottom chord bere- L 5) Refer to girder(s) for truss o W ss Connecti nsm��,,,,PS A 6) Bearing at joint(s) 1 considers to value using ANSIfrP11 angle to formula. Building designer should verify Capacity • �e ��j parallel grain grain ,%S 0,,. • • E of bearing surface. 0 N SF ; ' 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) 2, 3, 1. ��`� V 8)'Sem4figid pitchbreaks Including heels' Member end fixily model was used in the analysis and design of this truss. v`O 39380 9)Wamin Additional permanentand stability bracing for buss system not part of this Component desi n isalways required. LOAD CASE(S) Standard ' iATE tU� O�FSC 0 R FL Cert. 6634 August12,201 ®WARN1Mt- VaHk designparoand smrd READ NOTES 01IMSdh-DINCLUDEDd1TTT3KREFEPJLWEEAGEIIET-7473 BEFORE US& Design veadls sne odywiih Mlekconnectds. IhudeignBbased only Vponpammefeashown. arWbfsanindividu lsuldin9comportent. Appli abmyaldesignpammelenand designer -not trw designec&ocinouxwo responnbOiNofbuOding b lStafeml support of MdMdud web members only. Addtiond temporary bmcing to Insure stabi ty during comtrudion N the respomibuGN of the MiTek' erects. Additional permanent bmctng of the ovema structure is the responsixi"I the buadng desgner. Forgeneml guidons, regarding fabrication, qualitytosntml stsage. convert, erection and fxac'nq. corsult ANSI/TPII Ouo®y CMed.. DSB-89 entl BCSI Beading Component 69U PaM1e East 8W. Safety Information 4� Table Bsnjruu Raleins itute,)81Ns Lea Stnset.5u&.312.Ales.ndda.VA 11. tt5outhem Pine pP) comber tszpea£ed, the desl•n values Ere' effective O6/as/2013 by ALSO Tampa, FL 33B10.1115 Job Truss Trusslype Dry Ply 825406-M@4Sy-BERGEVIN RES, 25406 e -EJato Manapkch Tans 1 T4976239 1 Enid erase Treat, Fen Pierce, FL. U946 7.430 Is Jul 252013 MiT¢k Industries, Inc. Mon Aug 1215.27.402013Pa0e1 ID:bPlo3pat18 8YA2AHx9dnbyxRsOtugkJcaJB37kVpGXHf8g8DDkVVp7pUi273018yo2V 2.2-12 2-2-12 -- -- - - - — Scale=1.7.2 3.00 12 2 3,4 = 1 'd b 6 Qa 1.00 12 On Qa 1.0.0 i z-z-tz 1- 0b 12 LOADING (psf) SPACING 2-0-D CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 VerhLL) -0.00 4 "99 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 -999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 1 We Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9lb FT=0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-2-12 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. Mi fek recommends that Stabilizers and required gross bracing be installed during truss erection, in accordance with Stabilizer _ Installation guide. REACTIONS (lb/size) 2=9/Mechanica1, 3=5/Mechanical, 1=18l/O-e-O (min. 0-1-8) Max Hom 1=40(LC 8) Max Uplift2=11(LC 8), 3=6(LC 8). 1=90(1_C 8) Max Grav 2=9(LC 1), 3=7(LC 3), 1=181(LC 1) FORCES (lb) -Max. CompJMax.Ten.-Allforms 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; save=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about Its center. 3) This truss has been designed fora 10.0 pm bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed fora live load of 20.Opsf on me bottom chord In all areas where a rectangle 3-60 [all by 2-0-0 wide will fit between the bottom chord and any other members. ,ff\f\711 f 1!/7j1j 5) Refer to girder(s) for truss to buss connections. 6) Beating atjoint(s) 1 considers parallel to grain value using AN$IrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. E N ,� �, •••�� S'' 9�7 �i �.'�•�_`i� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001In uplift atjoint(s) 2, 3, 1. ` ,� �- 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 39383938 '. s Warning: Additional YD 01--.----" permanent and stabilitybracingfor truss system not art of this component design) Is always required. LOAD CASE(S) Standard ATE IU2 O R 111111110 FL Cert. 6634 August12,201 �WARMM9. 7eA,fjdatgnpacmian dREAD NOTES Om S=ZNCL=MMKREPER£NCBPAGEffiI.7473 BEFORE USE. De ign vord taruse only with Mnek correctors.ltm design Is based my upon paramelea shown, old b for on lnGvidrol balding component. Appleclaity of design porometers and proper mcorporation of component is respambility of bind not truss deugner. Bracing shown gdesigner- BforiatemisWpartoflndbidualwebmembmrs ly. ACGtmnal temporary bracing to insure stability during camWction n the responsk,95 of the Additional bracing he MiTek' emcfar. permanent of b ovemO structure It the respo 5ty of the building designer. For general guidance regarding fabdcaibn. grarty ccvorihol storage. wife, , erection and bracing, consull AR51/RI10uoMy Cilte�do,D3e-89 and lial Budding Component 69W Parke Eest Bind. If Southern Vine laPIlumberi speeified,ithe de N.vrlue:ia eNOSee ee,,,ve06/.314. 3byAL5C Tempa,FL3361"115 F Job Truss Truss Type Dy Ply 025406-Mi-SERGEVIN RES. • 25406 -we Jack -Open Truss 2 1 East Coast Truss, Pon Pierce, R. 04946 7,430 a Jul 252013 MITek Industries, Inc. Mon Aug 12 15:27:42 2013 Pagel ID: ODVLEOy7AVAIPi?WaKglLywpkp-yHyVkldsboJrzweihcvZJPPJMtHOD? W RV750yoZV 8-38 6-3a 1 — - — 8w1e=1:12.5 2 3.00 12 a t f ZIA = 6' Q. 3.8 I 3 p• 6. 1-0-0 I 1+0 6-3.8 I 1-ao D-ao a Plate Offsets X V : 1:04-8 0-0-2 1:0-0-4 Etl e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Lrd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.08 3-8 c,948 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.11 3-8 o650 180 BCLL 0.0 Rep Stress Ina YES WE 0.00 Horz(TL) 0.02 2 n/a Na BCDL 10.0 Code FBC2010rIP12007 (Matrix-M) Weight: 211b FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. - BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MTek recommends that Stabilizers and required cross bracng Left: 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer [Ingalliation ,Ida REACTIONS (totalize) 2=151/1glechanical, 3=76/Mechanical, 1=334/0-8-0 (min. 0-1-8) Max Horz 1=114(LC 8) Max Uplift2=-121(LC 8), 3=-21(LC 8), 1=-166(LC 8) Max Gmv 2=151(LC 1).3=96(LC 3), 1=334(LC 1) FORCES (Ib)-Max. COmPJMax.Ten.- Allforces 250(Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat II; Erp D; EncL, GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) * This has been designed or a of on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t anylve othload fit betty en the bottom chord ander membersPsf ��kPS A q 5)Refer to girders) for buss to truss Connections. 4e 6) Provide mechanical connection others) truss to bearing -lb) O •' G N •''•. �'. (by of plate Capable of withstanding 1001b uplift atjoint(s) 3 except at 2-121 %%� E ff 7)'Semi4igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, -- "'— • '�� NO 39380_ 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. 2 * J• y t� LOAD CASE(S) Standard zkl YATT �p. +oNA� FL Cert. 6634 August 12,201 ®WdR7l1N0-=V9 destgnpacandere m:d READ NOTES OMMS ANDJA"CLUDED J=RBFERENC13PAOEM1.7473 BEFORE USE. Design valid for use any with Mffek connectors. This decgn 4 based only upon revameten shown. and 4lac an indivkiudi buridng component.Applic.1buy of design pammeten and properof component a mejoembility ofbldng designer- not bun designer. Bmcing shown sforlateralmppodofBW Wwiwebmembersonly. Additional temporary leacmg to Whre stability maing censkuction Is the respombABty of the erector. Additional looming the MiTek' permanent at ove=B structure 8 the respainarty of the balding desgner. Forgenend guidance regarding fabdcatlon.guolitycontrolstaage.de&ery,erectronandbeaing.comult ANSIpPll pua®y Cdteda.DSII-89 and SCSI forcing Component If t%1nlormalign -cobble ft. Thai Not. Institute, Lee Street. Suite312. AkxonQAa, VA77� Id. !f SDuthzm pus (SP)lumberi3speafled, thedecriers valuesare [hose eHe<bve O6/gz/2013 byglSC 9904 Parke Fast BSA. Tampa, FL 338164115 Job TNse Twss Type Dy ply 0254p6-Me4Ry-8ERGEVg1RES. T49]fi241 I • 251p6 -HJ3 Daponel Mp Giber 2 1 Reference Job East CoezlTmss. Fort pierce, FL. 34948 7.430 sJul 252013Minsk Ina Mon Aug f216:gHODg13Page t yVkldsboJ ID:bPIo3pallS_fiYA2AHx9tlnbyxRSQyHyVkldsboJrspNeihcv7J%zJUgHOD7W RY750yoN 42-3 _ 423 2x4 II 3wle =1:8.t 2.12 12 2 3 1 d� 3x4 = �° 3.8 II 5 2x4 II �° Qa 4 t-4-13 t-t0.d 4.2-3 I 1d13 0.S8 2-3-15 Plate Offsets (KY), 1:0-7-1 Q42 1:Q0-5 Etl e LOADING(psf) SPACING 2-0-0 CSI DEFL In (roc) Udell Ull PLATES GRIP TCLL 20.0 > 0 TCDL 15.0 Lumber Increase 1.25 Be 0.09 Vert(TL) .0.01 6 >999 180 BCLL 0.0 ' Rep Stress Ina NO WE 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC201 OrTP12007 (Malrix-M) Weight: 161b FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 3=-28/ Mechanical, 5=131/Mechanica1, 1=493/Q1Q15 (min. 0-1-8) Max Ho¢ 1=64(LC 5) Max Uplift3=28(1C 1). 5=88(LC 4), 1=302(LC 4) Max Gmv3=20(LC 4).5=131(LC 1), 1=552(LC 15) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(Its) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about Its center. his truss has been designed for a .0 psf bottom chord l ve load nt th any other live TThis all areas where arectangle 3-M tall by 2-0-0 wide will \t%%Ills truss has been designed for alive load of 20. psf onUs bottom chordinl 4) al fit between the bottom chord and any other members. �P•.... \\\ � E 5) Refer to girder(s) for truss to truss connections. %% G N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5 except 01=1b) :�/��: 'I\ SF _•°cpf. _ 1-302. 9J0 39380 •' 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this buss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3121b down and 1391b up at 1-4-0- on lop chord. The design/selection of such connection device(s) is the responsibility of others. -/_ 9) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASES) section, loads applied to the face of the mass are noted as front (F) or back (B). 'jf ' -A'~/ .'•�(1 i O '. l✓j C LOAD CASE(S) Standard �j T ' A, ��• 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 .0R Q `\ Uniform Loads �''SS��NA1-E? \\ Vert: 1-2I�70, 2-3=-70, 4.6=-20 \\ �R/ Concentrated Loads (Its) f 1111110 Vert: 7=224(F) FL Cert. 6634 August 12,201 ®WARNUM-VeHfij dasignparmnrt4rs amid READ NOTES ON MB AND INCLUDED b1=REPERENCEPAGEM1.7473 BEFORE USE. _- Deslgnvargfor weonly with Mnekconneclora.ibis design to based a*upon pmamelen shown, and is foram harlldsmal bulling component. � Appleabltyof design parameters a,Mpmperincorporation of component k respomibliy of bolding designx-nol hem designee Bmcirg shown afwlatemisW WofindNidualwabmembeno*.Addiorwltemaamiqiamcksgtoimurestalalyduringcromtructionkiheregoemigaityofthe MiTek' erector. Additional permanent bmcing of the overallstmcNre b the respondeNty of the building deslgner. Forgeneml guidance regarding fabri ation gswlty coniroL storage. derwer, erection and bracing. comod ANSVIPII Dual CNeda, DSB-89 and BMI BVldinp Companenf 69N Parke East aka. Satetylefarmaion ww iippble ham jinn Plate hattlule,781 N. Lee Sheet. suite 31Z Assamdda. VA �23314. If Sauthem Pine5criumb a rs an es:fied, tb a designva Ives are urase eHective O6/01/2013 by ALSC Tampa, FL 3381 a4115 Job Truss Truss Type Oly Ply 02506-Mel-Ry-BIUGEVINRES. I T4976242 25a08 I- -HJ5 Oaponal Hip Giber 3 1 lob entrance (0Dti0nQIn East Coast Truss, Fort Pierre, FL. 34946 7.430 a Jul 252013 MRek Industries, Inc. Mon Aug 121527:422013 Pagel 8YA2AKx9dnbyxRsO-yHyVkldsboJrzpyfeihcvZJVpJTgHOD?WRY750yoZV W RY750yo 4 1.5 7-0-2 r 1 -� 4.1.5 2-10.12 - - Scale=1:13.4 2.4 I 2 3 2.12 12 11 IR 3x4 = A• 6. 3.8 11 12 5 3x4 II 4 1.413 0-10.15 4A-6 7-0-2 I.Irax 1.413 0-5.8 Plate Offsets (KY), : VO-7-1 0-0-2 LO-0-5 Etl e LOADING(psf) SPACING 2-0-0 CSi DEFL in (too) gde8 Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.03 5.10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Ven(TL) -0.04 5-10 >999 180 BCLL 0.0 Rep Stress nor NO WB 0.00 Hom(TL) 0.00 3 n/a We BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 251b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, 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. _ WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 20 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation guide REACTIONS (lb/size) 3=-232/Mechanial, 5=467/Mechaniral, 1=573/0-10-15 (min. 0-1-8) Max Harz 1=109(LC 5) Max Uplift3=232(LC 1).5=365(LC 4), 1=358(LC 4) Max Grav 3=202(LC 4).5=467(LC 1), 1=575(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-5=385/339 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=oft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); an8lever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked for a or minus degree rotation about te center. \\1S 1 10.0 psf bottom chord livus A17r�' load nonconcllment with any other live (gads. \\\\s 3) This � s Imss has been designadfor 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 �kPs' ' 4 e.e ,\\ ,.... fit behveen the bottom 0•••�C E NS'•. & �i chord and any other members. `�� y 5) Refer to girder(s) for truss to truss connections. ` /`�: �- _F _••�i^_ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt-lb) 3=232, d`0 93 aQ ny 5=365, 1=358. 1 _ 7)'Seml-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of Ihis buss. _ 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 191b down and 601b up at 4-1-14, - �.. and 19 lb down and 60 16 up at 4-1-14, and 3121b down and 1391b up at 1-4-0 on top chord, and 91Is down and 301b up at 4A-14, anti c(1 ; _ -rcc t 9I6 down and 30 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. O •, -ATE 411 9) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), i T'• Q;.• t, �� .IFS.<pR jN`% LOAD CASE(S) Standard /�� S� • •!� `� 1) Dead - Roof L ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 �� y��N A11 \T\�\\\� Vert: 1-2=70, 23=-70, 4-6=-20 Concentrated Loads (lb) Vert: 7=224(F) 11=59(F=30, B=30) 12=17(F=9, B=-9) FL Cert. 6634 August 12,201 ®WARNUT0- Ver Ybdesignparcursefer's and RP3D NOTES ONMSdNDINCLUDEDMTFXI ERSNCBPAGEMU-7473 BEFORE US&. Design vald far use onry with Mnek connectors. the design a based oruy upon parameters shown, and is far an individual balls geomn poenl. __ H� Apprcab3ty of design paamete s and paper incorperallon of componenfe re ,ocrubaty of bulling designer -not Ibuss dezgnre. Bracing shown is tar lateral supporl 01 individual web members only. Additional temporary bracing to Imure stab3ty during conshuctlon is the responsgolity of the MiTek' erector. Additional permanent bacingof the oveml structure Is line resposmbLly of the building designer. For general guidance regarding fabrication.gwfityeontroLsto ge,deWery.ereclb wdbociV.comull ANSIyT9ll Quality Crnerlo,DSB-89 and Dal luilding Cempenenl 6904Parke East8w. Soleh lnfosmalbn avai abk ham Jmss Piate OsstiNte. )81 N. Lea Shecl.5uh, 312 Alexandria VA pp223314 Ill Southern Pme(SP� I.beruspecified,thede•-ie v,lfues are those eSBttive 06f01/f013byAL5C Tempo, FL 33B101115 Job Truss Truss Type Dty Ply a254o6-Mel-Ry. BERDEVIN RES. T4976243 2540E -111A Diagonal Hip G'uder 1 1 4 Reference,Job East eoasiTmsz, Fort Pame. FL.34946)A3M5 Jul 252M13MreklndusidUL6Ri.Man Aug121U.idA2Mf3 Pe0e1 ID:bPIo3patlS BVA2AHx9tlnbyxRs0.0TWbreeUL6Ribz%rCPCrSnrUujdAOnfBISHgeTyoN 54i9 10�9 I � 5&9 4-7-D -- - - -- - - - -- - - --Scale =1:16.9 3x6 It 3 4 2.33 F2 15 3x4 G 14 2 13 12 _--- 4x4= 11 tail d 3x4 = Q• 16 17 18 19 20 6 Q 4xB = 5 1-3- SS-9 1J 11 0. 440 4d-11 0 5 Plate Offsets % 1:0-10-9 0-0-1 1:0-4-0 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) Ildeff L/d PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 1.00 Vert(LL) -0.13 6-10 >891 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.34 6-10 >348 180 BCLL 0.0 • Rep Stress Ina NO. WB 0.31 Hom(TL) 0.02 6 n1a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 40lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or5-5.11 be pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied orb-11-12 oG bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation uid REACTIONS (Ib/size) 1=815/0-105 (min. 0-1-8), 6=575/Mechanical Max Horz 1=178(LC 5) Max Upliftl=515(LC 4).6=372(LC 8) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(I1a) or less except when shown. TOP CHORD 1-2=-961/696 BOTCHORD 1-10=304/262,1-6=698/912 WEBS 2-6=797/696 NOTES 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst. BCDL=3.Opsf; h=15ft; 3=4511; L=2411; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ate grip t 111 f I.."t 2) Pllates checked fora plus or minus 0 degree rotation about its center. ,�\�_�n,PS A• 3) This Wss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. Le ,, `� \V' 4) • This truss been designed for bottom 3-6-0 tall by 240 0 C ENS ��i has a live load of 20.Opsf on the chord in all areas where a rectangle wide will `%%,0 •.•� ' •.9 fit between the bottom chord and any other members. ` /Q ; �- _F _••%% ••� 5)Refer to girder(s) for truss to truss connections. "b 9380 NO 6) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 1001b uplift atjoimexcept gt=lb) 1=515. * 1 -- �.- 6=372. 7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3121b down and 1321b up at 1-4-0� <1 _ -• ; (C` 471b down and 721b up at 2-7-4, 16 lb down and 96 th up at 3-8-14, 18 lb dawn and 100 Ib up at 5-2-2, and 73 lb dawn and 151 Ib up -c� • ATE .' at 6-11-0, and 79 lb down and 1551b up at 7-9-1 on top chord, and 691b up at 2-7-4. 24 Ib down and 32Ib up at MA4, 27It, down 0 Q'• ((y and 36 Ib up at 5-2-2. and 51 Ib down and 261b up at 6-11-0, and 59 It, down and 4016 up at 7-9-1 on bottom chord. The T'• A, Q^ �j�(�• • 0fi ��•''`��`�� design/selection of such ConneWon device(s) is the responsibility of others. . `SS • • •' 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �� \_ 10) In the LOAD CASE(S) section, loads applied to the face of the Wss are noted as front (F) or back (B). -.11110 N A' L I%% LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 August 12,201 o Iudon ae ®WARMAD- Vero design pgrarel and READ NOTES ON'IRIS AND MICLUDED bg7'Eff RP.PEREMCE PAGE➢271.7473 BEFORE USE Design valid for use a* with Mirek connecton. Iha design is poseda* upon parameters shown. and is foran individual bulding component. AppBooblity of design and of componeel a msponsblRy of building designer - not Inas designer. Bracing shown parameters woperboorpootion Is fw tetanal suppod of lndWelud web members envy. Addhionol lampwary booing to lmare shabigty tluMg <onsirvdionuthe respombgBN of the MiTek' erector. Addtiond permanent bracing of the overal shuctue If the respombiny of the b building designer. for general guidance regaN'ug rapdcatior, quality coni.Ldoing.. derivery.eredion and bating. consult AN51/r911 Quality Crlledo.M58-89 and BC5l Building Component 69N PaM1e East BW. BalelY lnlormdlon pv ablahom Truss Platf titute.781N. Lee Street. Suite 312. Alexandria. VA f14. If Sauthem Pine IaV� lumber is specifie, the design values are chose effective 05/ui/2013 by ALSC Tempo, FL ]]BIDi115 Jab Truss Truss Type Oly, Ply 0254o9-McFRy-BERGEVIN RES. T49]8214 25408 e -HJA2 Diagonal Hip Sims, 1 1 East Coast Truss, Pon Pierre, N-34946 7,430 a Jul 2$2013 Was Industries, Inc. Mon Aug 12 4527:43 2013 Pagel ID:bPlo3patlS 8YA2AHx9dnbyxRsO-0TWtx eUL6Ribz%rCPCrSmi9jrGOrT815HgeTyoZV 3 10 3i10 — — - - Scale <1:8.1 2.50 r12 2 1 Q d b 3x4 = 3x8 l 3 Qo 4° Q° 1-2-10 1.7.7 3E-10 I 1-2-1D 0+13 1-1 -d Plate Offsets % V : 1:0-5-15 0-0-3 1:0-0-3 Ed e LOADING (Pat) SPACING 1-114 CSI DEFL in (lac) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Ven(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 1 We fire BCDL 10.0 Code FBC201 Q/TP12007 (Matrix-M) Weight: 131b FT=0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or3-6-10 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS (lb/size) 2=41/Mechaniral, 3=29/Mechanical, 1=23410-9-9 (min. D-") Max Hom 1=53(LC 4) Max Uplift2=-32(LC 4).3=16(LC 4), 1=123(LC 4) FORCES (Ib)-Max. CompJMax.Ten. - All forces 260(Its) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its Center. 3) This truss has been designed fora 10.0 psf bottom chord live load nunconcurfenl with any other live loads. 4) • This truss has been designed fora live load of 20.Opsf on the bottom chard in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, i 5) Refer to gimer(s) for taut as to truss connections. `,�T111111 � �� III, �)`• 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 2, 3 except (jt=1b) ♦♦♦` tSPs. 44 e 1=123. "Semi-dgid ♦ 0 i G E N SF•:9�i��i 7) pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ♦��.� .•�\ 8) Warring: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. BYO 39380--- ^. LOAD CASES) Standard ATE 44/t[/� A, 10�F 0 R p �j��♦, 111 110%�`�♦ FL Cert. 6634 August 12,201 A W8RNIAG - VesiN dalygap.houreetm grid READ NOTES OMMS AnD INCLUDED MLfMCREPERENCE PIGEME-7473 BEFORE ffSE. . Design valid faun, onywith Mink connectors. ln6 design Is based only upon pom paten shown, and Is foran ndvklu.l balding component. NT ApWkabTty of design pammalars and pmperincorpomtion of component h respomibnty of curdling deigner-not Lass designer. Bracing shown pforbterdwppal.fndrvIdudwabmembenonly. Addtionol temporary bmcgq to Insure stability during, construction L the ms,acrabJGN of the MiTek' erector. Additional permanent bmcng of Move rall erall stroct he is the responearry of the burdng designer. For general guidance regarding fadkatioa qu-try.."trot storage, delivery,...I. cad bracing, cam.R ANSVr9I1 gua®y QBen , DSB-89 end Bat Bugling Component 89p1 Parka Eesl Blvd. it Sal tnl°rm°non yDiable Lom) sNote NstiUe.781N. Lea5Lea1.$ui1e312. Ales.ndna. VA 7?31��D13 byAL5C 1t5authern Pine 15Pl lumbensspecified, the de�t5rs va1vesEre [hose effective OS/V3 Tampa, FL 33810d115 Jab Thus. Truss Type Dty Ply 025406- Mel.Ry. BERGEVIN RES. T49]5215 254M Am Special Tsuu 1 • 4 3 Job Referencea Eesl CeesiTruu, FOM1 Pierce, FL. 31946 Jul 252013 MRekIndustides, Aug12 15:27:48 2013 Page ID:bPIo3paflSBYA2AHxgdbyxRs0.nRJmYLidAe3?hkQo?yoC9gZOOkKSwpuuM7RJgy 11_-7N1 SS]&dU aI3E 13z--B1Ja 1i}le.5to 1s&-PR6O r I St&1J0 I� I I tdr p S Scale =1:54.6 12-74 0.0216 2.78 12 7x8 3x4 = 3x4 = 6x8 M18sHs II 3.00 112 4 28 5 29 6 7 34 ; 3x4 3 e 3x4 G 3x4 2 9 A Selo = ry d 10 1 llo � 4x4 = 32 33 16 35 15 3s b d 30 19 31 18 17 3.4 = 3x4 = 13 12 11 2x4 I 7e8 - 3.4 II 5x12 = 10 II 0.21 LIL sons= 0.92 � 1x10 = � 11.33 &&t2 9-10.8 114311 I 1-] 4 11-t 3$p }&p 31611 2911 308 BNal t-S13 1]-10 6S3 0.A3 Plate Offsets X 4,030 0-0-15 120-6-00-2-12 14.0-7-8 0-4-017,030 0-5-0 LOADING lost) SPACING 241-0 CSI DEFL in (Ioc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.82 Vert(LL) 0.94 16 >402 240 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.92 Ven(TL) -1.40 16 -270 180 M18SHS 244/190 BCLL 0.0 • Rep Stress Ina NO WB 0.83 Hom(TL) 0.36 10 Na Na BCDL 10.0 Code FBC2010rP12007 (Matrix-M) Weight: 5181b FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.i'Fxcept• TOP CHORD Structural wood sheathing directly applied or4-0-12 oc pudins. 4-7: 2x6 SP No.2, 7-10: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or9-0-15 oc bracing. BOT CHORD 2x6 SP SS *Except' 7-13: 2x6 SP No.2, 10-13: 2x4 SP No.1 WEBS 2x4 SP No.3 •Except- 12-14: 2x4 SP No.2, 8-12: 2x6 SP No.2 REACTIONS (lb/size) 10=3778/0-8-0 (min. 0-1-8), 1=465410-7-10 (min. 0-1-13) Max Horz 1=68(LC 7) Max Uplift 10=2222(LC 8). 1=-2717(LC 8) FORCES (Ib)-Max. Comp./Max.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=18079/10586, 2-3=-19664/11540, 3.4=16998/10022, 4-5=17127/10118, 5-6=18997/11239, 6-7=-19491/11547, 7-8=-17839/10584, 8.9=13279/7899, 9-10=-12495f7383 BOTCHORD 1-19=10206/17524, 18-19=-10277/17645, 17-18=11197/19273, 16-17=-11039118980, 15-16=-11350/19458, 14-15=10947/18728,7-14=1322/2236, 12-13=1896/3218, 11-12=7072/12039, 10-11=-7072/12039 WEBS 2-19=-482/335,2-1-1693511696. IAI/1T�e 4791820.6-16-6711072,3-17=-2842/1653,4-1497185/4775, 5-17=2335/1348, 5-16=4791820, 6-16=671/453, 6-15=-251/269, 7-15=497/843, 12-14=6426/10968, 8-14=3265/5656, 8-12=4400/2591, 9-12=-842/1022, 9-11=-352/272 . P A , \`�I• O-A,4S i NOTES :'V�CiENSF•_q'!, 1) 3-ply truss to be connected togetherwilh 10d (0.131'4� nails asfollows: ,.. `O 39380__ Top chords connected as follows: 2x4-1 row at 0-7-0 oc, 2x6- 2 rows staggered at 0.9-0 oc. * Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - t row at 0-9.0 oc. �j�:• Webs connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0.7-0 oc. y 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_ f„ connections have been provided to distribute only loads noted as (F) or(B), unless otherwise indicated. ATE "��77 3) Unbalanced mof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph: TCDL=9.Opsf; BCDL=3.Opsh h=1511; B=45ft; L=2411; eave=oft; Cat. Il; ,�•• A, P •. ��; Q Exp D; End., GCpi=0.18: MWFRS (directional); canfilever leg and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �� '•• fi t G\,,� /� s •!.` plate grip DOL=1.60 �� S%� • • 5) All plates are MT20 plates unless otherwise indicated. �� III71 N A; 6) The solid section of the plate Is required to be placed over the splice line at joint(s) 17. `+ist\ 7) Plate(s) aljoint(s) 4, 7, 10, 13, 2, 19, 18. 3, 5, 16, 6, 15, 14, 8, 12, 9, 11 and 1 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 17 checked for a plus or minus 2 degree rotation about Its center. FL Cert. 6634 9) This truss has been designed for a 10.0 Pat bottom chord live load non concurrent with any other live loads. 10) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will August 12,201 Cantattom chord and any other members. ® WARNING- Vero deign parxrpeeten and READ NOTES ON THIS AND JAUODED W=REPERENCE PAGE PUI.7473 BEFORE USB. Design valid for use or4y with Mrak connectors. This desi90 b based a* upon pmameters shown, and is for on individual budd'ng component. Apprx:abLly of design pmomete s and proper locoipaotion of Component is respomilan y of Ltalding designer -not truss designer. 8radng drown is fa loteral supPert of Individual web members only. AddiSond tempos, bactrq to Baure stabmty diming con loom ion Is the nesponsiblLity of the Additional M!Tek• emalos. permanent bracing of the ovemA Structure is Me responsibility of the building designer. For geneml guidance regarding fob atgmqu tycnh storage.delNeryerectbnoMbocing.consult ANSVrMI Quality CrIfula,0SS-89 and Sal Building Component 69" Parke East She. SoteWnformall ggwv able More Truss Plate batitute,781N.Lee9heel Suite 311 Alexandria VA pp223314. If Souxhern PmefaP� lumber isspectlied, the deste values are those effective 06y01/2013 byAL5C Tempa,FL33810-4115 RES. T4976245 NOTES 11) Bearing at joint(s) 1 considers parallel to grain value using ANSVFPI 1 angle to grain formula. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 capacity of bearing surface. 1) 10=2992,-]=2717_ 13)'Semi-rigid pitellbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ]cools) 547 lb down and 340lb up at 3.4-6, 527 lb down and 3221b up at 5-0-6, 508 Ib down and 313 lb up at 7-4-6. 489 lb down and 304 lb up at 9-4-6, 4701la down and 296lb up at 114-6, 450 lb down and 286 lb up at 13-4-6, 431 lb down and 2751b up at 154-6, 412 lb dawn and 264 lb up at 174-6, 393 lb down and 253 lb up at 194-6. and 373 lb dawn and 243 lb up at 21-4-6, and 10031b down and 642 lb up at 23-4-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Inuease=1.25,- Plate Increase=1.25 Uniform Loads (plf) Vert: 1d=70, 4-7=-70, 7-10=70, 17-23=20, 14-17=-20, 13-20=.20 Concentrated Loads (lb) Vert: 19=527(B)16=-431(B) 12=1003(B) 30=547(B) 31=-508(8) 32=-069(B) 33=470(B) 34=-450(B) 35=-412(B) 36=393(B) 37=373(B) ♦♦♦�♦`�PS E F. 3938 - ^ ATE NAU��♦♦♦ I FL Cert. 6634 1 ,&WARNIND.Verifijdesignpadmnat pad READ lr'01ES ONMSANDINCLUDED JIFIERREFERENCBPAOBI4117473 BEFORE USE. Design v,xrd far use onlywmh Pnmek connectors. This dess,4based only upon parameters shown and 4 tar on inaviduol bubbg componenl. ApplicalaWy of design parameters and po erincorpo,otion of component B msponsia lty of b0dng designer - not buss desgner. Brocbg sho,m 81or lateral rapport o/intlrvidual web members Dory. AddiMonal lemMary t mcbg to inmre stobiGty during consbuclan Is the respomb06ty of the Addi ionai WGIC erects. permanent tvacing at the overa0 structure is the respambifity of the building designer. For general guidance regar i ng fabdcalion quality ccoontat stoeoge. deirm,, erection and bracing. comult ANSNIPII Ooaw Crgela.D56.89 and BC91 Shoal, Cnmpone.1 69M Parke East Bhd. I1 Sputhcrn Pine ISp� Ivmberinsexav{pAirhn AoI�C-nevalua�ISro�.Frt1?v oHca va Y19APAI1VMI3R.Al[ Tempa.FL33810d115 Job Truss Truss Type Dy ply 92WB-Mel-Ry-BERGEVIN RES. T49]6218 25400 A2 SpeeM Truss 1 1 4 4 Job Reference foot onal) Eesl Coesl Truss, Pon Pierre, FL. 34945 7.4305Ju1252013MReklndusides,Inc. Mon Aug1215:2]:492013 Paget ID:bPlo3patls BYA2AHx9dnbyxRsO-Fdt8ChjFxyBSJuMgJFh25ZS8(0OO 170k r7yo 1-42 I 0.0.0 14-2.13 1413-9 1866 20.10-4 23-&12 30A-12 1 1 I 1-9-2 1-2-14 8¢-13 0412 4-2-13 2-3-15 2-10.8 7A0 -- - - - - - - - 8ca1e=1:53.2 0.62 Liz- 55= 278 112 4 - 3.00 L122 3 21 22 4 2.4 11 3x4 5 3x4 c 2 6 4.8 11 i T - - "7 1e3 f 11 1.4 1 6x8 d 12 11 9 a F3-9 - 6a 3xa =1xB II 021 4 Sx8 = 3x6 = 0.92 112 1 9- 14-3-9 20.10.4 21&12 30.8-12 1 1 1 r 1-0.9 9 .2-14 539 6L-11 2-10-8 ]A Plate Offsets : 1:0-0.142-3-8 1:0-1-11Ed a 1:0-1-6Ed a 310-2-80-1-3 7:0-1-80-1-8 8:0.3-80-2-8 10:0-2-80-3-0 LOADING (psf) SPACING 1-114 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.7811-12 >473 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 VeffQL)-1.3010-11 >284 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.36 7 n/a n/a BCDL 10.0 Cade FBC2010ITP12007 (Matrix-M) Weight: 1321b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' 1-11: 2x4 SP 2850F 1.8E, 5-9: 2x4 SP No.3, 7-9: 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' 8-10: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS (Ib/size) 7=13161043-0 (min. 0-1-9), 1=1363/0.8-6 (min. 0-1-8) Max Horz 1=75(LC 7) Max Uplift7=724(LC 8), 1=-749(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2=4847/2668, 2-3=4095/2265, 34=-397612237, 4-5=5069/2819, 5-6=4948/2717, 6-7=3757/2068 BOT CHORD 1-12=-2491/4677, 11-12=2496/4685, 10-1 1=2085/4023,8-9=-217/346, 7-8=-191713590 WEBS 2-11=887/552, 4-11=272/196, 4-10=613/1195, 3.11=-3611770, 6.8=1008/606, 8-10=1780/3397, 6-10=585/1241 `11111111111„1 NOTES �, A• 7 1 Unbalanced roof live loads have been considered for this design. �� Q C E N 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsb BCDL=3.Opsf; h=15ft; B=45ft; L=24111; eave=4111; Cat. II; Exp D; Encl., GCpI=0.18; MWFRS(directional); cantilever left and right exposed ;end vertical left and right "posed; Lumber DOL=1.60� plate grip DOL=1.60 +`0 3938O__,,n=� * 7• 3) All plates are MT20 plates unless otherwise indicated. v 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcuffent with any other live (cads. 6) -This truss has been designed fora 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 TATE fit between the bottom chord and any other members. 7) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity 0 •..A, bearing of surface. �� •. 0 R IV \ �� ............ 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwtthstanding 1001b uplift atjoint(s) except gt=lb) 7=724, �j�'9 `�� 9) "Semi--dgid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss.�7,�11 ONAI 11�` 10) Warring: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 August12,201 ®WARra,vD-WHN taslimp..f,aters.dREAD NOTES ON MSAIM nVCLUDEDalrrer ePJERe.NCBPASS 1017473ssPDRerse Design valid far use orywith l eennecloa. This design's based only upon Pommeters shown. and is f«an indivldual WJding component. Applicability of design po ometem and paper Incomomtion of component 4 responuel ly of bvTdne designer -not Truss designer. Bracing shown Is for lateral svppad of Individual web members ant. Additional temporary bmcinp is Insure dobLly dvAg aom1nud1on h live responnbil of the Additional bracing the MiTek' erector. pe honent of ovemfl structure h the respor'bi0y of the building designee Forgeneml gula'once regarding fcM otbm gvc4ty control swage. deWery emetbn and brac'u,. comull ANSWPll guagiy Dill DSB-89 and Bat BVBdIng Component 69U P.A. East Blvd. alipn nibble from Tons Plate Wtitute.781N.teeSlreet. Suile3@. AleasrcSi, VA 22223314. SolelylnlerT.39. If rn Pme�SPI lumber isepectHed, the depi=n values are Nose effecure O6/ul/2013 by AISC Tampa, FL 33010.4115 Job Trues Truss Type Oty Ply 054N-10e4Ry-BERGEVIN RES, 25405 A3 Roof Special 1 1 T4976247 • d o East Coast Truss, Fort Pierce, FL. U946 7.4305JUI 252013 MRek ledwartul. Inc. Mon Augl21S:27:502013 Paget 10:bPlo3patlS-8YA2AHx9dnbyxRsNpRWPIjUFJ;w2agBNqUEFekBY?p9qLZAMgUYNZYGZV 442 0 154i12 20.0.1 22-10.9 2410.9 1.42 ]-2-14 6- 12 4.5-4 2-10-8 7.0.0 - --- - - - Scale=1:51.0 2.78 12 46 3x4 % 4 See Liz - Slut 3x6 - 2 3 5 4x4 6 4.8 II 0 d1x4 I 8x8 M18SHS= 6 4x8 II 12 4x10 = g 8 �IM"�1-88HS 0.21 Lu- 3x4 4x6 = are = axe = 0.92 12 -D9 -4 1&10.8 20.0.1 22-10.9 29-10.9 I I I 1-0-9 9 -2-14 0. 0-8 4-1-8 2-10.8 7-0-0 Plate Offsets %Y 1,0-0-142-3-8 1:0-1-1I Etl a 1:0-1-6Ed a 10:0.7-00-3-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Ved(LL) 0.82 11-12 >438 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Ved(TL)-1.3711-12 >262 180 M18SHS 2441190 BCLL 0.0 Rep Stress Inv YES WB 0.79 Horz(TL) 0.39 7 flat n/a BCDL 10.0 Code FBC201 Q/fP12007 (Matrix-M) Weight: 12816 FT=0 LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E •Except• TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 4-7: 2x4 SP No.2, 13: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpl 2-11 1-11: 2x4 SP 285OF 1.8E, 5-9: 2x4 SP No.2 with 20 SP No.3 with 2 - 10d (0.131'x3') nails and cross brace spacing WEBS 2x4 SP No.3 *Except- of 20-0-0 oc. 8-10: 2x4 SP No.2 WEDGE MTek recommends that Stabilizers and required Crass bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation Stride. REACTIONS (lb/size) 7=1322/0-e-0 (min. 0-1-9), 1=136710.8-6 (min. 0-1-8) Max Hom 1=84(LC 7) Max Uplift7=-727(LC 8), 1=-751(LC 8) FORCES (lb) -Max. CompJNlax.Ten.-Allforces 250(lb) or less except when shown. TOP CHORD 1-2=4847/2663, 2-4=3699/2045, 4-5=3859/2144, 5-6=5584/3061, 6-7=3718/2046 _ BOT CHORD 1-12=248514678, 11-12=2489/4686, 10-11=292715591, 5-10=424/848, 8-9=215/379, 7-8=1893/3550 WEBS 2-11=-I266/765, 4-11=-656/1327, 5-11 =4 964/1128, 63=1252/743, 8-1 0=1 803/3407, &10=-937/1890 ,1111111111111/1f ♦•� pS A. NOTES •, i, ♦♦ C... Q 1) Unbalanced mof live loads have been considered for this design. ♦♦ E N •''• '. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45$ L=24ft; eave=4ft; Cat 11; Exp D; End., GCpi=0.18; MWFRS (directional); cantileverleft and righl exposed ; end vedlcal left and right exposed; LumberDOL=1.60 • Fg"G 39380v-.._-.-X�,. plate grip DOL=1.60 •• * a Indicated. . ± : ,/� 3) All plates are dfor plates unless 0 degree 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcumenl with any other live loads. 1 6) -This truss has been designed for a live load of 20.9psf on the bottom chard in all areas where a rectangle 3-60 tall by 2-0-0 wide will "ATE �: fit between the bottom chard and any other members. 7) Bearing atjolnt(s) 1 Considers parallel to grain value using ANSIrIPI 1 angle to grain formula. Building designer should verily capacity SOT �� it ofbearingsudace. , �•' • O R 8) Provide mechanical connection (by others) of truss to bearing " •,,\ Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 7=727, /ra, plate 1. SS�ON \�♦♦♦ "Semi 1j111111111tj11 9) -rigid pitrhbreaks including heels' Member end fixity model was used in the analysis and design of this Cass. 10) Warning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 August 12,201 ®Weamrva- ru Vanfydocignyg,netarr�dndNP4DNOTESONTHISarmINCLEMEDAITTE REFERENCEPAGBPUZ-7473BEFOREusE. Dedeava0d for use only with Miller cennectm. Thu design is based only upon Parameters shown. and is far an incLvidual balding component. Appkcalcuty of design pommeten and Proper incorporation of component a responsDWty of balding designer - not truss designee Bracing shown Is for lateral supped of lotlfvidual web members only. Addi cnal lemposerybracing to Insure uabMty during corskucfain is the respamibrrty of the Additional MiTek• ereclar. Permanentbrocingoftheoveralstructure4thelesponeantyorthebuldingdesigner.Fwgeneratguidanceregarding fabdcalpn quarry storage. d.wo , eredlon and bracing. consul ANSIpP17 Quality CCp22r033edou p58.87 and IICSI eugding Campaneal 8904 Parke East Bbd. gcqovnhoL If Sautti rn PinelaPI llumb ati so ecifed,�thle des .n value are that eeHectire 06/0114. byAL5C Tempo, M1 338104115 Job Truss TrussType ply Ply @5408-Mel-Ry-BERGEVIN RES. 25408 A4 Roof Spedal 1 T4916248 1 • 1(opfonall East Coast Truss. Pon Pierce, FL. 34946 7.430 a Jul 252013 Mfrek lndustdes. to,, Mon Aug 1215:27:512013 Page ID:bPlo3pat15 8YA2AHx dnby RsO-B07uoNkVRRaYB8Ng5LjnTBxmLouEwKaKO5Wlyo 5 1.42 BS4 151.7 141-13 22- 29-0.5 1.42 Ba-3 6b-3 4.0.8 2-108 700 Scale =IAS.3 44 2.78 12 3 3.00 112 3x8 - 3wl 6 4 4x10 = 2 5 ry 8 try d11 64 M18SH5 � 11 • 64 o Sx14 M18SHS = B 7 4.8 11 5x8 II 0.92 12 021 LL2- 2x4 I 54 = axe = 3x8 = -0.9 -4 0.0.014 1 - 4 - -0- 40.5 4Y9 9 12-7-5-8 185 -10.8 7 Plate Offsets 1:0-1-6 2-2-14 1:D-1-11 Ede 1:0.1-6 Ede 6:0-2-0 0-1-8 9O-7-0Q7-4 LOADING (PSO SPACING 2-0-0 CSI DEFL in (too) Vde6 US PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.86 10-11 >407 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 Be 0.98 Vert(TL)-1A410-11 >242 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WE 0.99 Ho¢(TL) 0.40 6 Na n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 123 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E'Excepr TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc puffins. 3-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-24 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E'Except• MiTek recommends that Stabilizers and required cross bracing 10-11: 2x4 SP No.1, 4-8,6-8: 2x4 SP No.2 be installed during truss erection, In accordance with Stabilizer WEBS 2x4 SP No.3 -Except* 7-9: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS Ob/size) 6=1284/0-8-0 (min. 0-1-8), 1=1328/0-8-6 (min. 0-1-8) Max Holz 1=82(LC 7) Max Uplift6=-706(LC 8). 1=730(LC 8) FORCES (Ib)-Max. Comp./Max. Ten. - Ad] forces 250(Ib) or less except when shown. TOP CHORD 1-2=4723/2630, 2-3=4369/2413, 3-4=4852/2663, 4-5=6207/3378, 5-8=3576/1967 BOT CHORD 1-11=-2457/4560, 10-11=-1736/3430, 9-10=-3258/6227, 4-9=-668/1244, 7-8=203/377, 6-7=1817/3412 WEBS 2-11- 4681416, 3-11510/1032, 3-10=-892/1791,4-10=-1859/1081, 7-9=178613359. 5-9=1309/2609, 5-7=-1437/844 Illttttl 11111111I NOTES ♦1♦1-1rp,S A. q� �.,� •' 6 i) Unbalanced mof live loads have been Considered for this design. ♦♦ � E N �i ♦��; S '••9,r i� 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCOL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; �,N� Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate gnp DOL=1,60 39380,..-; 3) All plates are MT20 plates unless otherwise Indicated. 4) The solid section of the plate Is required to be placed over the splice line at jomt(s) 11. � 5) Plate(s) at joint(s) 3, 6, 10, 4, 8, 2, 7, 9, 5, 1, 1 and 1 checked fora plus or minus 0 degree rotation about its center. '• 6) Plate(s) at joint(s) 11 checked fora plus or minus 2 degree rotation about its center. � ATE 7) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. Q•• 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 343-0 tall by 2-0-0 wide will ' ,( • fit between the bottom chord and any other members. �� . (] fi t O �• 9) Bearing aljoinl(s) 1 Considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify rapacity �j� lssl ••... Fi of Searing surface. ♦♦ 10) Provide Russ to bearing 100 lb 6=706. ttltt11N A; mechanical connection (by others) of plate Capable of withstanding uplift at joint(s) except fit=lb) tilll♦ 1-730. 11) *Semi -rigid pitchbreaks including reels" Member end fixity model was used in the analysis and design of this truss. 12) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. FL Cert. 6634 LOAD CASE(S) Standard August 12,201 - ®WMMMI- Veto destyr paraousi and RM NOTES ON ME AID INCLUDED 167EKREFERENCE PAGE DUI.7473 BEFORE Use Design valid for we only with Mnek conneclars. ih6 design 6 based a* upon parameters shown, and b for an indivWual bulling component. AppreabLb of design parameters and ineogaccor. nofcomponent is wsponublity of buildup dedgner- nol two deugain, Bracing shown HV proper Is fof lalenal supped of lndividuatweb members anty. Additional temPararybrocing to Insure stabilfy during conshuction is the reslaon"HoRy of the erects. Additional permanent braetrg ov of the eral stmcture is the responsibLry bolding of the ding designee For general guidance regarding MjTek' fabrication, quelty cannot staroge, delive,, erection and bracMg. consult ANSVTPll Ouanly CrOefia, DS8-89 and lad BuBding Component e904 Pane East Bled. Sabhlnhannalbn qw fable horn irw Plate NitituleJ8l N. Lee Sheet Sole 312, AIexanEda. VA p2314. It Southern Pinn, to R) lumber uspecdfed,the desiiT value3 arethase aHective08(01/2013 byALSC Tampa,FL33610d115 Job Truss Truss Type Oty ply 025406-McLRy-BERGEVIN RES. • 25408 x AS Roof Specal 1 t T4978249 Easl Coast Trues. Fon Pleme. FL 34946 7.430 s Jul 252013 MRek industries, Inc. Mon Aug 121527512033 Pa9e1 ID:bPlo3patlS BYA2AHxgdnbyxRsO-B07udNkVTZRaYB8NgSLjnTBupxLe FvKaKD5w?y 1-9-2 I 8.2-10 10.&1 1&b9 21.2-1 2&2-1 I I 1-9-2 &SB 6-SH B 3-]-7 2-148 7-LLO --- - - -- - Scale: 1/4"' see 2.76 12 3 3.00 12 2x4 II 3x4 4 Sx5 2 5 1 8 to jd 54 = 7a10 = d 4.8 It 8 7 3.8 5x8 II 0.92 12 2x4 I 5, = 34 = 21-2-1 28-2-1 I 14L9 9 84L1 -&9 2-1M 74To Plate Offsets X Y 1:0-1-6 2-2-1d 1:0-1-11 Ede 1:0-5-7 0-1$ 303-0 0-2-6 5:0-2-8 0-1-12 60-2-80-1A 9:0-3-8 03-8 10:030 0-3-0 LOADING (psf) SPACING 2." CSI DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.89 9-10 1381 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.50 9-10 >225 180 BCLL 0.0 • Rep Stress Ina YES 141B 0.93 HOrz(TL) 0.39 6 We Na BCDL 10.0 Code FBC201017P12007 (Matrix-M) Weight 1181b FT=0% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E *Except' TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc puffins. 3-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 or. bracing. BOT CHORD 2x4 SP No.1 'Except' MtTek recommends that Stabilizers and required cross bracing 4-B: 2x4 SP No.3, 6-8: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 *Except* 11151allaII90 guide 3-9,7-9: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS (lb/size) 6=1246/0-8-0 (min. 0-1-8), 1=1289/0-8-6 (min. 0.1-8) Max Horz 1=79(LC 7) Max Uplift6=-685(LC 8), 1=-708(LC 8) FORCES (Ib)-Max. CompdMax.Ten.-Allforms 250(I1h) or less except when shown. TOP CHORD 1-2=4532/2537, 2-3=-4084/2222, 34=-6076/3334, 4-5=385113169, 55=3434/1890 BOT CHORD 1-10=2367/4375, 9-10=1663/3276, 7-8=158/261, 6-7=1743/3276 WEBS 2-10=528/469, 3-10=390/894, 3-9=1571/3015, 7-9=1717/3272, 5-9=-1205/2441, 5-7=1372/801 ill 1) Unbaanced roof live los have been dered _ t1 for 2) Wind: ASCE 7-10; Vult=170mph (3-secondlgust) Vasd=i132miph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ♦♦♦�`\"PG �, •�� Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ��O `SF -9� plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line atjoint(s) 10. Frio 39380,E-.�'.. 4) Plate(s) atjoint(s) 3, 6, 4, 8, 2, 7, 9, 5, 1, 1 and 1 checked for a plus or minus 0 degree rotation about Its center. 5) Plate(s) atjoint(s) 10 checked for a plus or minus 3 degree rotation about its center. j. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. •IU 7) • This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will .<: J- fit between the bottom chord and any other members. TAT E 8) Bearing atjoint(s) 1 considers parallel to grain value using ANSV7PI 1 angle to grain formula. Building designer should verify capacity 0 •, A of bearing surface. 01-•• P •. ��; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 6=685, ii�tCkq • fit • �` •�% ♦♦♦ -.1/ A i- %%♦` 10) •Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 1ON 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Celt. 6634 August 12,201 ® WARNNVJ- Vero design jeararnda and READ VOTES ON ISIS AND INMUDED tr'J7EXREt'ERMCE PAGE MI.7473 BEFORE USE. Design void for use only wish Mifek connecton.ihh design in basedoNy upon Porometen slwwn, and b for onindivldual butd gcomponent � AMIlcob3ty of design paramelen, and paper hscwpwation of component b responvb0ify of biding designer -not Inn designer. Bmoing shown Is fw lotenol support of Individual web members only. Addtiond temporary bracing to insure stalonty all consthuctlon Is the reseemiblNty of the Additional bra MiTek' erector permanent m cing of the over sWctue Iswb the responly of building designer. For9eneml guidance regording falxkotion. quality control storage. Getery, erection and bmchs. consult ANS1/1PI1 puardy criteria.DSB-89 and BGSI sending Component 69W Parke East BNd. Safely lnf 011l gvopoble them Ines Plate Institute. 781 N. Lee 3"at, Suite 312. Aleas aVA772314 115outhem Prue 5P iumbens specified, th a desie values are those e,00tive O6)Ol/3013 byAL5C Tampa. Fl33B10-0115 Job Tmes Trues Type Oiy Ply #25a08-Mel-Ry-BERGEVIN RES. • 25406 r ABG SPECIALTRUSS ' T4976250 3 e East CoeslTmss, FadPierte, FL 34B40 ),4305Jul 252010 MRek Industries, Inc. Mon Aug 1215:27:532013 Page ID:bPlo3pat15_8YA2AHxgdnbyxRs0E07H2mm7AhHnVImnVNBsuGG6110MAyd2eiC_uyo 4 9312 tt-2-5 13-0.14 14-54t 188.4 224-1 2]-8-i4 4-7-5 3.54 1-Y3 410.9 1-t0.9 1L8 4-0.13 4.0.13 &1.13 - - - - - - - - -- - Scale=1:47.2 2.76 12 3.00 GL Sx8 5x8 2.4 II 4.4 = 7 8 4x6 54 aa 2x4 II 5 6 9 4 3 3.4 = 3x4 0 2 axe = 1 9 17 11 d e d 11 1B Bxa_ )bI 22 21 20 tx4 II 16 15 14 13 12 2x4 II 4.4 II 2.4 II 3.10 = 3x4 3x4 = lx4 I 3x4 = Bx10 = -� 8-3--0.�I 2714 1-11-20.5 11 1 9 119 1-8e1-t$ 3)fi 5-t-13 Plate Offsets X V : 1:0-2-0 0-1-8 5:0-2-0 Ede 60-4-0 0-1-12 8:0-4-0 0-1-14 9:0-1-12 03-0 17:Od-12 0-2-8 190.2-0 Ede 20:Etl a 0-3-8 2VO-2-0 0-4-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.45 18-19 >743 240 MT20 2441190 TCDL 15.0 Lumberinaease 1.25 BC 0.91 Vert(TL) -0.7918-19 >423 180 BCLL 0.0 Rep Stress Ina NO WE 0.90 Hoa(TL) 0.22 11 n/a n/a BCDL 10.0 Code FBC20IOrrP12007 (Matrix-M) Weight: 4381b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purling. BOT CHORD 2x4 SP N0.2 •Exmpt• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-20: 2x6 SP DSS, 17-19; 2x4 SP No.1, 7-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' , 3-21: 2x6 SP No.2, 19-21: 2x4 SP No.2 REACTIONS fib/size) 11=1936/0-8-0 (min. 0-1-8), 1=3379/0.8-11 (min. 0-1-8) Max Harz 1=78(LC 7) Max Upliftl1=962(LC 8), 1=1570(1_C 8) FORCES (Ib)-Max. CompJMax.Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-28=719/321, 1-2=8935/4095, 23=11160/5089, 3-4=-1650877535, 4-6=-16889f7732, 6-7=8788/4168, 7-8=8477/4052, 8-9=-5330/2604, 9-10=5949/2919, 10-11=8200/3056 BOTCHORD 1-29=-290/672, 1-22=3911/8643, 21-22=3911/8643, 20-21=756/1673, 19-20=341/763, 4-19=-260/619, 18-19=5344/11858, 17-18=5338/11842, 7-17=-116/318, 15-16=-289/628, 13-15=2689/5737, 12-13=-2893/5963, 11-12=-2893/5963 WEBS 2-22=-1089/549, 2-21=978/2315, 3-21=-6252/2897, 6-18=1681450, 6-17=4288/1937, 15-17=2599/5808,8-17=-3092/6836, 8-15=3279/1450, 9-15=-720/450, 9-13=541300. 10-13=-541/210, 6-19=2582/5873, 3-19=311516925, 19-21=5290/11897 111 1 f 7�'7j ``t^"S NOTES P. I �i 1) 3-ply truss to be connected togetherwith IOd (0.131•x3) nails as follows: % p E•�• j • • Q i Top chords connected as follows; 2x4-1 row at 0-7-0 oc. •�� SF••;9�^ `��`Z`; Bottom chords connected as follows: 2x6 - 2 rows staggered at (t-5-0 oc, 2x4 -1 row at 0-9-0 oc. ' _- Webs manacled as follows: 2x4-1 0-9-0 2x6- 3 0.5.0oc. N 393801.-y^ row at oc, rows staggered at * 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 plyz f�- conneclions 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. :• %f�` S . 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cal. II; ..3 • ./}TY Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and fight exposed; Lumber OOL=1.60 O • --`J ATE late grip DOL=1.60 5) Plates fora 0 degree its 'eelT� Q Q;• checked plus or minus rotation about center. \ %% ii(� R C1 �� 6) Cancenirete0loads from layout are not present in Load Case(s): 93 Dead t Uninhabitable Attic Without Storage. � lS........! , � �'��S,O Thistrussfor a psf bottom chord dve load with any eallve loads.rectangle truss lie chord has been delgned load of 20. psf an.0 me bottom in all areas wherensourrent 8) signed for a a 6-0 tall by 2-0-0 wide will � et between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 1001to uplift aljoir l(s) except tit -lb) 11-962, 17570 FL Cert. 6634 10)'Semi-rigid pilNbreaks including heels' Member end fairy model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided suffidenl to support concentraled load(s) 2818 Do down and 11731b up at August 12,201 on A% chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING- VMfy deaignp.,arou so andgE4D NOTES ONTEISBND INCLUDED WTEKREFERENCERAGED171-7473 BEFORE USE. Design valid for use only with Mnek connectors. Ihb design is based only upon paameters shown, and is loran Individual buldlog component. Applicability of design porometers a,tlpoperincaporalion of components resporaDlity of building designer- not lms designer. Bracing shown Is for lateral support of individualweb members only. Addlio vai temporary bracing to Insure stabiity during combruclion Is the raspansibllty of the Additional dacingof MiTek• erector. Permanent the overalshuctu is the resp bTlyofthebull'mgdesignon,Fageneralguidanceregarding fa60l quality control storage. derivery. erection and bracing. comuff ANSI/IPII Gually Cseerla, DSB.89 and RCM Building Component 69U Parke East Bty4. Satehlnb'om-89ngv iota hom)ass Plata Wtitule. I81 N.lee Sireel.0uite3@.AkxaroTo. VAy[314. If Southern PmepP l umben5speiiied, the desip Us UoJlf2tbQSeeffEedve 05/ul(2013hyAL5C Tampa, FL 338ib4115 Job Truss Truss Type Dty Ply a2540a-Mal y-BERGEVIN RES. T4978351 • 25400 1 A7 S,Wl True 1 1 Eesr Loasi Truss. Pon Plerce, FL. 3494e 7.430 s Jul 252013 Mmek lndusMes. Inc. Mon Aug 12 15:27:53 2013 Pagel ID:ODVLEOy7AxAiPi7VkaKglLyxpkp-807fl2mm?AhHnVImnVNBsuGJDl1XMA5d2eiC_uyoZV 530 &90 13-0-0 19.10.0 I 1 5-&0 130 &s.0 &1rVa scale=1:33.7 - 3.00 12 2x4 I 4xe as 2 3 3x4 1 4 7x8 I5 4x4 = 3x8 II er B 7 6 • r 1x4 I 4xS = 1.4 I 3x4 = i 19.10.0 5-30 it 13-0-0 I i 5-30 16-0 6.3.0 fi- 0-0 Plate Offsets X 1:0-2-120-8-13 1-0.0-00-1-14 30-2-00-1-8 9:0-6-OOSO LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Went Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.56 Ven(LL) 0.25 6-7 >954 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.43 6-7 >552 180 BCLL 0.0 • Rep Suess Ina YES WE 0.89 Horz(TL) 0.11 5 n/a We BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 87 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc puriins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied ors-4-3 oc bracing. 2-8:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer WEDGE Left: 2x4 SP No.3 REACTIONS (lb/size) 5=915/0-8-0 (min. 0-1-8).1=870/0-3-5 (min. 0-1-8) Max Harz 1=140(LC 5) Max Uplift5=-506(LC 8). 1=475(LC 8) FORCES (Ib)-Max. COmpJMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 1-2=2586/1403, 2-3=2433/1366, 34=-1313r180, 4.5=2383/1330 BOTCHORD 1-9=1 16912460.6-7=1209/2268,5-6=-1209/2268 WEBS 7-9=783/1755, 3-9=883/1838, 3-7=9511462, 4-7=11021676 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-9.Opsr; BCDL=3.0pst; h=15ft; B=45ft; L=2411; eave=oft; Cat. 11; 1 7 J7 , ,,il5 j Exp D;Encl.,GCpi=0.18; MWFRS(dlrectional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 �� I A plate grip DOL=1.60 ON 44 3) Plates checked for a plus or minus 0 degree rotation about its center. ��N, O\v'•' G E N '\ S�`'•, 9,9'!' 4) This trusshas been designed for a 10.0 Pat bottom chard live load nonconcent with any other live loads. ; ��`; 5) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-e-0 tall by 247-0 wide will ' ��- NO 39380 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift aljoint(s) except Ot=lb) 5=506. 1-475. 7) Semi -rigid pitchbreaks including heels' Member end tartly model was used In the analysis and design of this truss. 8)Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required.ATE ••' LOAD CASE(S) Standard �� .(� ��` •��S AI FL Cert. 6634 August 12,201 ®WARA71V3-Terod-ign Pmmn :m,d READ H07PS ON MS AND INCLUDED MfirM REPER&NCs PAGE ffiE-7473 BEFORE USE. Design valid for use only with Wait connectors. The design Is based only upon parameters showm ondis for an indwidual bu0ding component. Appli ability of design pommeten and pmpe,incarparation of component h respomSDty of builGng designer -not buss clou ner. Bracing shown Is for lateral support of hfdividuol web members only. Additional lemporarybracing to heure stability owns corawction is the respomibhhty of the WOWrector. Adtiliond peanonenl bracing of the overall struciwa Is the resposlsbihN of the Wiltlmg designer. For general guidance regarding fabkatiam quality cannot storage. di erection and bacing. coruun ANSIMII Quarry 6Berlu, DSB-89 and Dal Building Component B901 Parke East Blvd. Safely Wauseon.. OOble from puss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA�2314. B.iaYLh sOrll pltla crium bar 145pecifled, the desl'•'n values are 1h65a 21f2CtlVe95101/2033 byAL5C Tempe. FL 33a10.4115 Jab Truss Truss Type Gy Ply Quo 8-MafRy-BERGEMN RES. T49]0252 25408 As Hip Truss 1 1 • 4 b East Coast Tmss, Pon Piece. FL. 34946 7.430sJu1252013M9ekindus1nes,lno. Mon Aug1215:2]:542013 Paget ID:GDVLEOy7AxAIPi7VkaKglLywpkpcbhlFOnOmUp8PRyLDvOO5pVj9Px5e7mGISwwyo2V saA aA.e t4AA artap I � S}0 0.8A 1-]A SSA 510-0 _scale a 1:35.8 2.4 II 3.00 t2 4x4 = 4x4 = 2 3 19 4 3.4 1 Lcj=n Li d 0 axe- 6 1 3x4 = 3.8 If Ia 9 8 7 2x4 II 5x10 = 1x4 It 3x4 0.t t-0-00. - o S b 39 S 8 Ste9 Plate Offsets X 1:0-0-41-8-13 1:O-4b0.0.2 8:0.4-80-2A 10:05-1203-8 LOADING(pso SPACING 1-114 CSI DEFL in (loc) Udeft Uri PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.22 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Vert(TL) .0.38 7.8 >664 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.77 Hoa(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC201 OrTP12007 (Matrix-M) Weight: 931b FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 34-9 or. purling. BOT CHORD 2x4 SP N0.2 *Except' BOT CHORD Rigid ceiling directly applied ors-5-14 oc bmcing. 2-9: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS (Ib/size) 6=884/041-0 (min. 0-1-8).1=932/43-5 (min. 0-1-8) Max Harz 1=-120(LC 5) Max Uplift6=490(LC 8), 1=509(LC 8) FORCES (lb) -Max. Comp/Max. Ten, -All forces 250(lb) or less except when shown. TOP CHORD 1-2=2393/1306, 2-3=-2237/1285, 34=-1277/819,4-5=-1364/810, 5-6=2280/1271 BOTCHORD 1-10=-1082/2273,7-8=-1152/2167,6-7=-1152/2167 WEBS 8-10=926/2029, 3-10=708/1380, 3-8=1002/437, 5-8=945/579 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; hat 5ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 A• plate grip DOL=1.60 \\\ �kPs A� ��j 3) Previde adequate drainage to prevent water pending. \O O ••GE NS.• 4)Plates for 0 degree its •�.� checked a plus or minus rotation about center. ; ��: F•-•. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunenl with any other live loads. ` F-- NZO 6) *This truss has been designed for alive load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will 39380�-=-- : * ; fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable ofwithstanding 100 lituplift at joint(s) except Qt=lb) 6=490,� ;AT 8)'Semi-dgld pitchbreaks including heels° Member end folity model was used in the analysis and design of this truss.�- 4U E 9) Warning: Additional permanent and stability bracing fiatruss system (not part of this component design) Is always required. .40 LOAD CASE(S) Standard OR (O P' N�,�` ENO\\` NA`L FL Cent. 6634 August 12,201 ®weRMrNn-verTydarynyrIraters end READ NOlaserr27 SAMI CLEMBI)14T r RSPERENCSPAGewa7473BEFORBDss. Design valid for use only with Mffek connector. Ibis nation is based a* upon porometess shows and b Car on In Iducl buWing coax onent. __= . Applcabr y of design parameter and proper incorporation of component 6 ac,00rmblity of burding designer -not truss designee gratin shown ��l�s�1YYYE Is for lateral support of individuol web members a*. Additional temporary bOCing to insure stabiyduing construction 6 the respomibllN of the rector. Additional permanent bacon of the overal structure h the rasp Dtity of the buiWNg designee Forgeneral guidance tegardin9 fabncatbr quolN cont7aml. staraga.OeWery. erect'wn and bacmSg. consun ANSIRtIl Ova01y D51.89 and ICSI Bu1dNp Cempenenl IYlfiek• 8904 Parka East BIM. Naalthe�n Fine 15Pf lbumber isspecified, thedesim LeeyG1Bae�ria, are Suite eHecMa 060114. byAL5C Tempa,rL33e104115 Job Truss Truss Type Oty Ply 025406-Mel-Ry- BERGEVIN RES. T497025J 25406 4 • A9 Hip Truss 1 1 East Coast Truss. Fan Place. FL 34NO 7.430 sJul 252013 MRek lndulnes, Ina. Man Aug 12 1527:55 2013 Pagel ID:ODVLEOy7AxAIPi4VkaKglLynpkp-4nEPSImOXox71pS9vwOfxJLhEZsp8yvVyBJ3my 4-11-8 630 1 Ob-8 1 &1-12 20-10-0 I I I 4-11-8 1JA 4-38 4-T-0 54L-0 - — - Scale=1:35.6 3.00 12 4x4 = 2x4 I 0e = 2 6 3 19 4 2x4 5 d d d 9 ry qq Sx8 = 6 q 3x4 = ass I I6 d 8 7 2.4 I 4x8 = 3x4 = tb0 6d0 10E-8 26160 I I � 1 5b0 d-18 10.3.8 Plate Offsets % V : 1:0-0-0 1-8-13 1:0-0-8 0-D-2 4:D5-4 0-2-0 6:0-0-4 0-ib 9:0-2-80-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Veri(LL) 0.21 7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.26 BC 0.91 Ven(TL) -0.58 7-12 >434 180 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(IL) 0.07 6 We n/a BCDL 10.0 Code FBC2010,TP12007 (Matrix-M) Weight 93 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc pudlns. BOT CHORD 2x4 SP No.2'Excepr BOT CHORD Rigid ceiling directly applied or5-1-1 oc bracing. 3-8: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer WEDGE Installation tilde Left: 2x4 SP No.3 REACTIONS (Ib/size) 6=912/D-8-0 (min. 0-1-8), 1=96310-3-5 (min. 0-1-8) Max Ho¢ 1=-115(LC 5) Max Uplift6=-501(LC 8), 1=529(LC 8) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-2=2164/1221, 2-3=2612/1482, 3-4=2535/1454, 4.5=-1758/1001, 5.6=2410/1451 BOT CHORD 1-9=1005/2060, 6-7=-1337/2304 WEBS 2-9=384/774, 7-9=-762/1596, 4-9=503/922, 5-7=-668/540 NOTES 1) Unbalanced mot live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp ; E GCp0i.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and night exposed; Lumber DOL=1.60 q D., plate ♦♦♦\\-11 PS q��, •• e 3) Provide adequate drainage to prevent water pending. ♦♦ 0 p E N SF•'"9�y_�� 4)Plates checked for a plus or minus 0 degree rotation about its center. ♦��:•\.\ f� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` .e-•--�� 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 will /..'N3S 39 380 , 6t between the bottom chord and any other members. * :• / ;i�+ 7) Provide mechanical Connection (by others) of truss to hearing plate capable of withstanding 1001b uplift atjoint(s) except Gt=lb) 6=501, 1=529. ' 8)'Semi-ri91d pitchbreaks including heels' Member end fodty model was used in the analysis and design Of this truss. ,f� • - " ATE 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. •• LOAD CASE(S) Standard �i�� %A,< t O P' ��♦ p R C? •,��S,S��NA� %%% \� FL Cert. 6634 August12,201 WARNING -Vern design parvmeters a-1d READ NO1HS ON ME AND N`MUDED M7£KREPERENCE PAGE Idf/-7473 BEFORE USE. Design vand fa use only with Maek connecloo. thin design %based ant, upon parameters shown. and is for an individual buldug component. AppOcab i of design pammetea and oa e,lnoomomtion of component %respansiblity of buildinger ding design - not trust designer. Bracing shown %forloterolsapporl of lntlividual web members oNy. Additional lemporory tracing to lmu,e stability duing consWction%the respomlb][ty of the MiTek' ereatar. AtldilWnal pertnanenl bating of the overall sfmd,ue %Ae resporebiON of the DVlding designer. For General guidance regarding labcal'on, quality control storage, deMery, erection and tracing, comull ANSWPII Guppy C,Be,W, D$B.89 and SCSI BVBdW, Component 69M Parke East End. Saki, lnlormaXon 4�' ble ham Tows Plata Institute, IBI N. Lee Streal, Suite312, Ale andria. VA 2314. If Sauthem Pine 5a lumber u specified, the design wMues ere corpse ef}�e<tive 06 0112013 by ALSC Tempe, FL 3391"115 Job Truss Truss Type ply Ply 025406.Mel-Ry-DERCEVIN RES. ' • 25400 A10 Hip Truss 1 T4978254 1]job Reference (optional' Easl CoastTmss, Fort Pierce, FL 34946 7,430 a Jul 252013 Mrek Industries, Inc. Mon Aug 12 15:27:44 2013 Pagel IDIODVLEOy7AxAIPi?VkaKgl Lywpkp-W4F9 %6P72C761 m6j4_Ok47y015Llzll DAvyo2V 2-11-8 S30 84-12 12449 Ik-12 23r I 2-11$ 338 !112 3-1-12 37-4 4$-4 - Swle=1:35.8 I- 3.00 I12 4x4 = 4x4 = 5x5 = 4x8 = 2 21 3 22 4 5 LP 2x4 6 d n 1 q 12 5x10M188Hs= 7 3x4 = 3xe 44 I� 4 10 9 8 2x4 I 3x10 = 3x4 - 3x4 = i1¢�i 2-11$ 630 9-0-12 12$$ 20-1Q0 I i 1 11F0 - $ 338 31-12 3 -12 &3$ Plate Onsets %Y : 1:041-0 1A-13 1:0-0$ 0-0.2 4:0-2-8 0-1-72 5:0.5-0 0.2-0 11:0-6Ji 0-1-8 LOADING last) SPACING 2-" CSI DEFL In (Joe) /deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.65 Veri(LL) 0.43 10 >578 240 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.97 Ven(TL) -0.68 10 >367 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.86 Horz(TL) 0.14 7 We me BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 971E FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. DOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-11: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer WEDGE 1051allatitaii guide Left: 2x4 SP No.3 REACTIONS (lb/size) 7=91410-8-0 (min. 0-1-8), 1=96110-3.5 (min. 0-1-8) Max Hoa 1=105(LC 5) Max Uplift7=-504(LC 8), 1=-527(LC 8) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(I1h) or less except when shown. TOP CHORD 1-2=-2184/1207, 2-3=-2167/1202, 3.4=-0192/2330, 4-5=-1995/1202, 5.6=2020/1148, 6-7=2436/1436 BOT CHORD 1-12=1012/2083, 11-12=-2454/4710, 3-11=232/530, 9-10=-187/356, 8-9=-993/1951, 7-8=-1328/2327 WEBS 2-12=-201/452,3-12=2614/1442,9-11=-958/1824,4-11=1154/2246,4-9=-809/476, 5-8=48/294, 6-8=d08/351 1 t 8f ,��I NOTES \\\\`"S A. 1) Unbalanced roof live loads have been considered for this design. •''• �'. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; `%% O�•' G E N Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ter'- .•��; 3) 39380�-. Provide adequate drainage to prevent water paneling. = * .' 4`O 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. _ 6) This truss has been designed for a 10.0 Pat bottom chord live load nooconcument with any other live loads. = 7) 'This live r�ti truss has been designed fora load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ± - • ATE fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001E uplift at joint(s) except (jt=lb) 7=504, •• 1 SOT O P • �� 1=527. �• , R \ 9)'Sem4rigid pitchbreaks including heels' Member end fairy modelwas used in the analysis and design of Nis truss.�j, tss\\\ 10) Waring: Additional permanent and stability bradng fortruss system (not par of this component design) is always required. /11110N A� E \\\\ LOAD CASE(S) Standard FL Cert. 6634 August 12,201 ®WARNiM-Veyghd.(9a%paszmdefe and READ NOTES ON IWS AAW INCLUDED bS TSKRSFP.RENCERAGE11917473 BEFORE US& DadpnitcvaritlinweonywOhMgekconnecton. i58 tlesignbbased a* upon pammetegshow4 and lsfo,oaea[lIdualburfi component. _- - AppabLtyofdesignparametenandpro rincorpamtionofcompanenl8respombYityof e' Wadingdedgn-nollrua Ee9gnec Bradmgshown �s`� is for lateral sWPW of bEyiduel web members only. ACGtiond temporary bracing to Insure stabi0y during construction is the responsib4ty of the Addifronal IVliTek' erector permanent bracing of the ovemlt structure Is the respose iriy of the bulling Eeslgneu Forgenewl guidance regarding fabrication. gvollty control storage. deove, erection and booths. consult ANSI IFII Quality 011.da.DSB-89 and BC518u0ding Campenent 69U Parka East BM. sitley lnfosms0on gqvaw�vble from Trues Rate lmlilote.781N.Lee 55tree65utle312.AkxanEna. VA yy2311. It5outhern Pine`SP'1umberis-peufied,the desi5n value3 are those eif 1ve06(0112013byALSC Temp. FL 33B1D4115 Jab T.Ss Trues Type Dty Ply 025408-Mel-Ry-Sl RGEVIN RES. 25408 At1FG Flas Truss 1 T4976255 • 2 al goal Cases Truss, Pon Pierce. R. 34048 ].430aJul 25gsO-Ns ek 2ndushies. Inc. Aug 1215'.NZUZR Page ID:bPIo3patlS eVA2AHz9tlnbyxRs0.NsedMJglfhOgGhEJgEJXCzutlXNZUZZRCPmnilyoZV niL 5L-0 11-0 0 5o 5o - - -- 6rala=1:18S 6x12 = 1.4 6x12 = 1 7 8 9 2 10 11 12 3 s Q• 13 4 14 6x8 = 15 16 17 6 us II 6x8 I w0 11-0-0 ss0 S D LOADING (psQ SPACING 1-114 CSI DEFL In (too) Vdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.24 4-5 >518 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.59 1/ert(TL) -0.38 4-5 >326 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.83 Hoa(TL) 0.01 4 me We BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 1051b FT=0% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Stmcturol wood sheathing directly applied or4-6-15 oc purins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x8 SP No.2 -Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. 1-5,3-5: 2x4 SP No.2, 25: 2x4 SP No.3 REACTIONS fib/size) 6=2405/0-8-0 (min. 0.1-6),4=2838/Mechanical Max Horz 6=87(LC 7) Max Uplift6=1288(LC 5). 4=-1564(LC 5) FORCES (Ib)-Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-6=2200/1196, 1-2=8072/4379, 2-3=8072/4379, 3-0=-2358/1316 BOT CHORD 5-6=5441848, 4-5=-591/1045 WEBS 1-5=398117368, 2-5=2482/1375, 3-5=3903r7166 NOTES 1) 2-ply truss to be connected together with 10d (0.131•x3') nails as follows: Top chords Connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 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 ,1T111 t f Ill( y connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 13=4511; L=24ft; eave=oft; Cat. II; ♦♦♦ BPS• A• q� ��j •' 9 ��i Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 ♦♦♦ O •' G E N '• S••'•9 plate grip DOL=1.60 ♦ '� ��'��; 4) Provide adequate drainage to prevent water pending. ; ��'-•' 5) Plates 70 39380_-.... checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. * •: 7)' This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .w JL f�= 8)Refer to girder(s) for truss to truss Connections. •• ` • ATE 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)oint(s) except Gt=lb) 6=1298, O •: 4-1564. 10)'Semi-rigid pitcabreaks including heels' Member end fixity model was used in the analysis and design of this truss. ��'1% 0 R 19 11) Hanger(.) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 212 lb down and 249 lb up at �j7 lsS '' • • • • •' ��%`♦♦ 1.9-4, 830 lb down and 5 % 1r/0 N AV- b down and 05lb up at89 0-12 on lop chord, and 82 b down and 96lb up aa2-0-12a 11351b down and 1051b up al 4-0.12, 1761b downand 128 IC up at 6-0-12, and 216lb down antl 1501b up at 8-0-12, and 2471b down and 1681b up at 10-0-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 12) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. E Cert. 66.34 LOAD CASE(S) Standard August 12,201 otinue an a e ® WARNING- Verify design poraoseteae and READ NOTES ON INIB AAID INCLUDED WIEKREFERENCEPAGE M-7473 BEFORE US& Design cord fause aNywith MTek connectors. This design B based only upon parameters shown. and is fa an individual builtlng component Appk.bOyofdeslgnparametersandpropernc .tionofcomponenthrespambSryof Wtdingdesigner-mttrundesigners Bmcingshown Mar lateral support of Irs iduOl web members any.Ad?tional temporary bmcing to Insure slobifity during comtructlon is the responsibility of the Additional bracing the MiTek' irecta. pemtanenl of ..11,true isb darthe reap Ty of the bust g designer Fagenemt guidance regarding obsicotbn, auaiyconthaL storage. wrivery.erection and bracing, consult ANSI/IPIIGualypBeda.DSB.8Pand BC51Bu8ding Comlmnenf 69" Parke East BIW. I, lnl of.. q� bble hem Truss Plate In toute. 781 N. Lee Street, Suite 31Z Alaxandda. VA y1a14. It 6autnxn Pine tS lumber,.specified,the deirmvalues are these effective O6Iua/2013byALSC Tempo. FL 33810-41t5 Job Twsa Twits Type Dly Ply Y25400-Me Ity-BERGEVINREG. TdB70258 • 2540E Al2 MonoplcM1 1 1 East Coast Truss, Pad Pierce, FL 34946 7.43D a Jul 252013 Mrrek lndu3Vies, Inc. Mon Aug 121517.452013 Page ID:bPlo3pat15 BYA2AHx9dnbyxRsO-NsedMJglghOgGhEJgEJXCuFXOJUlyRCPmniLyoN 7-s12 Tau -- - - - -scale =1d4.2 3.4 II 2 2.76 12 1 3x4 = Q. 3.8 II 3 6 g 3x4 I 1-0.121-9-17a122 1-0-12 0-06 6-0.11 Plate Offsets (KY), 1:0-5-1 0-0-2 1:0-04Etl e LOADING (Pat) SPACING 1-11-4 CSI DEFL in (lac) Vdeft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.43 Vert(LL) 0.09 3-8 >997 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.41 Vert(TL) -0.14 3-8 >642 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 1 We n/a BCDL 10.0 Code FBC201 OriP12007 (Matrix-M) Weight: 271b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOTCHORD 2x4SPNo.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEDGE Left: 2x4 SP No.3 REACTIONS (lb/size) 3=266/Mechanical, 1=37410-8-11 (min. 0-1-8) Max Horz 1=146(LC 7) Max Uplift3=149(LC B), 1=202(LC 8) FORCES (Ib)-Max. CompJMax.Ten.- Allforces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45111; L=24ft; eave=4ft; Cat. I I; Exp D; Encl., GCpi=0.18; MWFRS (directional): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 Pali bottom chord live load nonconwrrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 01111111111111 fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss ss connections. ♦`♦ 'tk p,S . q� ♦, 6) Provide mechanical Connection (by others) of tmss to bearing plate Capable of withstanding 100 It, uplift at joint(s) except (jt=11b) 3=149, `♦ O G E N • • 9 � S�. i 1=202. ♦♦��: V\ 0 7) "Send -rigid pitchbreaks including heels` Member end fixity model was used in the analysis and design of this truss. O 39380_ 8) Warning: Additional permanent and stability trading for truss system (not part of this Component design) is ahvays required. h LOAD CASE(S) Standard * � ATE 0 R \ P %�`. 11111111 FL Cert. 6634 August 12,201 ® WARAII - Veryfj/ design pmsamear s ¢nd RRAD ArMS ON 7171S AND INCLUDED M7EKREFERENCE PAGEMI.7473 BEFORS USE. Desipnvalidfar use ordy with Mittel, connectors. This design Is baseda* upon parameters shown. and is fwan individual building component. Applcabilly ofdesign parameters and Coopermcorpaation of camponentk nespom3Sty of buldng designer- not truss designer. emoting shown Is fwlateral support of LWNidual web members arty. AdLOonal lempaary tracing to Wxme stability dabq construction is the nespondbttly of the Additional WeW erector. permanent brac0g of the oveml druciwe Nth. msponabilty of the bula lg don rum. Forgeneral gNdance regardn9 tobricatbn. quality control stooge,de0wi,erectionasdbrach,comull ANSI/rPll OuaW Went,DSB-89 and BCSI Building Component 8804 Picks East BNB. Sately lnlormvflen q± bk Bom 1.mef InfiNte. 78114lee �1ree1.5ui1e312. Alaxandda VA y231�4ZG136yAL5C N South am Pine taP�hunIt Isspecified, the design vaue2 are those efr ireO 1 Tampa, F133910-4115 Job Truss Truss Type Cty Ply 625400-Ml-BERGEVIN RES. , T4W62$) e 25408 A13 Monoptich 1 1 B knolignall East Coast Trues, Fpd Pierce, FL 34946 ).43osJul 26 013MmfGNelstdesQGQtMon Aug 1215:6DCCb3 byxRs KEo ID:bPIo3patlS BVA2AHz9tlnbyxRs62C7ZIgNe1pHSOG00(IY4PTAgwo6DCCbR3Wi(EoyoN 6-7-8 6-7.8 i 3x4 II Scale = 1:12.7 2 2.76 12 1 3x4 = Q' 0• 3.8 II 3 2x4 II 1-0.a 1-5-1 8-T-8 I 1-0.1 Od6 62- Plate Offsets X 1:0-51 0.0-2 1:0-0-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL In (foe) gdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.05 3.8 >999 240 MT20 2441190 TCDL IS.D Lumber Increase 1.25 BC 0.31 Vert(TL) -0.08 3-8 >999 ISO BCLL 0.0 • Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 1 Na Na BCDL 10.0 Code FBC20101TPI2OD7 (MaM%-M) Weight: 24Is FT=0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. - WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in acummance with Stabilizer InsIgIlption Rules. REACTIONS ill 3=235/10echanical, 1=349/0-8-11 (min. 0-1-8) Max Hart 1=133(LC 7) Max Uplift3=-132(LC 8), 1=-189(LC 8) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=g.Opsf; BCDL=3.Opsh, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vergcal left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its canter. 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 livef 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t AI y�,, loader fit etween Ne chord and any ,bers.,,-`t�tyts 5)Refer to girder(s) for truss to truss connections. q4&", ��` \�,P•••••1... 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift atjoint(s) except OWL,) 3=132, •.•` 0 E '•• 9 " ,%% 1=189. �4:;• V F _. 2 1 "Semi 7) -rigid pitchbreaks including heels' Member end fodry modelwas used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design)is always required. LOAD CASE(S) Standard 0R\�P��• 'f'SIpNAt FL Cer . 6634 August 12,201 WARNING, Ve,% design parameters and Rear NDTES ON ffii6 AND INCLUDED MITEICREPERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Maek connectors. This design is based arty upon pwameters shown. and Is far an individual budding component bifty AppGcaof design parameters and Proper incomorotion of componentIs respwebTty of budding designer -not truss designer erasures shown h for lateral mppod of intlividuol web members Dory. Additional temporarydacing to Insure stability dung construction is the responsibility of the MiTek' rector. Additional permanent anal of the overall structure is the responubTly of the budding desgnec For general guidance regarding fabnaton,q.utycontrolstwage.deWery.esectunandbracing.cwssult ANSI/rPll GuvBly Creeds, OSB-99 and 0D51 Bu0ding Oempenenl sell Padre East abd. 3abtylnformatlae avw able hom Trua Pole lrolitute.7810. Lee Street, Suill Aleso.n.14 VA 222Y�3I4. Tempe, FL 33B10.4115 USauthern Fine 15P� lumber uzpecdfed, the den•mvalue3 are those effective 05/01[2013 byALSC Job Truss Thus. Type any Ply ,t254oB-Mel-Ry-BERGEVIN RES. ' • 25606 A14 ManopBU 1 T4098259 1 ReferenceI Job East Coast Truss, Fad Pieme, F134048 Jul 252013MTekIndustries. IAug 1215:013 _ ID:bPlo3pa1158VA2AHx9dnbyxRsY2C?ZfgNelpH5QGQVY4PTAwouDCCbR3WKEoyoZV 5-44 - - - -- - 2.4 II --Scale=1:11.8 2 2.76 12 Sad = �• Qe 3x8 II 3 2.4 II 1.612 1-51 5-9-4 Q 0.46 4-a3 Plate Offsets (KY), : rI,0.57 0-0-2 1:0.0-4 Etl e LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udell Lfd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Ved(LL) 0.04 3-8 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.26 Veri(TL) -0.06 3-8 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Hom(TL) 0.00 1 nfa nfa BCDL 10.0 Code FBC201 OrfP12007 (Matrix-M) Weight: 211b FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc puffins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MRek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer nsta I REACTIONS (Ib/size) 3=194/Mechaniral, 1=31210-8-11 (min. 0-1-8) Max Hnrz 1=116(LC 7) Max Up5ft3=-109(LC 8). 1=-169(LC 8) FORCES (Ib)-Max. CompJMax.Ten. -All forces 25001b) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd-132mPh; TCDL=9.Ops(; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4ft; CAL 11; Exp D; Encl., GCpi=0.18; MWFRS (directionap; cantilever left and tight exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This tru as has been designed for a live load of on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will SPs 1 fit between the bottom chord and any other membersPsf Al, q 5) Refer to girder(s) for truss to truss connections. 6) Provide truss to bearing 100 lb E ��i 3=109. %17 mechanical connection (by others) of plate Capable of withstanding uplift at joint(s) except giant) ��,•'� G N 5' ••.9 r-1s9. F_•e L.. 7) "Semi -rigid pitchbreaks including heels" Member end fbdN model was used in the analysis and design of this truss. lib 39330 8 Warning: Additional permanent bracing for Cass g: p stability g system (not part of This component design) is always required. *•may f. LOAD CASE(S) Standard _ CC ATE LU: 0 R FL Cert. 6634 August12,201 O HIdRNlNO- Vmfg daclgnporamelm and RPIONO2ES ON ]XIS AND INCLUDED fff=REPER&NCBP6GEM0-747a BEFORE USE. Cnan,nvaBd foruseonv.gh Mifek cauiacldid.signhbnsed only vWnpammeteashavru and kfaranlndwlduolbuM ecominaed. �� gnen Bracing shon AppticabTty oldesi9n pommeters and proper in.a .anal=mponenthresponsbBty fbuileid desgner-not Wadesw rs for lateral support ci ndiwduatweb memben only. Additional lemparary bracing tetrads stobi0ty outdo consWclion is the respomtbUtyof the Additional WOW erector. permonenl bmcing of the ovemB structure b the responsibility of the building designer. For general guidance regarding fabMatbr, quality control storage. dehiery, erected and bci consult ANSVSPII Quality CrIteda,DSB-09 and SCSI Bu041ng Component 69W Pade East Who. Solely lolormalion q± amble from Truss Polo Wlitute, r81 N. Lee Strel, Su a31Z AkAanEda. VA 7M14. ItSvuth era Prue LaP"umber isspecdietl,the design vflue3 are' ehsctive Ofi/01/2013 by ALSC Tempe, R.336104115 Job Truss Truss Type Qty Ply 025409-M01-Ry-BERGEMN RES. T4976259 254M A1S Monopaob 1 1 o1b Reference (opt onan East Coast Truro. Fan Pierce, FL U946 7.430sJu1252013MTeklndustries,Ina Mon Aup1215:27:492013 Pagel ID:bPlo3pat15 BYA2AHxgdnbyxRsO-2C?IIgNelpHSQG000Y4PTCQwgRDCCbR3mEoyoZV 4.11-1 411-1 — -- —- -- - --- 6ra1e=1:10.1 2 b 2.]fi 12 14 = �• Q, 3.8 11 3 2x4 II t-0.12 LSt 411-1 I iLL 24L 3d0 I Plate Offsets % : it0-5-1 0-0-2 1:0-0-0 Ed e LOADING(psf) SPACING 2-M CSI DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 VerhLL) 0.02 3-8 >999 240 MT20 244/190 TCDL 15.0 Lu mber Increase 1.25 BC 0.16 Vert(TL) -0,02 3.8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 1 ma are BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 181b FT=0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-1 oC pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direc8y applied or 10-0-0 oc bracing. WEDGE MTek recommends that Stabilizers and required areas bracing Left: 2x4 SP No.3 be installed during buss erection, in accordance with Stabilizer Installation guide REACTIONS (ID/size) 3=153/Mechanical, 1=27610-8-11 (min. 0-1-8) Max Harz 1=99(LC 7) Max Uplift3=-87(LC 8). 1=150(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Ops1; h=15ft; B=45ft; L=24ft; eave=4ft; Cal. H: Exp D; End., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This buss has been designed fora 10.0 psf bottom chord live load nonwilcurent with any other live loads. 4) his trussr a live to d of 20. sf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will t 1 II f fit bthe bottom chord and sP 5)Refer to girders) for buss to truss connections. `\\`A\\\ P• • oee 6) Provide mechanical connection (by others) of buss to bearing plate Capable of withstanding 1001b uplift at joint(s) 3 except at -lb) ��, `�"•••.'q<e EN*" • yAAli� `��0,.•�� 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. • -•-"�-� tt0 39380 __._.: � 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. * • LOAD CASE(S) Standard -�./�% ' ATE NA� \��`��. FL Cert. 6634 August 12,201 Is Q WARNfRG- PeryD desaga paran das, and READ NOTES ON 77US AND INCLUDED OTECREPEEENCE PEGE 11Uf-7473 BEFORE USE Design valid foruee only with MDek cosmectors. This design b boned only upon parameters shmvn. and is favors individual building component. Applk:abruy ofdesigraon pameters and properin[arpaoibn of compenl b respot nany or bvadrg designer -not inns dezgner. Bracing shown Is for bteral support of IndlMdualweb members only. Additional tempxco lbmcing toinsurestobilry during corebu[tlonh the mspombiMyof the MiTek' erector. Additional pennaneMlmchgofthe ovemDunsoiwe4lheresporebiONofthe hurdling davgnacFor general guidance re indi g tabkafxxt quarry control itompe. tlerrvery, eredbn and bmcFg. consul! ANSI/INN pearly OBeflo.DSB-09 and BCSI Bending Component 69M Pehe East BNd. Safe""Ah"s maffon q+ fable harp Taus Mate Institute, 781 N. Lee Sheet, Sua,,312. Alexandria. VA 22314. H Southern Pine taPj lumbar isspecified, the ties"vn colour are those efie<tive O6J0212013 by ALSO Tampa, FL 33810.4115 Job Truss Truss Type Oty Ply 635406-MelRy-BERGEVIN RES. • 254W s A16 Monogfell 1 1 T4978260 East Coast Truss. Fan Pierce, M. 3494E 7.43D S Jul 2521113 Walk Maustdes,lnc. Mon Aug121527:472,13 Pagel ID:bPlo3pat15 BYA2AHx9dnbyxRsO-JEmOn7h7PKx83arcRFHncd00KKBD'fAkfiFunEyoN 3d2 4813 ' I 1 332 aalo - - - 2- -- 3 2.4 II scale =l:a.2 2.76 12 1 3x4 = 3x8 II 5 4 tx4 II 2x4 II 1-a12 1-51 3-32 4-a13 I 812 0 1-1a1 s10 Plate Offsets JX. 1:0-S-1 0-0-2 110-0.4 Etl e LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Ven(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 10 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.02 Holz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 16 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied or4-0-13 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 or. bracing. WEDGE MITek recommends that Stabilizers and required cross bmcing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 4=96/Mechanical, 1=23710-8-11 (min.0-1-e) Max Horz 1=68(LC 7) Max Uplift4=78(1_13 5). 1=130(1_C 8) Max Gmv4=101(LC 18), 1=237(LC 1) FORCES (Its) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for Nis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 1 4) Plates checked for a plus or minus 0 degree rootd alion about Its center. �.%% S A 5) This truss has been designed fora 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `�� O ,.•� C E N S • • e.9 �i fit between the bottom chord and any other V members. ; ��: ••. 7) Refer to girder(s) for truss to truss connections. ua $0 8) Provide mechanical connection (by others) of truss to beading plate capable ofwithstanding 1001b uplift at joint(s) 4 except Qt=1b) 1-130. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 641b up at 3.3.2 ;!� ti on top chord, and 91b down and 36 lb up at 332 on bottom chord. The design/selection of such connection device(s) Is the ' ATE ': responsibility of others.O.• 11)Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. A•• Q:,• Q 12) In the loads �� •' •: t LOAD CASE(S) senior, applied to the face of the truss are noted as front (F) or back (B). 0 R •• ` �% LOAD Standard 1) Dead ARooS) Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plc) Vert: 1-2=-70, 2J=70, 4-6=20 FL Cert. 6634 12,201 Continued on onceAugust rQP%dRNQiG- 7a]lfd drstgnparmueteos and PEADK» 1ES ONTIUSAND(NCL?JDFO MKREFERENCEPdGE➢91.7473 BEFORE USE. • Design valid tar use onNwifh Mnek connecton.lh8 design h based only upoi parameters shaver. and If loran mdivkual buldi ng component. Applkob5ty of design paameters and properincorpoo8an of component@ responslOEty of buldng deigner-not truss designer. Bracing shown blorlatemisuppWoflndbi lwebmembenonry. Additional lemixxon Ixacing to 4uure stabirty duflng comtmclion a the msponiblfity of the erector. Additional brothe M 1Te �• perinonent re a cing of ovemll structure the responsibility of the building designer. Ftxgeneral guidance regordin9 fabdcatiom quality control stooge, delleer& erection and bracing. eo,null ANSIpPII Dually Cleeda,DSE-89 and 1CSt funding Component Safelylef°nnan°n qv bile from ]run Flafe Wfible. Tort N. Lee heel.3uite312. Alexontldo. Vp yt�14. If 6outhem Pine taP� lumber isspecffied, the design vs ue3 ere those eHertive O6/0 12013 byALSC 69" Passe East Blvd. TanaMFL3361W115 f Job Tm50 Truss Type Oty Ply 0254UB-MepRy-BERGEVIN RES. T49]6281 2540a IReference 81G Bl+etlalTruzs 1 1 factional) East Coast Truss, Fort Piemx, FL 34946 7.430 s Jul 252013 Mrek Industries, Inc. Mon Aug 1215:27:57 Nis Pagel 10:bP1o3pa0S 8VA2AHxgdnbpRs0.09MAtOpG2PCjG6a%OLS7OkR7aM%FIA2CzGg07fyo 0 S43 9447 59_3 31 34 3 Sal =1:17.9 1.38 12 2.4 11 13 3 3x4 = 12 2 it 10 3x8 = 9 N 3x4 = A- 14 15 16 4 4.4 = 09 7 2-0.9 0-515 3-2-1 3-514 0. 5 Plate Offsets % : 1:f-3-120-0-5 1:0.7-00-0-0 LOADING (psQ SPACING 2-0-0 C51 DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.08 5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TQ -0.12 5 >962 180 BCLL 0.0 Rep Stress Ina NO WB 0.12 Horz(TL) -0.01 4 n/a Na BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 351E FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-5 or. bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=658/0-6-0 (min. 0-1-8), 4=27310-4-9 (min. 0-1-8) Max Hoa 1=128(LC 5) Max Uplift 1=-048(LC 4), 4=-280(LC 10) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-317/626 BOTCHORD 1-8=596/312, 1-4=474/160 WEBS 2-4=-107/407 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cal. II; Exp D; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate 1 f,7j7�I� 2) Plates checked toga plus or minus 0 degree rotation about its center. ,\\\\\rn\CJ A 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. A�e �i� ,%% 4)' This truss has been designed fora live bottom 3-6-0 by 2-0-0 ''• load of 20.0psf on the chard in all areas where a rectangle tall wide will `��0,.•.......... fit between the bottom chord and any other members. ♦ /� ; ' �- F '• i •'. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001D uplift at joint(s) except QI=1b) 1=448, -- 4=280. f 4O' 39380-- 7:' 6 "Semi -rigid iichbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9 P 9 ty Y 9 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 3121E down and 1401E up at 1-4-0y- 45 lb down and 61 Ib up at 4-5-2. 45 Ib down and 61 Ile up at 4-5-2. 281b down and 671E up at 6-8-3. 28 lb down and 67 lb up at 6-8-sr, t0 and 14 lb down and 96 lb up at 8-113, and 261E down and 113 Its up at 8-113 on top chord, and 36 lb up at 4.5-2. 36 ID up at 4-5-2, ✓ . E to down and 35 lb up at 6-84, 8111 down and 35 lb up at 6-8-3, and 25 lb down and 37 lb up at 8-11-3, and 19 lb down and 26 lb up at �'•• ((� 8-11-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. T • 'C P: 8)Warning: Additional and stability bracing for truss system inat of this Component design) Is always required. �j�(C '•: RIII. permanent part SS •"' • • 9) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). �I % LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-5=-20 FL COIL. 6634 August 12,201 Continued o age ®WARAVM-Verqfgdesig.FarametersaadREAD NOTES ON1E7SAIM INCLUDED b711ErCREPERENCEPAGE AW-7473BEPORBUSE. Design vorid tw use only with Maek connecters. The design b based only upon poramete�wR arod shoand b fninviduol binding component. Applicability of design parameters and poper im:oryamon ation of copent itrespons3N of buldup designer -not truss devgnec Brocing shown Isla ktemisuppod of individuol web members only. Additional temporary brocing to insure stobLlYduring construction Is the responsbllry of The MiTek' reciw. Awflonol permanent bracing of overal re structure Is the spowbith,of the building designer. fan geerd guidance regarding fabrication. woolly control, storage, del,a , erection and bracing, consult ANSI/TPI1 Ch al ly Cured. DSB-89 and SCSI folding Componenl 69U Parke East OW. Sablylnfmmallon r table from Truu Plate bafilute.781 N. Lee Street. Smite312. Alexandria. VA,2314. Tempa.F13381b4115 115outhern Pone ISPI lumber is_peci5ed, the design values are thine eRectire O6/01/2013 byAL5C Job Truss Truss Type Oty Ply 92s408-M,4Ry-BERGEVIN RES. T49]8282 25408 B2 Roofspecial 1 1 Job Reference, f fil Eesl coast Trvss, Fort Plemz, FL. 34948 Mass Mon Pagel )AZ185: mile013 ID:bPlo3pa115_8YA2AH492.14 xRs0.UMwY5mqupjKauGBja3zM7xz8%mmticsMBwOzgSyo 1 a-2 I 5-42 /-1.14 l t � 1-42 3-i0 41.12 Scale: la'=1, y5 0 1.18 12 2.9d 12 2 13 14 3 d d q A s g 4 3x4 = axe = Ox4 = ��""'' 0.98 12 0,39112 1-&ZI 5-144 142-14 r1-0]_I I 1-b 4&t 35.1 9_-0 Plate Offsets % 2:0-2-8 0-2-12 LOADING(pso SPACING 2-D-0 CSI DEFL in (roc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.18 4-12 >886 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 4.12 >371 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.15 Horz(TL) 0.04 3 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Maldx-M) Weight: 551b FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc pugging. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied ors-6-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide REACTIONS (Is/size) 1=631/0-8-0 (min. 0-1-8), 3=59510-4-14 (min. 0-1-8) Max Horz 1=25(LC 7) Max Uplift 1=-347(LC 8). 3=344(1_C 5) FORCES (Ib)-Max. Comp./Max. Ten. -Aft forces 250(lb) or less except when shown. TOP CHORD 1-2=2056/1139, 2-3=-202211117 BOTCHORD 1-4=106411970, 3-4=-1069/1988 WEBS 2-4=81/389 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=15ft; 5=45ft; L=241t; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip r,`n1s S A 1 A � checked for 3) r a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 Pat bottom chord live load nonconcurrenl with any other live loads. 5)'This truss has been designed for live load 20.0psf in 3-6-0 tall by 0,•'� E (1J �� a of on the bottom chord all areas where a rectangle 2-0-0 wide will `�� G 5+'• •C� �i fit between the baftom chord and any other members. ♦ ,`�l �- �, _•rli _ 6) Bearing atjoint(s) 1, 3 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity ^"' 9330 capacity of bearing surface. 7) Previde mechanical connection (by others) of truss to bearing plate capable offaithstanding 1001b uplift atjoint(s) except (jt=lb) 1=347. 3=344. - 8) •Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �'�J • ATE LOAD CASE(S) Standard i�OT •• �< O p 1 �'. (ONA FL Cert. 6634 August 12,201 ®WARMND-Ve,0dda1fmpoxmnefexs Gnd PMD1iDMONNfSAhDINCLUDEDNJ7EYREPERENCSPAOEIW.7473BEFORB USE. Deign wild fax use only with Maekconnectors. Ilse design B hosed any uIPas oxnarnaters shown. and 4 fpran indwiduol burding camponent. Applicability of design paromaters andpr pe uicorpaalon ofcamp. Iis renpartsblty of bundling deigner. not Iran designer. 9racmg shown O for lateral support of bdrvdualwb anegalsers only. Additional fernxnc baclg to insure stabifty donng constwcton Is the respans 6lfty of the WOWrector. Adtl tonal permanent bromat cng of the overa0 sture Ism therespobin 0ly of the binding designer. Fargeeml guidance regarding fabrication. quarts control slarage, darner , emcibn and bracing, consult ANSI/7911 0ua0y Craeda, DSO.69 and BCSI Beading Cempenent s8a4 perk¢ East arid. solely lnlormaaen qw IWble from gum%ate Institute, N. Lee streel. Suite312, Alexandra, VA�2314. IfSauthern Pinar lumber ssspecified,the design value3 are! e6scuve 06 Ol/2019 byALSC Tampa, FL 33810i115 • Job Truss Trues Type Dty Ply Q5400-McFRy-BERGEVIN RES. • • 25406 83 Rool Specal I I - T4976203 East CoastTmss, Foe Pierre, R.34948 7.430sJu1252013MRekindusNes, 1=.Mon Augl21527.502013paeal ID:bPlo3pat[S BYA2AHx9dnbyxRsD-UMwY5mqupjKauGBja3zMZx¢5UMgY1V5MBwOzg5yo 7 1-&2 6312 13.9-13 • tA-2 4-7-10 74 1 - - - $wla a 1:24.3 1.18 ., 4x4 = 2.94 12 2 11 4x6 = 3 3xB II if _ d ,A1 d9L �L 4x8 = 4 d Us = @ p us 11 5 44 = I�� o.98 12 a39 L u 1 1-0.1 11A2 6A9 9-1 1-0.1 0 0. 7 -g4 Plate Offsets %V: VO-3-1 Ede 1:D-1-11 Ede 1:0-1-22-2-1 4:0-3-00-1-10 5:0-3-00-2-0 LOADING (Pat) SPACING 2-0-0 CSI DEFL in (too) Vde0 Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Ven(LL) -0.11 4-5 a999 240 MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.52 Vert(TL) -0.32 45 -506 180 BCLL 0.0 Rep Stress Ina YES WB 0.59 Hom(TL) 0.04 4 Na Na BCDL 10.0 Code FBC20107rP12007 (Matrix-M) Weight: 57 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or2-2-0 arc puffins, except 2-0: 2x4 SP No.1 end verticals. DOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-9 or, bracing. WEBS 2x4 SP No.3 WEDGE MiTek recommends that Stabilizers and required =as bracing Leff: 2x4 SP No.3 be installed during Huss erection, in accordance with Stabilizer Ins all lip e n Installation REACTIONS (lb/sae) 1=664/0.8-0 (min. 0-1.8),4=567/Mechanical Max Hom 1=81(LC 7) Max Uplift I= 364(LC 8), 4=320(LC 5) FORCES (Ib)-Max. CompJMax.Ten, -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=1619/898, 2-3=1587/886, 3-0=-097/346 BOT CHORD 1-5=809/1551, 4-5=288/447 WEBS 25=0/264, 35=582/1109 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Wh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst, BCDL=3.OpsF, h=15111; B=45ft; L=24ft; eave=oft; Cat. 11;_ 11777777/r� �41/�I� Exp D; End., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 A- q plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. �� O\v, •' • • • • • • �e �� '••�GENB•'•'9 4) This miss has been designed for 10.0psf bottom a chord live load nonconwrtent with any other live loads. �� 5) • This truss has been designed for live load ' • �/'Y a ��"-•' of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenthebottom chord an other members. O 39380 , 6) Refer to giNer(s) for truss to truss rAnnedion5. to girder(s) Co 7) Bearing atjoint(s) 1 Considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify Capacity = of bearing surface. 8) Provide mechanical Connection (by others) of miss to bearing plate Capable ofwithstanding 100 lb uplift atjoint(s) except gl=1b) 1=364, .�'• .�� :ram: 4=320. ATE 9 "Semi -rigid pitchbre% O.•aks including heels" Member end rally model was used in the analysis and design of this truss. � ,(. 10) Warring: Additional permanent and stability bracing for Was system (not part of this Component design) Is always required. ��T� ••, (0 ii LOAD CASE(S) Standard '�SS�OIN E �` , FL Cert. 6634 August12,201 ®WARNIM- VenVY datgnposamef s a ad READ NOTES ONTRISAND INCLUDED 1197EKREPERENCOPd0B➢7ff4473 BEFORE USE. Desigavalid l« use onlywith Mnek connectors. This design k based oruy uponporameters shown, and b foran t,d�idual building component. ApplicoWLty of design parameters and proper L+corpsa8on of component hrespambsty of buoding designer- not truss designer. Brodie shown 4 tsbieral support of btlNidaalweb members only. Additional temporary bracing to Insure stability dining wratruction is the respama00ty of the erects. Additional permanent bracing of the enchxe is the . MiTek' ovem9 responsbuty of the bulding designer, For general guidance regarding feWcot WorNconiret storage. der ery. emclbn oM b c'., consult AN31/RIFDuagly CMeda. Dsa-89 and BC51 BUBtlbe Component 5ably lnfmmallon T' ip ne from 1. Not. tatiMe. 781 N. Lee Steel. Suite 312. Alaxandna. Vq p2314 NSouthem Pine taPf Wmher ssspeCdied,the desgn value; are Nose eHe<tive 06/0111013 byALSC 8g04 Parka East aAd. TBmpe, Parks 3 ast S . Job Tides Truss Type Oty Ply D25a0B-Mel-Ry. BERCEVIN RES. T4975264 35408 84 Roof Specul 1 1 East CoestTmss, Pon Pierce, FL. U948 7.430 s Jul 252013 MTek lnaustries, Inc. Mon Aug 12 15:27:59 2013 Pagel ID:bPIo3pmIS_BYA Hx9dnbyxRsO-yYUwl6gXaOSRWOmw8mUb59WKJABpm7kVOa9WCXyon 1$2 7$7 13.4-12 I 1$2 510.5 510-5 - - -Scare - - - - -- - =1:216 8 L 4x4 = 2.94[12 2 44 = 3 3x6 11 A (a r�51 d. g 4x'- 4 Ib g 3.4 = g g 3.8 II 5 2x4 = 0.39 L12 0.98 rl2 1$1 1$2 7-7-3 ta4-12 1 I 1$ 0 1 5-11. S49 Plate Offsets X 1:0-1-2 2-2-1 1:0-1-11 Ede 1:0-3-1 Ede 5:0-4-12 0-2-0 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Ven(LL) 0.10 5-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC C46 Vert(TL) -0.16 5.10 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.43 Horz(%) 0.03 4 Na Na BCDL 10.0 Code FBC201OTFP12007 (Matrix-M) Weight: 541b FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 or, purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEDGE MTek recommends that Stabilizers and required Cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (Ib/size) 1=64510-8-0 (min. 0-13), 4=547/Mechanical Max Horz 1=108(LC 7) Max UpliR1=353(LC 8), 4=302(LC 8) FORCES (lb) -Max. ComplMax.Ten.-Allforces 250(lb) or less except when shown. TOP CHORD 1-2=13571753, 23=1309T753, 3-4=492/320 BOTCHORD 1-5=669/1290 WEBS 3-5=606/1124 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuh=170mph (3-second gust) Vai 32mph; TCDL=9.Opsf; BCDL=3.Opsf; hot 511; B=45tt; L=24ft; eave=4ft; Cat. 11; D B 9f vncclOL CpIio .18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 1 1/1 j.... ��,,_yA0111111111111j.... PS , 3) Plates checked for a plus or minus 0 degree rotation about its center. I� `% \V' •,.......�e E N • �i� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. ,��0. G S' q . �- F:•,� 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-PO hide will ` A, _ Td between the bottom chord and any other members. U6 39380,'-- 6) Refer to girder(s) for truss to truss connections. ? * �• - y:: 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) except at -lb) 1=353. ^;{1' : ,-. Miz Z 4=302. ATE O 9) "Seml-rigid pitabreaks including heels' Member end fixity modelwas used in the analysis and design of this truss. •• 4Q�/; T� 10) Warning: Additional permanent and stability bracing fortluss system (not part of this component design) is always required. 0�Tnn•• R `• Q LOAD CASE(S) Standard i�'s 0 �C %��` ��NAl 1111111 FL Cert. 6634 August 12,201 _.®W6RNIN6- Vaifirdesignpormsent. m dREAD NO= ON7II(SBNDA'CLUDF.t7 M, 2EtTREPERENCEPAGEMN-947d BEFORE LEE. Deslgnvafldfo woonNwith Mnekconnectan.ih deegnb based onYuscri paramefenshown. and hfcranlndividuolbulding component. AppBcablfy of design parameters and pmperacorpomfionai component hmvpomaSty of building devgner-not crass designer, Reading shown hfmloferdwppodoflndwidualwebmembenonly. Additional temporerybacag to Tomes stabMty during corchuetion Is the fespomaBny of the MiTek' ctAdotlion l permanent baring of the ovemB m structure h the respoaiGty of the building designer for geneml guldonce regordding rea. IobdcarmmquaBtycontr,taage.dewery,emcl'wnandbocmg.consult ANS199110ua01y CrReda,OSB-69 and BC51 Bultding Component Met Psi East LBW. Saletylnimmall.. 9 ipbee from jnns Hate hatirute.781 N. Lee Steel. Suite 312, Atoesnddo. VA p2314. Tampa, FL 33510-tl15 If Sauthem Pme 15PI lumber is specified, the design values are chose eHe<tive O6(01/2013 by AtSC Job Truss Tru96 Type Dty, Ply 5254N-Mel-Ry-BFRGEVIN RES. ' 4976265 25498 BS Roo(spedal 1 1 Reference, job Fast Coast Truss. Fort Pierce. R. 34948 7.430 s Jul 252 k Industries, Inc. Mon Aug 1215:27:592013 Page t LKvl6q D:bPlo3pat15 8YA2AHx9tlnbyxRs0.yYUw16gXa0-11-10 w8mUb59WIXP.8M7MVOa9WCXyoN 1-&2 &41 12-tt-10 112 7-0.15 4-2-9 gale=t:rT.6 - 1.18112 4x6 = 2 = 2.94 13x42 3 do axe II 1 d ' 4xt¢ 4 ]d dj A A _ 2x4 3x4 = A A 3.8 II 5 II'�'_ 0.39 4 0.98 12 1-0.1 &9�13 12-11-10 11b2 1-01 0.&1 7.1-11 d-1.13 Plate Offsets X Y : 1:0-1-2 2-2-1 1:0A-11 Ede 1:0-3-0 Ede 5:0.4-12 0-2-0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Ven(LL) 0.18 5-10 -833 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.65 Ven(TL) -0.30 5-10 >511 180 BCLL 0.0 • Rep Stress Ina YES WE 0.39 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 511b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc pudins, except BOTCHORD 2x4 SP No.2 end verticals. _ WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bradng Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS Qb/size) 1=626/0-8-0 (min. 0-1-8),4=528/Mechanical Max Hom 1=134(LC 7) Max Upliftl=342(LC 8), 4=-293(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 11-2=1084/605, 23=1031/617, 34=506/312 BOTCHORD 11S=52911028 WEBS 35=562/1019 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf h=15ft; B=45ft; L=24ft; eave=411; Cat. II; ; End., GC gi--00.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 BPS 1I1 1 111', plate , 3) Plates checked for a plus or minus 0 degree rotation about its center. %� •• a9 �i� 4) This truss has been designed for a 10.0 put bottom chord live load nonconcoment with any other live loads. %% E n; s • ' �•,?� 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 `�,` • �-� _F fit between the bottom chord and any other members. ` 16938 trusstruss 6) Refer to girders) for truss to truss Connections. 7) Bearing at joints) 1 Considers parallel to grain value using ANSUTP11 angle to grain formula. Building designer should verify capacity .• of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=342, �:(t ,• _....-•""f j %[[' SATE 9) "Semi -rigid pitchbreaks including heels' Member end Purity, model was used in the analysis and design of this truss. 10.. A, 10) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. T • t• A %'aa LOAD CASE(S) Standard ,'�S FE Cert: 6634 August 12,201 A,WARNtNG-9crxFy designp¢rmmeters mdXP.ADNOTE: ON THIS AM INCLUDED Mil TEKREFERENCB PAGE 017473 BEFORE DSR. Design vold far sm, only with MT k correctors. triadesign bard ant upon parametersfrown and 4 foran ind Vaud building component.� ApplaoblN ofdesign Parameters andpopermcarp fr i component 4 nes,Porsaidiffit ofbuilding de gnw ot truss designer Bracing shown nil Iaieral ppod f d d dwebmembe ady.Addifforalt m,pora, brocingt ewe stsubLityd g constructicis is the reponsblityofthe Add bond bracing MiTek' rector. permanent of the overal structure 6 the responsibility of the binding deft nor. Forgeneral gu donce regarding fabrkofion. quality control. storage. deWery, erection and bracing. consul ANSIM11 Ovally Cderla.DSB-89 and SCSI Building Component 8984 Pahe East BM1d. Safefricknmdion r ble from Ours Plate Institute. 78IN. Lee Sheet. Suite 312 Alexandra. VA,2314. lumber Tampa, FL 3381&4115 If Southern Pine {5P� 4sp"ified. the dedt: slue; are tha,e ehecvve06J0112013 byAL5C Job Truss Tmss Type Div, Ply 02400-Me4ffy-BERGEVINRES. T1970288 25106 Be MonopOch 1 1 East Coast Tmss, Fan Pkrce, FL. U946 7.430 a Jul 252013 MRek Industries, Inc Mon Aug 12 1528:00 2013 Pagel ID:bPlo3patlS 8YA2AHx9dMfaRsG.Rk2NSALKal7eK6iU0geM2YJaVhVVIBEv4jyo z 1-8-2 7-0.D 9-11.11 126.9 1A-2 53.14 2.11-11 24Y14 -- - - - 8ra1e=1:22a 1.18 []i 4x4 = 3.4 = 3 4 2.94 12 3.4 2 b 3.8 II 1d g 4� = 5 ^dy'I g g 2x4 = axe II 3x4 = B g 6 1 L�- 0.39 � ties 12 14>t 1-15-2 104 245-9 -0. Na-1 8.4-6 241.1 Plate Offsets % ,0-1-2 2-2-1 1:0-1-11 Etl a 1:0-3-1Etl a 6:0412 0.2-0 LOADING(psf) SPACING 2-0-0 C51 DEFL In (lac) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Ved(LL) -0.10 6-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.30 6-11 >497 180 BCLL 0.0 ' Rep Stress Inv YES WE 0.25 Hom(fL) 0.02 5 me n/a ' BCDL 10.0 Code FBC201 OTFP12007 (Matrix-M) Weight 53 lb FT-0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied a4A 1-6 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid calling directly applied or 7-1-11 oc bracing. WEDGE MiTek recommends that Stabilizers and required moss brad Left: 20 SP No.3 be Installed during truss erection, in accordance with Stabilizer [installation REACTIONS (I tsize) 1=60710-8-0 (min. 0-1-8).5=509M1echanial Max Horz 1=164(LC 5) Max Uplift 1=-330(LC 8), 5=284(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(I1h) or less except when shown. TOP CHORD 1-2=11961`/14, 2.3=616/351, 3-4=-577/352, 4-5=506/285 BOTCHORD 1-6=668/1153 WEBS 2-6=623/445, 4-6=-334/659 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsh hot 5ft; B=4511; L=24ft; eave=oft; Cat. 11; ,EnDOG'pi=O.1B; MWFRS(directional); cantilever left and tight exposed; end vertical left and right exposed; Lumber DOL=1.60 ♦♦♦%0111111,1 plate irlp Plates checked for a plus or minus 0 degree rotation about its center. ♦ • •.... 4) This truss has been designed fora 10.0 bottom live load live loads. E N S'• eqi� pet chore nonconcument with any other `♦�0 •.•�G 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will ,t\ �. F '••-Y ~� fit between the bottom chord and an other members. . y 4 39380 7) Refer to giNer(s)fI ossto Was connections. *.• 7) Bearing alsurfac 1 considers parallel to grain value using ANSUIPI 1 angle to grain formula. Building designer should verity apadty, of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at Joints) except at -lb) 1-330, 5=284. ATE 9) *Semi -rigid pitchbreaks Including heels• Member end fixity model was used in the analysis and design of this truss. ••• ((/ 10) Warning: Additional permanent and stability bracing for Tmss system (not part of this component design) is always required. i�,T • '� O ��`♦� fi `Q!Q\'`_. LOAD CASE(S) Standard ; ; `\�♦♦ FL Cert. 6634 August 12,201 ® WARIvil-Ver(N desigaparmnelers mad READ NOTES 01; ME AND INCLUDED D7TTEORBFERBNCE PAGE M11-7473 BEFORE USE. Design valid W use ant, with MRek connecton. The design k based only upon parameters shown, and a loran bdivklual buidmg component. ApplkobTMofdesignpommetenandproper Ncapaolionatwm entkrespombStyofbu�ck ,,designer.Bracingshown gdedgnw-troth klabtemisppWofMdNidualwebmemberso*. Additional tempaarybracingtolmurestablRyduAngconshuction0the respomflaHlyofthe Additional MiTek' erector. pennanenl bracing of Me oveall stmctme k the respon0ai ity of the Wading de n ner. Forgeneml ,Adance regarding fabrkatbn a tty contr storage, deWery emdbn and brocng. c Ut ANSI IPI1 pu001y Ggeda, DSO-a9 and BCSI b.g&ng Compnnenl B901 Perk, East Bhd. Sakry1n10rmaflon w 3oble ham Trues R.I. botitute,781 N.Lee Street, Suite 312, A1exandda, VA �YJ 14. Sit Southernpine 01lumb er is specified, the d eslrn values zre tho-se eUec[i>.re 061g3/2013 byALSC Tampe,R338101115 • Job • Truss Truss Type city Ply 025406-MekRy-BERGEVIN RES. . 25408 97 Manopitch 1 1 T4976267 Job Rilfilgince real onall East Least Truss, Fon Pierce , R.34940 7.430 s JW 252013 MITek Industries, Inc. Mon Au91215:28002113 Page ID:bPlo3patlS-8YA2AHx9dnbyxRs0.Rk2NSALKa17aK6iU0geM2USaTOVSenv4jyoZ z &2 0.0 1dL2 5-3,14 11.2.6 12-1-e 4.2fi 0.11-2 -- -- --- - - - �781S-Sdale=l:2f.7. - 4xt = 3x4 = 3 4 2.94 12 3.4 2 1.4 axe II 1 W 5 4xg- 1IIx'�4'_ _ 4x4 = S 4v 3x6 II 60.39 L � o.98 12 1-0.1 I 1-8-2 I 41.1 0.8-1 9- -0 1 0-10.6 Plate Offsets X 7:0-1-22-2-7 1:0.1-77 Ede 1:0.5-1 Ede 5:0-0.1 0-1-8 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) gde9 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Veri(LIU, -0.18 611 >778 240 MT20 244/790 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Ve r,(TL) -0.52 6-11 >277 180 BCLL 0.0 ' Rep Suess Inv YES WB 0.39 'HOM(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2010rFP12007 (Matrix-M) _ Weight: 51111 FT=0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5A-7 oc puffins, except DOT CHORD 2x4 SP No.2 end verticals. 2x45P No.3 BOTCHORD Rigid ceiling directly applied or 7-2-15 oc bracing. 9. Left: 2x4 SP N0.3 MtTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS size) 5=490/1dechanical, 1=58H/0-e-0 (min. 0-7-8) nstallatfuide MaxMaHorz 1=204(LC 5) Max Uplifts=276(1_C 8), 1=-317(LC 8) FORCES (Ib)-Max. CampJMax.Ten. -All forces 250 fla) or less except when shown. TOP CHORD 1-2=11171679, 45=-313/128 BOTCHORD 1-6=651/1083 WEBS 2-6=929/642, 3-6=-151323 NOTES 1) Unbalanced most live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=770mph (3-second gust) Vasd=132ni TCDL=9.Opsf; BCDL=3.Opsf; net5ft; B=45fl; L=24ft; eave=4ft; Cal. 11; Exp D;Encl.,GCpi=0.18; MWFRS(directional); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 ,,,AtTl LL 11f!/„�', plate grip DOL=1.60 3)Plates checked fora plus or minus deO degree about its center. \OPS A `` -14 4) This truss has been design ad fora 10.0 sf bottom chord live load nonconcurrent with any other live loads. �� G E N 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 ��: V `S .' fit between the bottom chord and any other members. 6)Refer to gtrdegs)for truss to truss connections. fer'O 39380. '1 ,;, 7) Bearing atjoinl(s) 1 considers parallel to grain value using ANSVrPI I angle to grain formula. Building designer should verify capacity * ;• ,11 of bearing surface. 8) Provide truss mechanical connection (by others) of ss to bearing plate capable of withslantli1=317.ng 1001D uplift at joint(sll except (t=lb) 5-276, �,[I - _-.r"�� (�` rovid 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this Wss. O •• ATE w ' (u: 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,�41 A 4 G LOAD CASE(S) Standard R NAll- E��%% FL Cert. 6634 August 12,201 ®WARMM-V-I&d-i9nP rynnelmmld READN07ESONTWSAnDimMEKDBDbB7EiCREFERSNCB PPGEffit.7473 BEFORE USE, . Ded9n valid to vse onPoran MSek and onctars. ocracrgnk on or cam nryuponparamefers zho uldir, b for on individool buldmg componenl. Apfar plicability ofdesign1r,di ters webmarop only. ition eom,xxor, rec,., to I. orbWding deADner- not truss designee Bracing shown h eclateral supped of Individual web members only, Additional I temporary bracing foe ure sl g des duMD constmcfion k the respogslogity of the my castor. Additional pemlanent tracing of the ovemOSWdure is the responsibBry of the buitlinp designer. For generel guidance regarding M!Tek' fabrkatlen, quo9ty control, storage, dewery, erection and bracing, consult ANSI/IPII quay Estrada, DS3.81 and SCSI Eunding Cpmpananl Sablylnrormailon g 'bble from Pose Plata Nstilule,l"N.tee Sireef. Suite 312. Alexondda. VA7 i14. 69U Part, Eest OW. HSauthern Pine t$Pj lumber isspecdied,the des,. values are ihIs Ed ve O6/v1/2013 by ALSC Tampa. PL 338to-ells Job Truss Thee Type Dry Ply F25406-Mel-Ry-BERGEMN RES. T4876280 25409 4 BB Monopon 1 1 East Coast Truss. Fort Pierce, R. 34960 7.4305 Jul 252013 Mffek ln0ustres. Mo. Mon Aug 1215:28:012013 Pages ID:bPlo3patlS_8YA2AHx9dnbyxRsO-wcgjosn6ei91kvlFBX3Aabknv4EulcuuedFOyoZ 1-8-2 7. 11-e-B 14L2 5-3.14 4.8L Soule=1:20.5 2x4 II 3 2.94 12 3.4 2 N 3.8 11 ld as la 1x4 II 4x4 = d C 3x4 = @ � axe II s 4 0.98 12 1-o-1 1-e-21 74W 11A4i 1 1-bt 0.8-1 & 14 4-846 Plate Offsets X 1:0-3-1 Ede 1:0-1-11 Etl a 1.0-1-22- -1 LOADING (Pat) SPACING 2-0.0 CSI DEFL in floc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.08 5-10 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.09 5-10 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.44 Hom(TL) 0.02 4 Na n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 49 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6A-1 oc purins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied of 7-6-11 or, bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 20 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1=56910-8-0 (min. 0-1-8), 4=4701Mechanical Max Horz 1=218(LC 5) Max Uplift1=306(LC 8), 4=266(1_C 8) FORCES (Ib)-Max. CompJMax.Ten. -Ali forces 250(I1g) or less except when shown. TOP CHORD 1-2=1113/617 BOT CHORD 15=597/1059, 4-5=-596/1058 WEBS 2-4=1035/647 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cal. 11; Fxp D; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip t 'IFf AJI 2) Plates check d forra plus or minus 0 degree rotation about its center. �%,PS 3) This truss has been designed for a 10.0psf bottom chord live load nonconcument with any other live loads. �•,.• •- ,� • • E fly �i� 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 ,�� O ,.•� O g • q fit between the bottom chord and any other members. ; ,r\ �- �.j.••7 5)Refer to girders) for truss to truss connections. J'O 9380�.;�-_r• 6) Bearing at joint(s) 1 Considers parallel to grain value using ANSI/fPl 1 angle to Brain formula. Building designer should verily Capacity * J , of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 1=306, 4=266. •• :it:-u - f(C 8)'Semi-rigid pitchbreaks including heels• Memberend fairy, model was used in the analysis and design of this Imss. ta' ATE i 9) Warning: Additional permanent and stability bracing fortress system (not part of this component design) Is always required. �'Q'• �'i�F`•'c� LOAD CASE(S) Standard O,q 1�Q' ��,` %% FL Cert. 6634 August12,201 ®WARNIN0 VarVj, designparmnders and READ NOMS ONT818 AND INCLUDED J11TEXREPERENCE PAGE WI.7473 BEFORE USE. Deign vafd for we my with Maek connector. This design La barred onry unon poromefen shown. and Isforon lndniduol bolding component. Applicability ofdesign parameters arW reawincorpomfion of component a ra Pombrily of balding designhum designer. not designer. Bracme shown 8 fortateral support of indwidual web members only. Additond temporary bracing to insure slabilNduring construction It the respombmty of the I1/� Welk' erect.. Additional permanent bacing of the overal structure is Me respawbgty of the building designer, For generd guidance regarding fobricarron. quafN conlyd. si.age. defnery, erecrwn and bacmg, comalt AN51/r911 Quality Criteria,DSB-89 and SCSI Building Component 69M Perk, East BIW. Sakfy lnlarmdion p obis from gw Note lmtily e, 781 N. Lee Sheet. Suite 312 Alo=ndrlo. VA p2314. If Southern Pine 15 P� lumber uspeci id, the desi4n values are [ha;e effe<tive O6/Ol/2013 byALSG Tampa, FL 33810-4115 Job Truss Truss Type Qty Ply 42540B-McFRy-BERGEVIN RES. T49)0269 25400 a9 Monopach 1 1 Job Reference Micron Eezt Coast Tons. Fod Pieme, FL. 34946 ].8YA2AJul 252013Mrek industries. Ina Mon Aug Pagel Aabffz:012013 ID:bPIo3patlS_BYA2AH>.9tlnbyxR11-3-5 josn68i9lkviFB%3AabHzgVEvhouuetlFQyoZ y I 1-8-2 ]-0.g 11-3-5 1-B-2 S}14 4J5 Scala=1:19.7 Zoe II 3 2.94 12 3.4 2 sA �S 3.8 II la 16 3,0 = 1 � Sell= a axe It 4 3x e 0.98 12 1-00.1 b2 1 0.B1 Plate OHsels X V : 1:0-3-i Etl a 1:0-1-17 Ede 1:0-1-2 2-2-1 4:0-4-10 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Joe) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert i-L) -0.17 4.9 -785 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.46 4-9 >290 180 BOLL 0.0 Rep Stress Ina YES WB 0.34 Holz(TL) 0.02 4 me his BCDL 10.0 Code FBC201 QTP12007 (Matrix-M) Weight: 451b FT=0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-5-11 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. WEDGE MITek recommends that Stabilizers and required cross bracing Lett: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS Ob/size) 1=550/04-0 (min. D-1-8), 4=451/Mechanimi Max Horz 1=211(LC 5) Max Uplift l=-295(LC 8), 4=-255(LC 8) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-942/581 BOTCHORD 1-4=557/912 WEBS 2-4=-868/615 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf. BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cal, 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantlever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip r 2) Plates checked kked fora plus or minus 0 degree notation about its center. %��,PS 3) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurent with any other live loads. 4) • This must has been designed for a live load 20.Opsf the bottom in 3-60 tall by 2-M •� G E N �� of on chord all areas where a rectangle wide will ,�� ,0,. S ' • 9 ' fit between the bottom chord and any other members. ` /� : �- F:.•e!),1-1 5) Refer to girder(s) for truss to truss connections. jv O 8 Q 6) Bearing at joint(s) 1 considers to value using ANSIlIPI 1 angle to formula. Building designer should capacity / parallel grain grain verity ,k •' of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at joint(s) except Ut=1b) 1=295, - + 4=255. 'Semi-rigid 8)pitchbreaks including heels' Member end FDdty model was used in the analysis and design of this truss. TATE-'".'�/+ 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �'• \((, /L '"aj�(�•'•`•; O LOAD CASE(S) Standard R tOP' •,�SS��NA Er1`��. FL Cert. 6634 August12,201 il ®WAXENG9 Vdyydoygnporhowee. aPPADNOTES ONINISAIM INCLUDED r=REFERENCE PAGE 01-7473BEFORE US& .. Desigavond for use odywith M7ek connectm.]his design h hosed only upon parameters shown, cr,C is foron lndwHud budding companent. ApplkaGTN of design parameters end pope, indc ductionof componeatb responsbility of budding dergner- buss designer. Bracing ��p not shown iz for lateral support of Individualwele members only. Additional tempora,y bracing to iretae rickety during construction iz the responsbddty of the Additional bracing YC�Y= MiTek' enactor. permanent of the overa0 slrudue, B the respowbiLty of the Wilding deign,. fa general widonce regerCmg tabicotgn. QWOty control. storage. deMe,y, erection end lancng. conSVX ANSVLPII evenly C,Berk, DSB-89 and lost lending Component 8804 PaRa Eest Bhd. Salety Ir.,o. a Q�Bohie ham Truss PlatalmtitWe.]81 g. Lee Street. Suite 312, Al wdria. VA,3314. ,fagot hern Pme pP' lumber isspeafied,the deslm value4 are chase a te[tive O6/0112013 byALSC Tampa, FL B3B10A115 Jab Truss Truss Type Oty Ply ihi 4oe-Met-Ry-BERGEVIN RES. 35406 B10 ManopM1ch 1 g9ie3]a 1 East Cenci Tmse, Fan Paean. FL 34946 7.430 s Jul 252013 Mlrek lnchaves. Inc. Mon Aug 12 1527:65 2013 Pagel ID:bPIo3patlS_BYA2AHa9dnbyxRsO-4nEPSknOXox?1 pS9mQfxJLfgZo6gDOvVyBJ3myo 1-62 7410 10.10.q 1-8-2 5.3-14 Y104 Style= 1:19.0 2x4 II 3 2.94 12 3.4 2 p A 3xe II 1b 1b 4x6 = S see = 3.8 II 4 s s o.ee 12 1-0.1 all" -o-1 ea Plate Offsets KY): : 1:031 Ede 1:0-1-11 Etl a it0-1-2 2-2-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deg Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.14 4.9 >897 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.39 4-9 >326 180 BCLL 0.0 Rep Stress Inv YES WB 0.26 Horz(TL) 0.02 4 his n/a BCDL 10.0 Code FBC201 o7TP12007 (Matrix-M) Weight: 43 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purling, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS Ob/size) 1=53210.8-0 (min. 0.1-8),4=432/Mechaniml Max Harz 1=203(LC 5) Max Uplift I=285(LC 8), 4=-244(LC 8) FORCES (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=856/528 BOTCHORD 14=503/828 WEBS 24=795/565 NOTES 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsq BCDL=3.Opsh h=15ft; B=45ft; L=24111; eave=oft; Cat. 11; Exp D; End., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip 1 f qt"*/t 2) Plates checked fora plus or minus 0 degree rotation about Its center. ♦♦♦♦-♦A1pxS A 3) This truss has been designed for a 10.0psf bottom chord live load nonooncurrent with any other live loads. ♦ 'i \v' ,•. 4) • This truss has been designed for alive load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 • ee�'�� E N of on chard all areas where a rectangle wide will ♦♦N�� ,••\ O • fit between the bottom S F�,.••�i chord and any other members. A, �' V . •,^�I 5) Refer to girder(s) for truss to truss connections. J-O 39330, 6) Bearing at joint(s) 1 considers to value using ANSI/IP11 angle to formula. Building designer should capacity S parallel grain grain verify * of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Gt=lb) 1=285,4=244. "��T tO fir z 8)'Semi-rigid pitchbreaks including heels• Member entl fotity model was used in the analysis antl design of this Wss.-u/ 9) Warning: Additional permanent antl stability bracing for Wss system (not part of this component design) is always required. �• ,* 4 ,''ACC " Q P �♦` LOAD CASE(S) Standard O R 1 lel',SSf,O %% ♦ N Al- '-- FL Cert. 6634 August12,201 ®WAPMPJ-Var% designprvmneters and READ NOTES ON THIS AND INCLUDED BRIYSKREPERENCEE9QE➢1UA473 BEFORE USE. Design volld fauna any with Mnek conneclars. Th'n design is loosed a* upon parameters shown and 4 to,ono dividual bulding aomponenf. Ap,kobLy of design pamm.Re, and paperL orao,ofionof campmentk resloomb0ty of buld"g designer -not from designer. Bmcing shown � Is fa lateral support of lndividualweb members only. Additional Temporary bracing to im,ue stcWty during construction it the responsibdfty of the Additional bmceg the a the Welk'erects. permanent of oveml shuctum respre obOly of the bu0dng designer. Fcrgeneral guidance regerdmg fabncatbn aualty controL stooge, d.We, erection and bracing. =.mull ANSVTFII Duey CMerla, D31-89 and LCSI Bugding Cemponenl 69U Peke Eesf Bud. 5akrylnb,mM qw Table hom)rmsPla)e NSlituteJ8l H. Lee Sheel, S.n.312,Alexantltla,VA y1a 14. If Southern PinetaFl lumber uspeufied, thedeslm values are these effective 06/a1(2013 byALSC Tampa, FL 33810.1115 Job Job Truss Truss Type SSI-T, Oty Ply 0254M-Mel-Ry-BERGEON RES. d9]82]1 • B11 Mo 1 1 Job Reference fontionell East Coan Tmss, Fort Pence. FL J4946 L43DSJdnbyx13MHekl.dosl.es,I zILnAuUWUr21:582813Page1 ID:bPlo3pat15 BYA2AHx9tlnbyxRs0.VzongWS-2 sez1LTezuUNNrEy8F1hT3kcxsbDy 1 1-sz ]-aD loos 1-e-2 5319 3S2 - - - - - - -- Scale=1:18.2 2x4 II 3 2.94 12 3.4 2 3.8 II 1 la 13 31 = l lff 6 3.8 tl 3x4 = Q 4 0.98 12 1-0.1 1A2 0.31 Plate Offsetss( %V: 1:0.3-1 Ede 1,0.1-11 Ede 1:0.1-22-2-1 LOADING(psf) SPACING 2-0-0 CS] DEFL in (lac) Ildeft LPd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.12 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Ven(TL) -0.34 4-9 >367 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.21 Hom(TL) 0.01 4 nfa n/a BCDL 10.0 Code FBC2010/IPI2007 (Maldx-M) Weight 41 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 641-0 oc puffins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation REACTIONS Qb/size) 1=51310-8-0 (min. 0-1-8).4=413/Mechanical Max Horz 1=195(LC 5) Max Uplift 1=-275(LC 8), 4=-233(LC 8) FORCES (Ila)-Max. CompJMax.Ten. -All farces 260(I1h) or less except when shown. TOP CHORD 1-2=-7741477 BOTCHORD 14=451n,18 WEBS 2-3=-7251517 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip r 1 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This Wss has been designed fora 10.0 psf bottom chord live load nonconcumenl with any other live loads. - `,S A•/le • • • �,e �j -This ,\ ,. O 4) truss has been designed fora live load of 20.Ops1 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 buss to truss connections. �``-! '.� 6)Bearin at 1considers parallel rain value ANSVIPI1an le to rain formula. Building designer should capacity50 39380A --;. �. of bearing surface. ✓ 9 1 () P 9 9 9 9 9 verify6;A�T 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joint(s) except Ut=lb) 1=275, -_ L 4=233. cli�E�. 8)'Semi-rigld pitchbreaks including heels' Member end fudty model was used In the analysis and design of this truss. j4/ 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10.. LV F \ LOAD CASE(S) Standard � O R I Q; �N S/ON ' E��•`• FL Cert. 6634 August 12,201 TWdR2RNO-Vcs-V'rdestgnparxanetasand REaDNO1ESON ME AND INCLUDED M=RSPERBNC& PAGE MI.74M BEFORE USE. DeegnvafidfwuwarJywdh Mnekmnnectws.Th6deslgnebasedo*upanpwameleashow hforani divmualbuldngcomponenf. ■�� Applicabmm Sty cf design paefere and p poperincwomm txof components, resporobLly ofb Bring designer. not fours designer. Bracing shown Is tw lateral support of ndnfdual web members onty Addfional lempararybrocing to Imure stobdty during connnsebon h the refoonsbilry of the MiTek' echo. Additional permanent bracing of the ovemil structure b the responsibility of the building desgnec Fwgeneral guidance regarding fabreatiwt gaallty control. storage, delivery, eredwn and machg, caruun ANSOPll Ovallty OBerla.DSB.89and BCSIBu9din9Componeni 69" Parke Esat BIW. S."lnmrmailon qv ble fem TressPlofe lmtifute.781N. Lee Street, Suffe 312, Alexandre. VA �t314. HSauthern Pine 5a lumber isspecified, the design v3luesarethose effective 06(u2/2013 byAL5C Tempo, FL 336104115 Job Truss Truss Type Dty Ply n540B-Mel-Ry-BERGEVIN RES. T6978272 1 25406 + B12 M9nopkN 1 1 East Coast Truss, Fart Pierce, FL 34948 7.430 s Jul 252013 MBek Industries, Inc. Mon Aug 12 15:27:56 2013 PagoI ID:bPIo3patlS_8YA2AHx9dnbyxRsO-Yzong4ceH54sez1LTexuUVWrsy94Zi83kczsbDyo 1 1-32 I 7.04 10-0.1 142 5314 30.1 style=1:17.4 2.4 II 3 2.94 F12 3.4 2 3x8 II ,..(I ass 3x4 = 3.8 II 4 G � osB 1z -01 I 1az 1k a3t Plate Offsets % 1:0-3-1 Ede 1�0.1-11 Ede VO-1-22-2-1 LOADING (pat) SPACING 2-0-0 CSI DEFL in (loc) Will L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.10 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.29 4.9 >415 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Hoa(TL) 0.01 4 Na Na BCDL 10.0 Code FBC201 OTFP12007 (Matrix-M) Weight: 40 lb FT=0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=494/0-8-0 (min. 0-1-8), 4=393/10echanical Max Hor41=187(LC 5) Max Uplift 1=265(1_13 8), 4=-223(LC 8) FORCES (Ib)-Max. CompJMax.Ten. -All forces 250(I1a) or less except when shown. TOP CHORD 1-2=-694/428 BOTCHORD 1-4=-400/670 WEBS 2-4=660/473 NOTES 1) Wind: ASCE 7-10; VUIt=170mph (3-secend gust) Vasd=132mph; TCDL=9.Opsp BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; Fxp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 ate grip 60 ��j tP,S 2) Pllates che0ckk d fora plus or minus 0 degree rotation about its center. ,\��, A-, q 3) This truss has been designed fora 10.0 pat bottom chord live load nonconwrrenl with any other live loads. `% 4)' This tru It been designed for live load in 3.6-O ss as a of20.Opsf on th a bottom chord all areas where a rectangle tall by 2-0-0 wide will ��0,•'�OENg'• fit between the bottom chord and any other members. V Q _'o : 5) Refer to girder(s) for truss to truss connections. + J'O 80.,.--�--' 6) Bearing at joint(s) i considers parallel to grain value using ANSPTPI 1 angle to grain formula. Building designer should vedfy Capacity of bearing surface. 7) Provide mechanical connection (by others) of tmss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1-265. Mix X 8)'Semi-rigid pitchbreaks including heels' Member end fixiy model was used In the analysis and design of this truss. ATE 4t/ + .' 9) Warning: Additional permanent and stability bracing for truss system (not part of This component design) is always required. 0 �•� � 44/; � ��` •'' O 1�%�• LOAD CASES) Standard R �NA� .% lE FL Cert. 6634 August 12,201 ®WARNING- IrMfg design Fames. and READ M07ES ON MS AND INCLUDED MTEICREFPRENCSPAGEbffi-7473 BEFORIT USE D ign va0d loose ont with Walk connectorsThis ded9n Is based ally upon ounmetem shown.andis foron individual buFdu,g component. MIN of design parameters and properincerpptioos of componenik responsbaly of building designer -not Irub designee 8 acing shown is forlateral support of individual web members onN. Addilanal lem,xaarybrocing to Insure stability during construction b the respamlbALNof the Addiliond MiTek' erector. permanent bracing of the oveml structure b the respamibility of the building designer. For generol guidance rail fabrication, quality control storage. delivery, erection and bracing, ccmuB ANSIDPII pualty Criledu. DS11-69 and BCSI BYOding Component 69N Palle East Bad. Safetylnfarmdion qw labkhomjmrs PWel ill te,781N.Lee Sheet.Suile312.A@Fanddm VA $2314. RSouthern Pme SPi lumber Izzpecified, the de_ien Values are Nave ebective O6/01/2019 bYALSC Tampa,FL33B10.611s Job Truss Truss Type Dry Ply 425406-Mel-Ry-BERGEVIN RES. T4976273 2540a B13G Hatl Hip GiN¢r 1 1 East Coast Truss. Fan Pierce, FL 34046 7,430 a Jul 252013 Mielc Mdusttles. Inc. Mon Aug 12 15:27:57 2013 Pagel ID:bPlo3patl5 BVA2AHx9dnbyxRsO-09MMQpG2PCjG6eXOLS7OkR48mx8l79CzGgD7fyo 0 4.7-11 8-2-2 9.7-0 r I 9-7-11 36 7 1114 - - -_ - - -- Scale=1:18.3 4x10 2x4 II 3 4 2.94 12 2x4 2 1 Sac = A 8 5 6- axe Sx5 = Sx5 = 1.12 1A31 8-2-2 9-7-0 1-02 0 F9-15 1<14 Plate Offsets X 1:0-04 Ede 1:0-4-10 U-O-2 5:0-2-80-2-12 6:0-2-8 0.3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.24 Vat(LL) -0.03 6-11 >999 240 MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.41 Vert(TL) -0.09 6-11 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.31 HOrz(TL) 0.01 5 fire sure BCDL 10.0 Code FBC2010rfPI2007 (Matrix-M) Weight: 45 IS FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9.2 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-14 cc bracing. WEDGE - MJTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss, erection, in accordance with Stabilizer [Installation guide, REACTIONS (Ib/size) 5=1023/Mechanicel, 1=577/0.8-3 (min. 0-1-8) Max Ho¢ 1=178(LC 7) Max Uplift5=-622(LC 8). 1=323(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOPCHORD 1-2=10381641, 2-3=625/382 BOT CHORD 1-6=5801994, 5-6=-362/633 WEBS 2-6=-073/315, 3.6=-383/801, 3-5=-11741673 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cal. II; PQD;; PncOL ;pfi--00.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 1 f ��,,' ♦♦\\\\PS A. q 3) Provide adequate drainage to prevent water pending. ♦ �e �'.� 4) Plates for 0 degree its 0� E ni S • • checked a plus or minus rotation about center. ♦♦♦♦ • q F ••, 2� 5) This truss has been designed for a 10.0 pat bottom chord live load noncencurrenl with any other live loads. ; /�� V _. 6)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 1 39380, fit the bottom chord and any other members. * �•� Refer J 7) Refer to gi giechani for truss - truss connections. •� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except Ul=11h) 5=622, - a ct 1=323. r-0 9)'Semi-rigid pilrhbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �j • ~ATE •((/ 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1381b down and 204 lb up at 110. • 8-2-2 on top chord, and 612 lb down and 390 lb up at 8-2-2 on bottom chord. The designiselection of such connection device(s) is the IT•.T Q;: ♦� �i 0 (�. responsibility of others. Fs' R • ��♦♦♦♦ 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �i�� S� • •"' ••�� ♦♦ 12) In the LOAD CASE(S) section, loads applied to the face the truss noted as front (F) or back (B). N A; of are \\\\\♦ LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 August 12,201 Continued a e 2 A WARHIM}-III deslgnpaamnd. asd READ NOTES ON MS AND INCLUDED B•JTSKREPPRENCS PflOBffi1.7473 BEFORE USS. Design veld for use af, with MRek connectes.7h5 design Ins bared only upon parameters shows, and a toronindfi l binding component. Applicability of design wool antl properincospovlon of component a respomrolity of balding designer. not tmn designer. Bracing flown is fafaterel support of individual web members onv. Additional lemporarybec c'i g to Insure slabilty during comtmction Is the respomionnty of the MiTek' eretlor. Additional permanent bracing of the ovemll stwcfIre is the responsibility of the binding desgne, For general guidance massaging fadicafi>n, quality storage, delvery, erection and brOcing. consul ANSIpPII Coal Wedc, DSa-69 and bar austral, Component 9904 Parka East at gcoonlrol, It South ern Pine tSP) lumber Is sp x i{ed; the des"Im values are tholse effective 06�0112013 by ALSC Tempo, Ft 33s1a4n5 Job Truss Truss Type Dry Ply I25406-M&Ry-BERGEVIN RES. d9]8374 3340e , c1M Hip Truss 1 1 East Coast Truss. Fan Pierce, FL. 34946 7.430 s Jul 252013 Mmek lndustdes, Inc. Mon Aug 12 1528:02 2013 Page ID:bPlo3paIIS_BYA2AHxgdnbyxRsO-N7A3w7lPbsgDNUUVpu2gnOgRNSP3OsPrYOAosyo2 5-0-0 Is2-e 11.2-8 I 5-0.0 1-2-8 5-0.0 - �Soate=1:18.7 Sx5 - Sx5 = 3.00 12 2 3 1 I 0 4 1 I � 14 = B e s g C axe II 1,11 lx4 sat = 1-0.0 a0.0 62.8 11-2A I I1-0-0 � 1-ao a4-0 Sao 1-z-e o-o-0 Plate Offsets X Y : 1:04-12 0-0-2 VG-0-0,"-13 LOADING(psQ SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 VerhLL) 0.15 5-9 >884 240 MT2O 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.95 Vert(TL) -0.20 5-9 >668 180 BCLL 0.0 ' Rep Stress Ina NO NB 0.21 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code FBC2O1O1TPI2OO7 (Matrix-M) Weight 39 lb FT=0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc puffins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 4-2-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide REACTIONS (lb/size) 4=96110-8-0 (min. O-13), 1=109310-8-0 (min. O-1-8) Max Horz 1=29(LC 7) Max Upl1ff4=659(LC 8). 1=-751(LC 8) FORCES fib) -Max.Camp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-2602/1910, 2-3=-2543/1903, 3A=-2612/1902 BOTCHORD 1-6=1766/2483, 5-6>1811/2543, 45=1777/2495 WEBS 2-6=403/563, 3.5=-329/474 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; hot 51t; 8=45ft; L=24ft; eave=oft; Cat. II; Exp D;Encl.,GCpi=0.18; MWFRS(directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 \\\\flBiff+T,, plate grip DOL=1.60 \\\\ S A• 3) Provide adequate drainage to prevent water ponding. �P` q� `\\ 4) Plates checked for a plus or minus 0 degree rotation about its center. .•;G E N S •- 5) This truss has been designed fora 10.0 psf bottom chard live load non concurrent with any other live loads. ,`\ . ��: �. F�'.•ti 6)*This truss has been designed fora 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 : 4 �i'b fit behveen the bottom chord and any other members. 39380,,.E 7) Provide mechanical connection others) of truss to bearing capable of withstanding tOO It,uplift alJoinl(s) except Ql=1b) 4=659, * 7• (by plate fir,,.--^'�_ `�.•• 1=751./�,-,'/ 8)'Semi-rigid pitdlbreaks including heels' Member end fixity model was used in the analysis and design of [his truss. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 381b down and 1191b up at 5-0-0, ATE J - and 381b down and 11911a opal 6-2-8 on top chard, and 484 lb down and 425 Ib up at 5-0-0, and 4841b dawn and 4251b up at 6-1-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. R ,�'•. 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front F) or back(B). l51 ••••• `� LOAD CASE(S) Standard fiNAI ll E0 1) Dead. Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=70, 23=-70, 3-4=-70, 7-10=-20 FL Cert- 6634 August 12,201 Continued o a ®WAPIR-lacHf9deslgsparmnet..dRE9D MOTES OMMS AND R'CLUDEO 2117ERREFARENCS PAGE 11111-7473 BEFORE US6 ;�• Devgn varid forwe orgy with MRek connectors. Thu design 8 based a*upon pdoomaten shown. and h foronindvkfuol building component Applicabilin 8 re ty of design pammeteand properncorpponion of component spomhbtily of bv1dag designer -not Luss devgnec Bracing Chown Applicability is torlateral suppod of nd"nidualweb members ont, Additional temporary bracing to Insure stabinty during corulmction h the re,PcnsibBOly of the MiTek' erector. Additional permanent bacng of the ovemil shre uctum Is the spowbility of the building desgrd nen For general guidance regaing fab aliom quality carnal storage. delvery. erection and bating. comult ANSI MI gYagty Waste. DSB 89 and Bat Ongoing Component 6904 PeRe East BM. Sally lnfmmala. 4� pblehom Jnho Planelratitute,781NAneSnawt.5u9o311Akxom a.VA,23I4. HSouthem Prue arlumber n3peaLed, thedesim v3[ues are[ho>e effectsve O6,/01/2O13 by ALSC Tampa. FL 3381O4115 Job TNsS TrussType Cry SI5108-Mal-eERGEVIN RES. 48]82]8 25,1 C3 COmmOn Truss 2 1 East coesiTrvsa, Fort Pierce, FL. 34916].43asJul 25 theatres. Ina. Page 1 x9dnbya13MIT7A3w7ONuUVu2ljnB8:28:022a13 ID:bPIo3paIIS BVA2AHx9dnbyxRs0.1.2-8 lPbcgONuWpu211n8vnNFTz03x61'OAosyoZ x S7d _ _ i 5-7.4 5-74 5.7-4 _ ---- --__- _--- - Scale e 1:18.4 4x4 = 3S0 12 2 3 a h 3x4 = S S C Q- 6. 3.8 II 41x4 It 3,4 = 14L0 1.4-0 6.74 11-2A I 1.60 0.4.0 4-3.4 5-7-4 Plate Offsets X 1:04-8 0-0-2 1 0-0-01-8-13 LOADING (psf) SPACING 2-0.0 CSI DEFL in (lot) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.05 4-7 >999 240 MT20 244M90 TCDL 15.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.09 4-7 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.07 Hoa(TL) 0.01 3 n/a We BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight 37 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied ors-9-2 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-1 or. bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing _ WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation -ufde REACTIONS (lb/size) 3=47810-8-0 (min. 0-1-e), 1=531/0-e-0 (min. 0-1-8) Max Hoa 1=32(LC 7) Max Up5113=263(LC 8), 1=-291(LC 8) FORCES (Ib)-Max. CompJMax.Ten.- AIforces 250(Ib) or less except when shown. TOP CHORD 1-2=-852/482, 2-3=-944/538 BOTCHORD 1-4=390/800,31=558/977 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCD L=3.0psf, h=15111; B=45ft; L=2411; eave=oft; CaL II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.601A.f,F, 3) Plates checked fora plus or minus 0 degree rotation about its center. �� far 4) This "as has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. \ �,P•,.,. A� �j, 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle a 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. � �,� S(.`••92 �� • 6) Provide mechanical connection (by others) of truss to beading plate capable ofwithstanding 100 lb uplift at Joinl(s) except at=lb) 3=263, ,� : ,'...--^�`-- 1--291. /Flo 39380�:: 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. * / 8) Warning: Additional permanent and stability bracing for mass system (not part of this component design) is always required. C /� •( c•'-`J LOAD CASES l) Standard :�•- ATE Al F `% •,�S'S��NA� EC1o�• FL Cert. 6634 August 12,201 ®WARNING-Var}fgdesign pvivmde>s and READ MOMS ON MS AND INCLUDED h7TEKREFERENCE PAGE Afff-7470 RUORE USE. Design valid for use only with M6ek correctors. The design h based a* upon Parameters shown. and h foron IndvAual Wilding component. ��- Applicability of design Parameters and properincorpero8on of component is ra,asha Try of bottling designer- not Wss designer. 8mang shown 4 far lateral support of lndlwl ualweb members only. Additional temporary bracing to insure stability during conWction a the NsponsbUty of the Additional erecter. permanent bating of Me overall slrvwe Is Me respm obitty of the building designer. ForgenerO,,k hoaa reganfup WOW tabbation,qualityANSI/RI1 puall CColetla,148.89 and SCSI Building Component WIN Parke East Shad. geonttmLstorage,defvery.erectionandbacMg,consult ItSouthemdVine t5P1 lumber iss3pecitied�ithe deli& l values are [ha1se eltr>°eDve Ofi/0112013 by ALSC Temps, FL 33131"1IS Job Truss Truss Type Oty Ply 425405- Malty -9ERGEVIN RES. T4976279 25406 C3 Cammon Truss 2 1 East Coast Truss, Fan Pieme, FL. 34NO 7A30 a Jul 252013 MTek industries, Inc. Mon Aug121528:032033 Paget ID:bPlo3pat15 8YA2AHx9dnbyxRsMjR8TuleFyt_13hNcZXG?g4YnbfitG5LC7kKJy ZU 4x4 = 3co 1l 2 •t 3 ri Ll 3.8 II 4 txs II � 6• Us = 3x4 = 4-7-4 1a24a I 4-7.4 s7.4 Plate Offsets X VO-M 0-1-6 YO-3-0 0.8-13 LOADING (psq SPACING 2-0-0 CSI DEFL in (roc) Odell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.05 4.7 >g99 24D MT20 2441190 TCDL 15.0 Lumberinaease 1.25 BC 0.34 Vert(TL) -0.08 4-7 >999 180 BCLL 0.0 Rep Stress Ina YES WS 0.07 Horiji.) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 341b FT=0% LUMBER BRACING TOP CHORD 2x4SPNo.2 TOPCHORD Structural wood sheathing directly applied or 5-8-5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. WEBS 2x4 SP No.3 MtTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 REACTIONS (Ib/size) 3=48210-8-0 (min. 0-1-8).1=437/Mechanical Max Hoa 1=-39(LC 5) Max Uplift3=-265(LC 8), 1=-240(LC 8) FORCES (lb) -Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 1-2=874/493, 2-3=9441538 BOTCHORD 14=401/823, 34=558/977 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h=1 Sit; B=4511; L=2411; eave=4ft; Cal. 11; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. ,111111111///// / �� / gej� 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. ,�� BPS, ;�' 44 e 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 [ail by 2-0-0 wide will ,� O E N �/Q • fit between the bottom Chord and any other members. VV 6) Refer to ginfegs) for truss to truss Connections. 7) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jt=lb) 3=265, O 393 SO_=. � 1=240. *�• •�= 8) •Semi-d9id pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. /yam+ 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. _ LOAD CASE(S) Standard ��•. - ATE f �� %O�cc 0 1 P ��% R FL Cert. 6634 August 12,201 ®WAPMNO-Ver1j%, deslgnpermnders and READ NOTES OMMS 9ADSARMCIDED AUDSKREPERSNCSPAGSDIIf-7470 BEFORE USE.=�. Deslgn valid bass ronbwifh M6ek connectors. Th9 design Itbased a Ty upma po4 nrohnsshowand Nforan individual la.Jlgcomponent, APPlitabiRl of design ponometen ad properirscdpaationaf componerdk reeaambiLty of bu➢ding designer - rot trust deigned fimdng shown r��= Is for lateral support of Individual web memberstemporary tracingto imere stabirity dexx;con5huction 6 the responsiniffy of the Additional tracing the MiTek' erector. permanent of overall structure Is the resporrvbildsifity of the bug designer. Fa general guidance regarding fabricatb q. rLtycantmLstorage.deWeryemctbn Gridtracmg...mutt ANSVIPIIGuagly Creed..DSB.89and BCSIBoning Component ell" Parke East Inw. Saetylnformallon aipble from Imes Plate lmMe.781N. Lee Sheat.se1f.31ZAW..ndd..VA 2314. If.euthern Pine 15P1 lumber is_pecdied. the de=_ig values are those effective 06/03j2013by ALSC Tampa,FL3381a4115 JOb Truss Truss Type Oty Ply tl25108-Me4Ry-SERGEVIN RES. 25608 w C4G Half Hip Truss 1 T4976277 1 East Cana Truss. F04 Pierce, FL. 34948 7,430 s Jul 252013 MTek Industries, Inc. Man Aug 121528:032013 Pagel IDODVLEoy7Ax lPi?VkaKglLyvpkp4JjR8Tu1 eFyt_l3hNcZ(G?gz?nWOihS$LC7kKJyoZU 44a e.a.o 1a11-4 10-748 i 44 3-1t-12 i. 4 364 Scale =1:24.9 5,12 = 2.4 It 4x8 = 1 3.o0 112_ 11 15 2 16 17 3 13 ?x4 9 4 N d B d 18 19 B 7 63x4 = g G 3x4 II 4x14 = 3x4 = bdb Bd-a 7-a i I 4-4.4 3�11.12 6-M Plate Offsets % 1:0-5-80-3-0 3:0-540-2-0 :0-3-140-2-0 LOADING(psf) SPACING 2-M CSI DEFL in Doc) Vde0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.16 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.24 6-7 -722 180 BCLL 0.0 Rep Stress lncr NO WB 0.89 Horz(TL) 0.02 5 irm Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 67 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3b15 oc pur ins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3•Excepr BOTCHORD Rigid ceiling directly applied or 5-1-10 oc bracing. 1-8: 2x4 SP No.2, 2-7: 2x8 SP N0.2 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer guide,Installation REACTIONS (lb/size) 5=881/0-8-0 (min. 0-1-8). 13=1263/0-3-0 (min. 0-1-8) Max Hors 13=-123(LC 4) Max UPIift5=4g8(LC 8). 13=-750(LC 8) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=2527/1545, 2-3=-2527/1545, 34=2241/1308, 4-5=-2425/1435 BOT CHORD 7-8=210/355, 6-7=118012175, 5-6=133512316 WEBS 1-7=-1373/2347, 2-7=-356/312, 3-7=576/379, 4-6=271/163 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Cpsf; BCDL=3.0psf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 1111111111111 1111 2) Provide adequate drainage to prevent water parsing. \�� S A• 3) Plates checked for a plus or minus 0 degree rotation about its center. \ 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. E till S'• e-9 �i� \\\��,•'�C 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 ; A, ,: V F '•, �i� fit between the bottom chord and any other members. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSOTPI 1 angle to grain formula. Building designer should verify rapacity * ,' NO 39380- j of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwilhstanding 1001b uplift at joint(s) except Ot=lb) 5=498, -_ "Semi 8) -rigid pitchbreaks including heels' Member end fusty model was used in the analysis and design of this tmss. �'; ATE 0_F- 9) Hanger(s) of other connection device(s) shall be provided sufficient to support concentrated loggia) 81 Ib dawn and 153 lb up at 1-4-4, 0'•, and 81 16 down and 153 Ib up at 244 on top chord, and 561b down and 41 1b up at 14-4. and 56 lb down and 41 1b up at 2-4-4, and �� T •,.<` P;• 4 \ 5931b down and 375 lb up at 44on bottom chord. The desIgniseledion of such connection device(s) lathe responsibility of others. �j1� •: 0 R , D._ `". \\� . •"' ' •�\ 10) Warning: Additional permanent and stability bracing fortmss system (not part of Nis component design) is always required. 11 sS� \\\ 11) In the LOAD CASE(S) section, loads applied to the faceof the truss are noted as front (F) or back (B). 11j1j0 N A' 1111\\ LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Incease=1.25, Plate Increase=1.25 FL Cert. 6634 August12,201 Continued ocase ®WARAM-Ver%do✓Jin Poivmderaaad REED N07ES ON ME AND lArLUDED=SKREPERENCS PBGBM1-7473 SEFORE USE. Design ,olld ra use orly with Mllek connecta s-This design a les sed any upon parameters shown. and is swan lndvid ual bsedlne componenl. A antlproperirmapaalionorcomponentezespaminsurebuM giningner-pdtraus � torl.oaiyoltlout f irommeters therer.erocineshown h .faterol support o1lntlNiduol webmembers arty. Atlltiond temporary bating fo insure s1abTN during comhucfion8the respamiDafNof the redo. Ad ifiN$ FB.89. MiTek' thebWdWC s,1., ralguidancereC.... idyl oetran.ge.derwelhemetr nstmd ocb,. .n,.It Iobrkotiou quardy control stooge, tle�ery, eredon one badng. consvn ANSVTPIT Gu=gN CAeda, OSB-e9 and BC51 Bu001ng Component BB01 Parka Eest Bhd. 3ateN nrusllen g ble from Tmzz Plate NsBN1e.781N. Lee Sheet. Suite312. Alexandrb. VA y2314. If South ern Pine 15P� lumber isspecified, the design value; are those effective O6J01/2018 by AL5C Tam FL 0381Gtl1$ p. Job Truss TrussType Oty Ply d20d00-Mat-Ry. BERGEVIN RES. T4976278 25400 V r c5G Monopitch Truss t 1 East Coestlrmss, Fort Pence, FL. 34946 7A30 s Jul 252013 Mmek Industries, Ina Mon Aug 12 15:28:04 2013 Paget ID:ODVLEOy7AxNPi?VkaKglLywpkpJWHpLpufPZ41cBet J4moCDBGBoORLfEastHslyoZU 530 I 2.4 it Scale=1:12.9 2 3.o0 12 d 1 A' 8 4' 3 3x4 = 2x4 II 5J 8 5.3 8 Plate Offsets % 1:0-1-120.1-8 LOADING (psl) SPACING 240.0 CSI DEFL In (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(-L) 0.11 3-6 >579 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.16 3.6 >385 180 BCLL 0.0 ' Rep Suess Ina NO WB O.OD Horz(TL) 0.02 1 n/a Na BCDL 10.0 Code FBC2010rrP12007 (Math- Weight: 22 lb FT=0% LUMBER BRACING TOP CHORD 2x4 Sp No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc puffins, except BOTCHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or B-7-2 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 'de REACTIONS fib/size) 1=684/D-8-0 (min. 0-1-8), 3=613/Mechanimi Max Horz 1=126(LC 7) Max Uplift l=-391(LC 8), 3=355(LC 8) FORCES (lb) -Max. CGmpJMax.Ten. -All forces 250(lb) or less except when shown. BOTCHORD 1-3=203/294 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst. BCDL=3.Opsf; h=15ft; 5=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. • 111111111111111j1 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 chard and any other members. 111 Pg A- q 10 �� `� •,.• •� E !V S' eq,r�i� 5) Refer to girder(s) for truss to truss connections. ,��0 •• C • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except 6t=1b) 1-391, ` V - F��•e_yry 3=355. FS O� 393801 --� 7 Semi-ri id Itchaeaks includingheels' Member end fixitymodelwas used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4171b down and 2601b up at 1-4-4` and 417lb down and 260 Ib up at 3-44 on bottom chord. The tlesign/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for tress system (not part of this component design) is always required. -�:• - ATE 10) in the LOAD CASE(S) section, loads applied to the fare of the buss are noted as front (F) or back (B). 0'•. (j/ ��FO i:�` LOAD CASE(S) Standard 1) =1.25 Dead - Roof Live Lumber Increase=1.25, Plate Increase q Loads Uniform Loa a20 111111O N A0 2�70(balanced): 3-4 10% Concentrated Loads (lb) Vert: 7=417(F) 8=417(F) FL Cert. 6634 August12,201 �WARMN11-7c,& datgrs pearzinet. amd READ NOTES ON ROS ANT) INCLUDED 29TEKJZBPERFMCE PILE I I-7473 BEFORE USE. Design valid faruse onlywith MRek connectors. This design is basetl any upon perometen shown, and 4 for an Individual balding component �_:� Applicably of droparya esign parameters and pincaation of componeNh respon lanty of budding designer. not truss designer. &acing shown Is fa lateral support of Individual web members any. Additional fempomrybracing to Insure stability during construction h the responsiblliy of the recta. Additionmra Additional permanent bracing of the overall structure h the responublty of the building designer. For general guidance regarding MiTek' fabricallom quafy control sfaage. delivery, erection and basing, consun ANStpPll puamy CtBeslo, gSB-09 and SCSI Building Component 09a4 Parke East BIM. Sob" lnformalion p5 able from Truss Plate institute. 781 N. Lee Street. Suite 312. Alexondi VA 231d. USouthern pine faV Ium b ena sp ecified, the deslen values are these eRecitve 0fi 01/2013 byAL5C Tampa, FL U61"115 Job Truss Truss Type Dly Ply 425406-M.4Ry-BERGEVIN RES. 25405 6, D1H Hip Truss 1 T4976279 1 top e East Coast Truss, Fan Plercs. M. U946 7.430 s Jul 252013 Minsk lndualdes, Ina Mon Aug 1215:20:042013 Pagel ID:bPlo3patlS BVA2Afir,9tlnbyxRs0.JWHpLpufPZ4jcBebxJ4moCDIdBzMRL7EastHslyoZU 3-00 3-0 0 1-SB 3-0.0 Scale=1:14A 4x4 = 4x4 = 3.00 12 2 3 I "QF1 4 d 3x4 = axe 11 El 11 51.4 �• Q• 3x4 = 6• 6. 3.8 11 180 3-0. 4S8 -8 65 -S 1.0.0 1- 1-t0a 1-SB - 0 0 0 1.60 Plate Offsets (KY), : 1:04-8 0-0-2 1:0-0-0 Ede 4048 0-0-2 4:0-0-4 Etl e LOADING(psl) SPACING 2-0-0 CSI DEFL in g0c) Valor Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) 0.01 6 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 4 We me BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 28 IS FT=O% LUMBER BRACING TOP CHORD 2x4SPNo.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS (Ib/size) 1=421/0-3-0 (min. 0-1-8),4=421/D-8-0 (min. 0-1-8) Max Ho¢ 1=17(LC 7) Max Uplift1=255(LC 8), 4=-255(LC 8) FORCES glo) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-563/390, 2-3=-555/393, 3-0=563/J90 BOT CHORD 1-6=326/535, 5-6=338/555, 45=-326/535 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-sewnd gust) Vasd=132mph; TCDL=9.OpsY BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=411; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate gripa60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. � �i� 5) Concentrated loads from layout are not present in Load Case(s): 0201at Dead + Roof Live (unbalanced); #21 2nd Dead + Roof Live Q •• C E N (unbalanced); 0223rd Dead +0.75 Roof Live (unbalanced); #23 4th Deatl+ 0.75 Roof Live (unbalanced). `',Zz 6) This truss has been designed fora 10.0 Pat bottom chord live load nonconcurrent with any other live loads. • -This '• 7) truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will • NO 39380 �' y j tit between the bottom chord and any other members. ✓f' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=255, : �•'-� 4=255. _ _ - 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. "�` • ATE 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 241b down and 55lb up at 3-M, � •• and 241b down and 55 lb up at 4-5-8 on top chord, and 118 lb down and 118 Ib up at 3-0.0. and 118 lb down and 118 Ib up at 4412 1 4( • on bottom chord. The design/selection of such connection device(s) is the responsibility of others. iaT�••• C O R , Q P ��,� ......... 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. 12) 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) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) FL Cert. 6634 Vert: 1-2=70, 2-3=-70, 3-0=-70, 7-12=20 August 12,201 lConlinuetl on Pane 2 WARNI21G -VariAdesignpar.dmn amd RP4n N01ES ONTWS A" INCLUDED L117EKRBFERENCE PAGE ffib7473 BEFORE USE. Is far lateral support of Indnidual web members only. Soar. Additional permanent broc0p of the overall knxical'on,..UN aonlrot star.... degve, emotion MiTek' 09" Palk. East aw. Tampa. R 33610.4115 Job Truss Truss Type ON Ply 025400-Mel-Ry-BERGEVIN RES. 254DB D2 Comma. T..2 1 T497B2Ba East Coast Tmss. Fort Pierce, FL. 3494E 7A304 Jul 252013 MRek lntlurttles, Inc. Mon Au8121528:052013 Pa0e1 ID:bPlo3patIS BYA2AHx9dnbyxRsO-nirBZ9vHAsCaELD4U1b7LOmU2bICAoTOoWctoByaZU 34Y12 6-58 I 34412 2-8-12 Scale=1-12.4 4x4 = 3.00 12 2 3 I� 1 3x4 = 3.8 4 11 axe Q ll 1x4 I Q° 3x4 = 100 1.1-8 3.9.12 SSa I 1-ao o-1-A a< Al Plate Offsets % V : 1:0-4-8 0-0-2 1:60-0 Ed a 3:0-0-0 0-1-fi 3:0-3-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Ven(LL) 0.01 4 >999 240 MT20 2441190 TOOL 15.0 Lumber Increase 1.25 SC 0.11 Vert(TL) -0.01 4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Hom(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 241to FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 be bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 20 SP No.3, Right 2x4 SP No.3 Installation amide REACTIONS (Ib/size) 1=344/D-3-0 (min. 0-1-8), 3=237/0-4-0 (min. 0-1-8) Max Hoe 1=30(LC 4) Max Uplif 1=189(LC 8).3=-131(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=362/220, 23=-357/219 BOTCHORD 14=174/340,34=174/340 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=450; L=24ft; eave=oft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end ver ical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `,lICJ111�11//y� 3) Plates checked fora plus or minus 0 degree rotation about its center. �� I7 , 4) This truss has been designed for a 10.0 Pat bottom chord live load noncencurrent with any other live loads. - ` �� P A �j •' 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 ,�� O�•' E N . G •�� SF_gi�i fit between the bottom chord and any other members. ��; C 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gl=lb) 1=189. A!. �..---` 39380 3=131. YYO 7)'Semi-rigld pitrhbreaks including heels' Member end fixity, model was used in the analysis and design of this truss. �' 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. - _,�" f •:G"-: �� LOAD CASE(S) Standard ^ ATE �: O' A,<ORi�P�N % •,'S'S�ONA� E��`% FL Cert. 6634 August12,20 �WERMM -VeIVY deafg^p r..& ra ¢ad RF°AD NOTES ON7WS AND INCLUDED Mf EKRBFERCNCB P&GE ffi1-7473 BEFORE use on,om Mnek con necterlhoo,orati al bWdingeomcino ronenthpaonsb1t �[ mt. Applicvalitl of n of com ofbufl Intl designer- -not fi notInnsIsthe blplablGlyorpe oft widu wandpropnwtrpardtlonatcompore lxaspan^Lnuoftabtlinguefngner-rer.erobig, me • bradnglthe ureingdesgnenFoam0erdguilancemgmdhg beam Additional Atltlitlany MTeW actor. oyemH structonolleerespo rabdcatlaa pualiN con anentbe.de e0emcl'*ntm ..stherespUt Natiha boil.lff, .dg..Foree..dgalEance regatlNg A/ir11 auaYN D50.0y antl BCSI Boeding Compo.eni erecl'on and bating, comuit BB111 Palle Earl aM1tl. gqc+o+niroL a korn j. ne Ploto 2. 2G21y1}14.. Hsu barn Pine (aP� lumber tisopec,fm. the des gnvalue. are these e6eeti�ve 06y03�2013 byAL9C Tampa. R 33010�tt5 Job Truss Truss Type Gty Ply 02540-McLNy-BERGEVIN RES. T4B)6281 25406 IM VM3 Vail" Those 1 1 to. Reference (optional) East Coast Tana. Fan Pierce, FL. 34MB 7.43Os Jul25 N13 Was Motioned, Inc. Mon Aug 12 15,28:05 2013 Pagel ID:bPlo3patiS BYA2AHxgdnbyxRsO-nir3Z%HAsCaELD4U1b?LOmTNbLTAovOoWcrOByoZU 3.0 0 3-f}0 k Soa=1:6.5 — --- 3.0012 — 2 1 3 3x4 I LOADING(pso SPACING 2-0-0 CSI DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Ven(TL) n/a - file 999 BCLL 0.0 • Rep Suess Ina YES WB 0.00 Hoa(TL) -0.00 2 We We BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 71b FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=82/3-0-0 (min.0-1-8), 2=64/3-0-0 (min. 0-1-8). 3=18/3-0-0 (min.0-1A) Max Hom 1=33(LC 8) Max Upliftl=41(LC 8).2=55(1_C 8) Max Grav 1=82(LC 1), 2=64(LC 1), 3=36(LC 3) FORCES (Ib)-Max. Comp./Max. Ten. -All forms 250(Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mphjCDL=9.Opsf; BCDL-3.Opsf, h=15ft; B=45111; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrenl with any other live loads. 5) - This truss has been designed for a live lon he bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tPS t fit between the bottom chord and any other members 6) Bearing at join(s) 2 considers parallel to grain value using ANSI/TP 11 angle to grain formula. Building designer should verify capacity �e I� ,� ••,... beating �,••�CE NS+'•.-4 of surface. ,�� 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2. 8)'Semi-rigid pitcrbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.a O 0��—=: 9) Warning: Additional permanent and stability Imaging for truss system (not pan of this component design) is always required. * �' y+^ LOAD CASE(S) Standard ATE FL Eert. 6634 August 12,201 ®WARN(ND-Vellbdeslgnparszmat sand Rest NOTES ON77USA"lh''CLUDEDLR7EKNBPENENC7 P.IOL' N-7473HE =7R.. Design void fcruso only with Mmek connectors. This design is based only upon Parameters shown, and Isforan individual bolding component.• Appticab5tyofde,TWponuneterandprcPefPao dco onotmponenthrespambnilyofbindingdesigner-nothuedesigner.Bmcbgshown Islabkrd suppW of lddividuol web members only AddBond temporary txaoing to Insure stabinlyduring construction Is the respombnlly of the Additional broci MiTek' ¢recta. Permanent g of the oveml slmcture Is the resPossbMy of the butting desgner. Fageneal guidance regadmg labboran auoeycontml slaage. deWery, erection and brocNg• consult ANSI/hi puo0ly CMeda. DS11-89 and BC51 Bufflug Component Saktylnbtmoven q± ble ham Truss%ale ksliNfa, )91 N. Lee Skeet.Suite312.Alex.nds1 VA y1�1/. NSouthem Pine tS lumbarisspenfted, the deSen va lues are those effective 05/va(2013by AL5C B901 Parke Eesi Bnd, Tempe, F133B104115 Sy ,boos Numbering System A& General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 III� 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage 9 Injury Dimensions are in f}-in-sixteenths. I I 1 Apply plates to both Sides of truss 1 2 3 I. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See BCSI. T cin CM 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves O WEBS qzv may require bracing, or alternative Tor Obracing should be considered. u = O 3. Never exceed the design loading shown and never braced 0- s+" u U stack materials on inadequately trusses. 00 0O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate '� 0 designer, erection supervisor, property owner and Plates 0-149' from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the T JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Iolnt and embed fully. Knots and wane at joint locations by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO are regulated connector plates. P THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate I software cation details available in MiTek 20/20 or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of Fabrication. PLATE S ZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ]CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate I0. Camber is a non-structural consideration and is the 4 x width measured perpendicular 4 ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAI BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: In all respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published AWC in NDS specified. by text in the bracing section of the SP represents sents ALSC212 papproved/new5/2012 values 13. Top chords must be sheathed or urlins provided at p output. Use T or I bracing with effective date of June 1. 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 U. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 M1ek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Il1l1l11111M Bi 18. Use green treated lumber may pose unacceptable environmental, nmental,1, health or performance risks. Consult with project engineer before use. Industry tandards: M— ANSI/TPII National Design Specification for Metal 19. Review all portions of this design (front, back, words Pltl}e Gannea}ed WOOd TTUSS Gtln$}rUC}IOn. and pictures) before use. Reviewing pictures alone DSB-39: Design Standard for Bracing. a is not sufficient. OCSI: BuildingComponent Safety Information, P Y 20. Design assumes manufacture in accordance with 9 � - Guide to Good Practice for Handling, � 9..... ANSI/1PI I quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 a