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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11439 MiTek USA, Inc. MANOR 71 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11439�IlQ{{�! Lot/Block: Model: MANOR 71 Address: UNKNOWN Subdivision: BY City: ST LUCIE COUNTY State: FL U. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T15168861 a 9/25/2018 2 T15168862 al 9/25/2018 3 T15168863 a2 9/25/2018 4 T15168864 a3 9/25/2018 5 T15168865 a4 9/25/2018 6 7 T15168866 T15168867 a5 a6 9/25/2018 9/25/2018 P �/ 8 T15168868 a7 9/25/2018 i 9 T15168869 b 9/25/2018 10 T15168870 bha 9/25/2018 11 T15168871 grb 9/25/2018 12 T15168872 ji 9/25/2018 REVIEWED FOR 13 T15168873 i3 9/25/2019 14 T15168874 y_ i5 9/25/2018 CODE COMPLIANCE 15 T15168875 j7 9/25/2018 pp ST. LU'trYAssvIE��eeC��eOUNTY 16 T15168876 kj7 9/25/2018 �� I OCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes anddesign codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI rPI 1, Chapter 2. 1 of 1 ,ttt11111I4U4/ UIN VIV FW.. 68182 9 TE OF :4el�/ i ���irl rl Itt�ttt Joaqui Velez PE No. 182 Mirek SA, Inc. FL Ce 6634 6994 P�rke East Blvd. ampa FL 33618 September 25, 201E Job Thus Truss Type City Ply MANOR 71 T151fi8861 M11439 A Common 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 201 B MITek Industries, Inc. Tue Sep 25 08:36:56 2018 • IT4.Ilnm„cnnLancPeA9N9xaHveill-hOaM.11 HumnmlCnMhnMhkOl4nndRNhTainhnt �1 d Scale = 1:59.3 4.00 F12 4x4 = 3x4 = 3x6 = &8 = 2x3 11 3x4 = 3x4 = 30 = 3x6 = 27-90 379 MA, ON 7409-1 Plate Offsets (X Y)-- 12:0-1-14 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.25 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.52 Horz(CT) 0.02 14 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1017-20 >999 240 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structurel wood sheathing directly applied or 5-8-5 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3. WEBS 1How at micipt 6-14 REACTIONS. All bearings 0-8-0. (Ib)- Max Hom 2=-179(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 12 except 2=470(LC 12), 14— 904(LC 12), 10=-186(LC 12) Max Gmv All reactions 2501b or less atjoint(s) except 2=731(LC 1), 14=1562(LC 1), 12=342(LC 22). 10=266(LC 22) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1461/958, 3-5= 1282/878, 5-6=-639/551, 6-7=-2611745, 7-9=-379/723, 9-10=-96/254 BOTCHORD 2-17=-797/1413, 15-17=410/878 WEBS 3-17=-316/317, 5-17=-033/545, 5-15=-572/515, 6-15=-508/854, 6-14=-1202J797, 7-14=-269/324, 9-14=-529/449 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=151t; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedar(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3£-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 12 except Qt=lb) 2=470, 14=904, 10=186. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 669 6904 Parka East Blvd. Tampa FL 33610 Date: September 25,2018 AWARNING- Verily desF9npsreneteM"dREADNOTESONTHISANDwCLUDEDMREKREFERANCEPAGEM,74nmV101134WISBEFOREUSE. Design valid for use only with MReIsla connectors. This design Is based only upon parameters shown, and b for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bu[Idingdesign. Bracing Indicated is to prevent buckling of lndlvdual truss web and/or chord members only. Additional temporary and permonentbracing Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSt71P11 Quammyy CrBedo. OS349 and SCSI Buldbp Component Safety Infurmatbrnvoiable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandila, VA 22314. WOW e904 Parke East Blvd. Tampa, FL W610 Job Thus Truss Type Oty Ply T15168862 M11439 Al Common 7 1 �MANOR711 Job Reference (optional) unanaDum 1 russ, are., ran rlerce, rL 4.00 12 4x5 = 6 8.13u a Mat T1 zut Is MI I eK Inaustri Inc. Tue Sep 25 OB:36:58 2018 Scale = 1:59.6 17 .- 15 14 12 3x6 = 24 It 4x6 = 3x8 = W II 3x6 = 3x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/rP12014 CSI. TC 0.72. BC 0.76 WB 0.68 Matfix-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wlnd(LL) in (loc) Vdefl L/d -0.31 14-15 >999 360 -0.6514-15 >646 240 0.13 10 rVa n/a 0.35 14-15 >999 240 PLATES GRIP MT20 2441190 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1424/0-8-0, 10=142410-8-0 Max Horz 2= 179(LC 10) Max Uplift 2=-868(LC 12). 10=-868(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 25G (Ib) or less except when shown. TOP CHORD 2-3=-3481/2332, 3-5=-2886/2019, 5-6=-28B6/2123, 6-7=-2886/2123, 7-9=-2886/2019, 9-10=-3481/2332 BOT CHORD 2-17=-2073/3261, 15-17= 2073/3261, 14-15=-1280/2118, 12-14=-2088/3261, 10-12= 2088/3261 WEBS 6-14=-644/984, 7-14=-252f310, 9-14=-677/504, 6-15=-644/984, 5-15=-252/310, 3-15=-677/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, SCDL=3.Opsf; h=15ft; B=71ft; L=35111; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exlerior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=868, 10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 15-0-0, and 75 Ito down and 701la up at 20-0-0 on top chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, &1 1=-54,18-21=-20 Concentrated Loads (Ib) Vert: 26=-75 27=-75 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING-Vedydesl9npa..i,hvs.dREAD NOTES ON MIS AND INCLUDED NIrEKREFE1141ACEPAGENIF74Ts®v. 1aa%do15SEFORELi Design valid for use Cady with MBea connectors. This design h based only upon parameters shown, and Is for on IncMdual building component, not ��` a buss system. Before use. the building designer must ved tlIe applicability of design parameters and properly Incorporate this tleslgn Into the overall building design. Brocing indicated It to prevent Wattling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MTek` Is always required for stability and to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding fire fobticonon. storage, delivery, erectlon and bracing of trusses and truss systems, seeANSUIPII Cup�y Criteria. DSB-59 and BCSI Building Component Safety Nfonnationavolloble Truss Plate Institute. 218 N. sheet, 312 69N Parke East Blvd. Tampa, FL 33610 from Lee Sure Alexontldo, VA 22314. Job Truss Tp Cty Ply T75168863 M11439 A2 jZt`SP'..9,.i 8 1 �MANOI`171 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL �1 4.00 12 4x5 = s Mar 112018 MiTek Industries. Inc. Tue Sao 25 08:36:59 2018 Scale=1:60.3 15 14 3x12 34 = 2x3 11 5xe = 3x12 2.00 12 7]--7-I I ~ 231-11122 -69-0-0 6-5-I 2239 370.8]15 519 8. t2 2 Plate Offsets (X Y)-- [2:0-1-6 Edaal [8:0-3.0 Edaol [10:0-1-15 Edne] [14:0-2-4 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.58 12 >725 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0712-21 >393 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.39 10 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wmd(LL) 0.80 12 >527 240 Weight: 162 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 7-13 REACTIONS. (Ib/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12). 10=-825(LC 12) FORCES. (Ib) -Max CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3317/2151, 3-5= 2562/1755, 5-6=-2355/1675, 6-7=-2377/1650, 7-9_ 5276/3414, 9-10>5681/3671 BOT CHORD 2-15=-1911/3110, 14-15=-1911/3110, 13-14=-1428P2418, 12-13=-3088/5062, 10-12=-3410/5408 WEBS 3-154/302,3-14=-804/562,5-13=-357/270,6-13=-730/1177, 7-13=-3077/1999, 7-12=-1105/1963, 9-12=AO3/372 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANS17PI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 10=825. Joaquin Velez PE Nb.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: September 25,2018 Q WANNNG-VeH&d4s/Sn P4mmefel.dNEADNOUS ON] JSANDWCLUDWD KNEFFAANCEPAGEMM17473mV. 14tatOrSSEFONE USE Deagn void for use only with MOek® connectors. this design Is owed only upon parameters shown. and Is for an Individual building component, not a buss system. Before use, the bWtling designer must verity the oppllcabYity of design parameters and properly Incorporate this design Into the overall bullding tleslgn. Seeing indicated is to prevent buckling of lndyidual hues web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal lyury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANSVrpl1 Quaff sy CReda, DS849 and SCSI Building Component Safety Infoimationavolloble from Truss Plote Insfltute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. 69a4 Papa East Blvd. Tampa, FL 33610 Job Truss aty Ply T75168864 M11439 A3 �Truss`rype Hip 1 1 �MAN0871 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 12 4x4 = 4x6 = 8 7 8.130 a Mar 11 2U16 MI I eK InaU6lnes, Inc. Tue Sep 25 08:37:00 2018 Page 1 Scale=1:62.3 17 16 3x4 = 2x3 11 5X8 = 3x6 Sala = 3x5 = 2.00 F12 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) -0.58 13-14 >721 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.06 13-14 >395 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 039 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.80 13-14 >526 240 Weight: 1691b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at micipt 8-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 11=134910-8-0 Max Horz 2=175(LC 11) Max Uplift 2=-825(LC 12). 11=-B25(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3318/2236, 3-5=-2558/1847, 5-6=-2401/1788, 6-7=-2265/1737, 7-8= 2422/1761, 8-10=-5275/3598, 10-11— 5687/3847 BOT CHORD 2-17=-2010/3111, 16-17=-2010/3111, 15-16=-1531/2419, 14-15=-1319/2240, 13-14=-3269/5065,11-13=-3578/5413 WEBS 3-17=0/304, 3-16=-807/565, 5-15=.320/270, 6-15=-489/605, 7-14=-352/592, 8-14=-3047/2096,8-13=-1175/1985,10-13=-408/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=71ft; L=35ff; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-0-0, Exlerior(2) 17-0-0 to 18-0-0, Interior(1) 22-11-6 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 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 1001b uplift at joint(s) except 01=11b) 2=825, 11=825. 2 �1 Joaquin Velez PE No.69162 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: September 25,201 S AwARNING-Verity design aramelemandREADNOTESONTHISANDINCLUDEDMOEKREFERANCEPAGEMIi74MMK1aaL2015BEFOREUSE Design valid for use any with Waist connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design barometers and properly incorporate this design Into Me overall bulldIng design. Bracing Indicated is to prevent buckling of hdMdual huss web and/or chord members only. Additional temporary antl peunonont bracing - Is always required for slabYOy and to prevent collapse with posvble personal Mlury and property damage. For general guidance regarding me fobrloatlon. storage, delivery, erection and bracing of trusses and huts systems, meANSV1pt1 QuaBry Criteria, DSB-0V and 001 Sulding Component Safety Mfoanalbnavallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexond4o. VA 22314. �� LLp MtTek' 69M Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply MANOR 71 T151fi8865 M11439 A4 Hip 1 1 Job Reference o tional 'narnuers Cuss, inc., con force, rL a.Tau s mar r i zu to mi rez muismes, no. r use aep zo uealcu r euia Scale =1:62.3 4.00 12 US = 4x6 = 3z4 5 6 7 Sx6 � 2XJ G 5x8 8 5x8 MT18HS 4 25 26 3 9 10 24 27 to 2 13 11 12 n W 1 14 b 7ze MTI8HS = ] 5 4xS = d 17 16 3x4 = 24 11 5x8 = 3x12 = 3x5 = 2.00 12 -7 7 21-175 1-12 35-0.0 1 I 3 Plate OBsets(XY)— [2:0-1-6Edgel [3:OG-00-3-01 [3:0-0-0O-l-12] ]6:0-5-40-2-0][10:0-4-OEdgel [11:0-1-15Edne] 116:0-2-40-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.53 13 >792 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.99 13-23 >423 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.74 HOR(CT) 0.36 11 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.73 13 >575 240 Weight: VOIII FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt B-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=134910-8-0 Max Horz2=155(LC 11) Max Uplift 2_ 825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3316/2376, 4-5=-2563/1968, 5-6= 2462/1977, 6-7=.2800/2203, 7-8=-2948/2252, 8-9=-5229/3788, 9-11=-5692/4100 BOT CHORD 2-17=-2144/3109, 16-17=-2144/3109, 15-16=-1635/2413, 14-15=-1547/2362, 13-14=-3431/5004,11-13=-3821/5419 WEBS 4-17=0/301,4-16=-806/577, 5-15=-225/264, 6-15=-239/292, 6-14=-076/680, 7-14=-406/661,8-14=-2564/1843,8-13=-1246/1955,9-13=-063/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=71 ft; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-64) to 15-0-0, Extedor(2) 15-0-0 to 20-0-0. Interior(l) 24-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 11 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 Ib uplift at joint(s) except (1t=lb) 2=825, 11=825. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Dale: September 25,201 S OWARNWG-Verifydesignperemefers4nLREAD NOTES ON THIS AND INCLUDEDIAMEKREFERANCEPAGEMIP74nrev. idD12015BEFORE USE Design valid for use only with Mdek® connectors. This design Is based only upon parameters shown and Is for an IndMdual bustling component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the oveioli building design. Bracing indleated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' - Is always required for stabllity, and to prevent collapse with possible persona?INury and property damage. For general guidance regarding the fabricator, storage, delNery, erection and bracing of trusses and truss systems seeANSVTPII Quality Cmub, DSB-59 and BCSI Building Component 69M Palle East BNd. Bmrety Informatbrnvoilable from Truss Plate Institute, 218 N. We Skeet. Suite 312, Alexandria. VA 22314. Tamps, FL 331310 Job Truss Truss Type Oty Ply �MANOR71 T75168866 M11439 AS Hip 1 7 Jab Reference o floral Gnambers I mss, Inc., Fort Pierce, FL 4.00 12 6.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:02 201 B 3.6 It 3x6 - 4x5 = 3x4 = 46 4 5 24 625 26 27 7 8 Scale=1:61.3 15 14 ..._ _..._.._ 3x5 = 2.3 II 5x12 = 3x12 = 2.00[12 777.1i la-7-8 I -00 26--9.9I -015 51&6 71.9 88 9.13 Plate Offsets_(XY)-- 12:0-1-6Edgel 14:0-3-00-2-81 T10:0-1-15Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.53 12 >799 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -0.9912-21 >426 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.72 Horz(CT) 0.35 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.72 12 >580 240 Weight: 160 He FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purfins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Rdsize) 2=134910-8-0, 10=134910-8-0 Max Hom 2=-136(LC 10) Max Uplift 2=-825(LC 12), 10=825(LC 12) FORCES. (Its) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3302/2424,3-4=-2589/1988,4-5=-2410/1948,5-6=-2430/1959,6-7=-3580/2713, 7-8=-3728/2795,8-9=-5216/3822, 9-10=-5695/4205 BOT CHORD 2-15=-2188/3094, 14-15= 2188/3094, 13-14=-2124/3102, 12-13=-3448/4977, 10-12=3922/5422 WEBS 3-15=0/288, 3-14=-756/612, 6-14=-953/755, 6-13=-373/685, 7-13=-097/994, e-13=-2051/1540,8-12- 1293/1901,9-12=-474/482,5-14=-381/608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLs1.2pst BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterior(2) 13-" to 27-0-9, Interior(1) 27-0-9 to 36-" zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVrPI 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 Ib uplift at joints) except 61=11b) 2=825, 10=825. Joaquin Velez PE No.80182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 ,&WARNING-Veritydeslgnpahs.fM.end READNOTES ON THISANDINCLUDOD KREFEWNCEPAGEMII.7473.e.. Ia=zs;rSBEFURE USE Design valid for use only with MnexG connectors. This design is based only upon parameters shown, and Is for an Individual building component not a true system. Before use, the building designer must vedfy the applicability of design parameters and property InCcrpomte this design into the overall bUIding design. Bracing Indicated is to prevent bucking of lndidduol truss web and/or chord members only. Additional temporary and permanent bracing Is always requlred for stability and to prevent collapse with possible personal Iryury and property damage. For general guidance regarding the fobdcption storage, delivery, erection and bracing of trusses and truss systems saeAN31/1P11 Quapty Cristo. D9349 and SCSI Building Component Safety Informatlersavc[lable from Truss Nate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek' 69M Parke Eml Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply MANOR 71 T75168867 M11439 A6 Hip 1 1 Job Reference (optional) Unamaers I n49s, Inc.. Yon Plena, FL SxB = 3X5 = 4.00 12 4 5 24 25 8.13u s Mar l l zul a 3x4 = 5x8 MT18H5 = 6 26 7 pY s me, l us bap zb uo:j/:uJ zulb Pane l scale = 1:61.3 15 14 13 3x4 = 3x6 = 2x3 II 3x4 = 5.3 — 3x12 = 2.00 12 9-1-a It-M1n t2l.Y tR.tn-G "s-11.11 71n.n 7n-Y.t n,n-n 7-7-2 13-4-14 12-7.8 5-3-1 15.1-4 0-6-4 2-8-1 B-3-15 Plate Offsets (X Y)-- 12:0-0-2 Edger 14:0-5-4 0-2-81 17:0-4-0 0-2-31 19:0-1-15 Edger 113:0-2-0 0-2-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) -0.56 11-12 >748 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0311-21 >408 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.62 Hom(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matdx-MS Wmd(LL) 0.78 11-12 >542 240 Weight: 162 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-13 cc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-117(LC 10) Max Uplift 2=-825(LC 12). 9=-825(LC 12) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3312/2471, 3-4=-2801/2173, 4-5=-2937/2307, 5-6=-4027/3051, 6-7=-4954/3675, 7-8=-5236/3830,8-9=-5685/4263 BOT CHORD 2-15=-2231/3105, 14-15=-2231/3105, 13-14— 1815/2626, 12-13=-2030/2953, 11-12=-2817/4091, 9-11=.3974/5411 WEBS 3-15=-1/266, 3-14= 613/527, 4-14=-282/373, 4-13=-455/612, 5-13= 833f718, 5-12=-896/1276,6-12=-675/575,6-11=-670/1004,8-11=-440/553,7-11=-997/1469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh, h=15ff; B=71 h; L=35tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 11-0-0, Exterior(2) 11-0-0 to 28-11-6, Interior(1) 28-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 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. 7) Beading at joint(s) 9 considers parallel to grain value using ANSVrPI 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 in uplift at joint(s) except (jt=lb) 2=825, 9=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 AWARNING- Ver/lydesignparemetereandBEADNOTES ONTHISANOWCLUDE0MIrEKBEFEHANCEPAGEMO74",cv la=015BEFOBEUSE Design valid for use any with MBek®connectors. This design Is based only upon parameters shown, and B for an Inc ltlual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSVIPll Quality CMIda, DS549 and i twldkl0 Component Sabty Intoenatbrxrvallable from Truss Rate Institute. 218 N. Lee Street, Suite 312 Alexandra. VA 22314. 69" Parke East Blmd. Tampa, FL 33610 Jab Truss Truss Type Oly Ply MANOR 71 T75168868 M11439 A7 Hip 1 1 Job Reference (optional) unamoers i russ, Inc., von vierce, VL 4.00 12 08 = 2x3 \\ 4 6.T4V a Mar I l aU to mr r ex mausmes, Inc. tue Sepzo Ua:a/:U42V1e 2x3 II 3x6 = 3x4 = 526 6 7 27 48 = 2x3 O 8 9 Scale = 1:60.5 Io ld 3x4 = 30 = 3xa _ 6.8 = 3x4 = 3.6 = 3x4 = 3x4 = 9-0-0 1&8-0 12 30 26-0-0 Mo a-n-n 1 :& -� E n 1 6.an I 9.,n ' Plate Offsets (X,Y)-- 12:0-0-14 Edge] r4:0-5-40-2-01 18:0-5-40-2-01 r10:0-1-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.13 12-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.2912-23 >884 240 BCLL 0.0 Rep Stress [nor YES INS 0.53 Horz(CT) 0.03 10 n1a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.13 12-23 >999 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=362/0-8-0, 15=1620/0-8-0, 10=716/0-8-0 Max Hom 2=97(LC 11) Max Uplift 2=-256(LC 12), 15=-933(LC 12), 10=-460(LC 12) Max Grav 2=390(LC 21). 15=1620(LC 1), 10=731(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-3 cc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 7-15 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-355/278,4-5=-521/823, 5-7=-521/823,7-8=-646/514, 8-9=-1155/896, 9-10=-1409/1091 BOT CHORD 2-17=-160/325, 14-15=-280/646, 12-14=-638/1078, 10-12=-938/1311 WEBS 3-17=-396/473, 4-17=-310/444,4-15=-9421713,5-15=-026/367, 7-15=-1554/1143, 7-14=-128/406, 8-14=-516/399, 8-12=-283/444, 9-12=-355/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-0-0 to 9-0-0, Extedor(2) 9-0-0 to 30-11-6, Interior(1) 30-1 "to 36-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=256, 15=933, 10=460. Joaquin Velez PE No.68182 III USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 - AWARNING-Vedfydeslgn paramelersand READNOTES ON TNISANDINCLUDMUM KREFERANCEPAGEMX74MMV.. 16N341015BEFORE USE. Design volld for use only with MRek9 connectors. Ibis design Is based only upon parameters shown, and V for an IndlAducl building component. not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual puss web antl/or chord members only. Additional temporary and bracing M!Tek' permanent - Is always required for stability and to prevent collapse with possible personal h7ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of nurses and Wss systems seeANSVrP11 Quo' ry Cdbda, DS549 and SCSI Bidding Company nt 69N Parke East Bind. Sab1y 6dormasonovolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Nexondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T75168869 M11439 B Roof Special 7 1 Jab Reference o lipnal Chambers Truss, Inc., Fort Pierce, FL 4.00 12 5x70 = 3xd I 6 7 6.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:05 2018 16 5 bxlu = 3x4 = US= 3x5 = 4x10 = 3x4 II 2.00 12 Scale=1:60.3 3,02 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(CL) -0.55 13 >764 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.02 13-24 >412 240 MT78HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Hom(CT) 0.38 11 Ma n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.76 13 >556 240 Weight: 1731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc pudins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-15: 2x4 SP No.3 WEBS 1 Row at midpt 8-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 11=134910-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12). 11=-825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 3345/2225, 3-5=-2959/1946, 5-6=-2099/1519, 6-7=-2745/1985, 7-8=-2791/1918, 8-10=5241/3361, 10-11=-5691/3687 BOT CHORD 2-18=-1995/3150, 16-18=-1479/2456, 7-14=-206/271, 13-14= 3019/5016, 11-13=3425/5418 WEBS 3-18=474/463, 5-18=-238/563, 5-16=-705/569, 6-16=-413/224, 10-13=-463/431, 8-13=-1109/1943,8-14=-2684/1670,14-16=-1136/2094, 6-14=-1261/1888 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-0-010 2-", Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=lb) 2=825, 11=825. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING- yadfydas15npsmmefs aad READNOTES ONMISANDINCLUDEOMfrEKREFERANCEPAGEMb74M.Y.. laV3,2015BEFOREUSE. Design valid for use any with MRelAaconnectors. This design 6 based only upon parameters shown and is form IndMdual building component, not a buss system. Before use, the building designer must verlfy the applicability of design parameters and properly incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of indMdual truss web and/or chard members any. Additional temporary and permanent bracing b always required for stability and to prevent collapse wlth possible personal Injury and property damage. For general guidance regarding Me fabtloa6on, storage, delivery, erection and brocing of trusses and truss systems, seeAN3Vrpft Quoly Cmerla, D5349 and IICSI Building Component Salary Mformotbrravouobte from Truss Plate InsnMe. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. MiT®k' Sees Parke E.1 Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply MANOR 71 T75168870 M11439 BHA Hip Girder 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:07 2018 Paged ID:AJiomesggFaOsPzA7N7xeHyei 11-t7kW coOoB79kOUyGkdejX2N7n11 RXRb5560hhEya8V W 134 22-9-0 1 310.1d )-0a 98-0 11ba 1 3q 1SBa 1740 198 21i-0 -0 25i-0 20-0a 31-1.2 3540 t-aa sto-td 31-2 F 2a-0 F a t}�1 z 2tb 2� '1 2a 2 9 20-0 2rw 3:1-2. i 3no-1d i�o-o 69-0 Scale = 1;64.B TOP CHORD MUST BE BRACED BY END JACKS, 4.00 12 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 46 i4 47 16 NAILED NAILED NAILED 45 48 NAILED NAILED 3x6 % 44 10 19 3x6 Special 43a NAIL 49 21 NAILED .4x8 =42 4 5 5 = pB = f ILE 20 4x8 = 3 9 NAIL 15 t ILE 25 20 51 41 52 2 n' 272a N y2 Al O 34 53 54 33 55 56 32 57 58 59 31 30 60 61 29 d Special NAILED 7x8 = NAILED 3x5 _ NAILED 3.6 = NAILED 3x4 = 3x6 = NAILED NAILED NAILED GAO =NAILED NAILED 20-0 g' z-4 17$ 22-0.0 25-0U 27-0-0 21AL7 31-42 35-0-0 a-10-14 a-1-z G9 s-z-saa a-0-0 I 3oa �a S1a14n. Plate Offsets (X,Y)-- [2:0-0-2,Edgel, f3:0-2-4,0-2-01 r15:0-2-12,0-3-81 [26:0-7-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ved(LL) 0.29 33-34 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.32 33-34 >822 240 BCLL 0.0 ' Rep Stress III NO W B 0.76 Horz(CT) 0.08 31 n/a n(a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 215 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 3-6-10 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 3-9 20-31,26-29:2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 1 Row at moot 932, 15-31, 2631 JOINTS 1 Brace at Jt(s): 9, 15, 20, 13 REACTIONS. All bearings 0-8-0. (Ile) - Max Hom 2=-179(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-1087(LC 8). 27=-279(LC 25), 31=-2164(LC 8). 29=-245(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) except 2=1443(LC 1), 27=323(LC 14), 31=3029(LC 1), 29=550(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-3649/2731, 3-4=-363/201, 4-8=-294/149, 8-10=312/196, 10-12=-312/244, 12-14=-274/247,3-5=-3015/2291,5-7=-3016/2292,7-9=3016/2292,9-11=-861/637, 11-13=-861/637,13-15=-861/637,15-17=-1507/2247, 17-18=-1507/2247, 18-20=-1507/2247,20-22=-1507/2247,22-24=-1507/2247,24-26=-1513/2254, 14-16=-282/256,16-19=-321/248,19-21=-288/178,21-25=-296/145, 25-26=-322/143, 26-27=4727701 BOT CHORD 2-34=-2481/3428, 33-34=-2435/3370, 32-33=-2184/3241, 31-32=-544/1121, 29-31=-593/476, 27-29=-599/492 WEBS 933- 142/449, 9-32=-234811799, 15-32=-756/1254,15-31=-3513/2423, 20-31=-519/5m. 3-34=-470/647, 26-29- 310/237,26-31=-1576/1233,3-33=-114/270,18-19=-323/320, 7-8=352/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x3 MT20 unless otherwise Indicated. 6) Gable studs spaced at 2-0-0 oc. Joaquin Velez PE No.60102 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. MiTek USA, Inc. FL Cod 6634 8) ' 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 6904 Parka East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10871b uplift at joint 2; 279 lb uplift at Rpntpmhpr 95.9L11 R joint 27, 21641to uplift at joint 31 and 245 lb uplift at joint 29 Q WARNWG- Veritydesign parameters and READ NOTES ON 7NLSAND INCLUOEDMREKNEFEBANCEPAGEffill mv. fONYtafSeEFOREUSE Design valid for use only with Mne'.® connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component. not a bass system. Before use, the building designer must verify the applicability of di parameters and properly Incorporate this design into the overall bullding design. Bracing indicated is to prevent buckling of lndMduol}nss web and/or chord members only. Additional temporary and permanent bracing - Is always required for stability and to prevent coropse with possible personal injury antl property damage. For general guidance regard ng the (obticotlon, storage, delivery, erection and bracing of trusses and fiuss systems seeANSU1P11 Dud Criteria. DSB-69 and ICS7 building Component Sabty Infotmalbrpvaioble hem Tnas Plate Insktute. 21 B N. Lee Sheaf, Sulte 312, Alexandda. VA 22314. MiTek' 6906 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply ANOR 71 T15168870 M11439 BHA Hip Girder 1 1 Jab Reference (optional) Chambers truss, Inc., Fort Pierce, FL 8.130 s Mar l i 2018 Mi l ek Industne5, Ina. Tue Sep 25 06:37:07 2018 Page 2 I D:AJiommggFaDsPzA7N7xeHyei l l-17kW wQOB79k0UyGkdejX2N7nl l RXRb5560hhEyaBVw NOTES- 11) 'NAILED' indicates 3-10d (0.148'x3') or3-12d (0.148'x3.25') toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb doom and 328 lb up at 7-0-0 on top chord, and 4021b down and 5041b up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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+ Root Live (balanced): Lumber Increase=1.25, Platelncmase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-14=-54, 14-26=-54, 26-28— 54, 35-38=-20 Concentrated Loads (Ib) Vert: 34=-402(F)41=-146(F)42=-111(F)43=-111(F)44=-111(F)45=-111(F)46=-111(F)47=-111(F)48=-111(F)49=-111(F) 50=-111(F)51=-111(F)52=111(F) 53=-68(F) 54=-68(F) 55=-68(F) 56=-68(F) 57=-68(F) 5B=-68(F) 59=-68(F) 60=-68(F) 61=-68(F) QWARNING- Vadlydeslgnparamatersand READNOTES ON MIS AND MCLUOEDMrFEKREFERANCEPAGEM/N473rev. 1aVM?01S BEFORE USE Design valid for use onlywith Willem connectors. This design Is based only upon parameters shown, and is for an Individual bullding component, not a truss system. Before use, the building designer mudverify the oppllcobOlN of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of IndNidual truss web and/or chord members only. Additional temporary and permanent bracing M!T®k' Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSUIPII Quo' ts. Criteria. DS349 and BCSl Building Component 690,1 Parke East Blvd. Satety Informatkruvol.ble from Truss Plate Insfilute, 218 N. lee Sheet Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Thus Type Oty Ply MANOR 71 T15168871 M11439 GRB HIP GIRDER 1 1 Job Reference (optional) urrambers 1 russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek NAILED 5xl2 MT18HS= NAILED NAILED NAILED NAILED NAILED 4.00 rl2 Special NAILED NAILED 2x3 II 3.6 = 3xa = NAILED 3x4 = NAILED 3 23 24 25 426 27 5 28 296 30 31 32 7 33 34 Inc. TUG Sep 25 08:37:09 2018 Special 5x6 = 8 Scale=1:60.3 Jo ab 10 of 3e 39 4e 41 42 12 4:1 44 3x4 = 2.3 II NAILED 34 = 5x12 = NAILED 3x5 = 5x8 MT18HS = NAILED 6X8 4x5 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 3-10-04 7-0.0 70-40 13-&0 18.5-15 2&2-1 I 2:1 31-,1-2 35.0.0 r 340-14 3-1-2 3-4-0 3.40 4.g-15 4-R 9 d-g-15 3-1-2 3-10.14 Plate Offsets(X,1)-- f3:0-9-0,0-2-8L[6:0-3-8,0-1-81 f11:0-3-8,0-3-0] I14:0-0-80-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Urd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) -0.34 11-13 >751 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ver(CT) -0.7611-13 >339 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor NO WE 0.93 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3711-13 >696 240 Weight: 1551b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14: 2x6 SP No.2 REACTIONS. (lb/size) 2=504/O-8-0, 14=3752/0-8-0, 9=1326/0-8-0 Max Hom 2=78(LC 7) Max Uplift 2=-652(LC 8), 14=-2840(LC 8). 9=-1012(LC 8) Max Gran, 2=513(LC 17), 14=3752(LC 1), 9=1327(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS 1 Row at midpt 6-14,3-14 FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-778/990, 3-4=-1513/2146, 4-6=-151312746, 6-7=-12671775, 7-8=-3171/2427, 8-9=-3362/2486 BOT CHORD 2-16- 836t704, 14-16=-8761744, 13-14=-612/1267, 11-13=-1937/2770, 9-11=-2245/3137 WEBS 3-16=-646/742,4-14=-772/685,6-14=3794/2549,6.13=-671/1191,7-13=-1685/1485, 7-1 1=-370/570,8-11=-323/635, 3-14=-3037/2708 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurent With any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 6521b uplift at joint 2, 2840111 uplift at joint 14 and 1012 Ib uplift at joint 9. 8) 'NAILED' indicates 3-1Od (0.148'x3') or3-12d (0.148'x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 Ile down and 316 lb up at 7-0-0, and 193 lb down and 316 Ib up at 28-0-0 on top chord, and 402lb down and 4191b up at 7-0-0, and 402 Ile down and 504 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 (plf) Vera: 1-3=-S4, 3-8=-54, 8-10=-54, 17-20=-20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 O WARNING -Verily design peremefersand READNOTES ON TN/SANDINCLUDEDMfr REFEAANCEPAGEMX74Tffly IGaY1015 BEFORE USE Design valid for use only Win MRekG connectors. This design b based only upon parameters shown. and Is for on indNldual bustling component not a truss system. Before use, the building designer must verity the applicability at design parameters and properly Incorporate this design Into the overall bustling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of fusses and truss systems seeANSUVII Quoit Chub. DSO-89 and BCSI Building Component Infeana8onovoloble from Toss Hate ImtlMe. 218 N. Lee Street Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd.Sabty Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T75168871 M11439 GRB HIP GIRDER 1 1 Jab ReferReference(optional) suss, inc., ran Flares, FL 8.130 9 Mar l l 2U1B MI I ek Industries, Inc. Tue Sep 25 08:37:09 2018 Page 2 ID:AJiomcsggFaOsPrA?N?xeHyeil l-pWsH1 U52icPSGo6f2g8cTSLVrMI?INOZOVn7ya8Vu LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=.146(B) 8=-146(B) 16=402(B) 11=-402(B) 23=-111(B) 24>i 11(B) 25=-111(B) 27=-l11(13) 28=-11 l (B) 29= 1 N (B) 30=-111(B) 32=-111(B) 33=-111(B) 34=-111(B) 35=-68(B) 36=-6B(S) 37=-68(B) 38=-68(B) 39=-68(B) 40=-68(B) 41=-68(B) 42=-68(B) 43=-68(B) 44=E8(B) Q WARRING -Ved/ydesl9e Aarmr&fefnend READN0nSS ON MMANDWCLUDEDM/FEKNEFENANCEPAGEM674Axee 10&Ai11p158EFONE USE wit valid for use only Win, MBek® connectors. Tr Is design Is based only upon parameters shown, and Is for an Intlrvidual building component, not a truss system. Before use, the bullding designer must verity the opWlcabOily of design parameters and properly Incorporate m!s design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chard members any. Additional temporary and permanent bracing MiTek' Is always required for stabllity end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and true systems seeANSVrPl1 Quollly Cdle&. D30419 and BCSI Building Component 6904 Parke East Blvd. Safety InfomsaBorpvelable from Truss Fate Institute, 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply MANOR 71 T15168872 Mi101y 439 J1 JACK -OPEN 8 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar l l 20115Mi J eK Industries, Inc. Tue Sep Zb UB:J(:UU ZUl a Pagel ID:AJiommggFaOsPzA7N7xeHyeitl-pW sH1 US2icPSGo6f2gBCTSxnrbH7WtOZOVn17ya8Vu 3.4 = Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02. Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matri%-MP Wind(LL) -0.00 5 >999 240 Weight: 5lle Fir =20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; 8=71ft; L=35ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2). This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3 and 140 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,201 S QwAliNayG-Verily, des/gdpemmeters end READ NOTES ON THISAND wCLUDEDUmEKREFERANCEPAGEMIF74nam.. raUVAISBEFORE USE valid for use only with Mi connectors. rinds design Is based only upon parameters sil and Is for an Individual building component, not Nil' a musystem. Before use, the building designer must verify the opplleablllN of design parameters and properly Incorporate his design Into the overall muse building design. . Bracing Indicated Ls to prevent buckJing of lndivdual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collopse Win pcw ble personal Injury and property damage. For general guidance regarding the fobricallon, storage, delivery, erection and bracing of trusses antl truss systems, waANSVIPiI Gualey Cil D3549 and SCSI Building Component 6904 Parke East Blvd. Safay Infoanatbrgvailoble from Truss Plate nutitute. 218 N. We Sheet, Suite 312, Alexandle. VA 22314. Tampa, FL 33610 Job Truss Truss Type OIy Ply T151fi8873 M11439 J3 JACK -OPEN 8 1 �MANOI171 Job Reference (optional) GOamDers I was, Inc., Fan Pierce, FL 3x4 = B.130 a Mar 11 LUIU MI I eK Industries, Inc. Tue Sep?b Ua:J r:I U'4018 Pagel ID:AJiomcsggFa0sPzA?N7xeHyei1 1-Hi0fFg5gTwXJtyhrPmBO9h?goFt7kz7Xo3FLIZya8Vt Scale = 1:9.4 3.0.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Ven(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress ]nor YES We 0.00 Horz(CT) -0.00 3 n/a TV. BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical Max Hom 2=85(LC 12) Max Uplift 3=-67(LC 12), 2=-207(LC 12), 4=51(LC 12) Max Gray 3=63(LC 1), 2=172(LC 1).4=50(LC 3) FORCES. (Ib) - Max. Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18: MWFRS (directional) and C-C Extedor(2) -1-" to 2-6-0, Intenor(1) 2-6-0 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 67 lb uplift at joint 3, 2071b uplift at joint 2 and 51 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33810 Data: September 25,2018 - Q WARMS-VenlydaslSnp hvrteUrsand READ NOTES ON TMSANDWCLUD£DMOEKREFERANCEPAGEMD74"mre 14r=?115aEFOREUSE Design valid for use oNy with MIT9k6 connectors. this design 6 based oNy upon parameters shown, and Is for an Individual burning component, not a hu4 system. Before use, the building designer must verity the apP ICabllity of design parameters and property Incorporate this design Into the ovamll buildingdesign. Bracing Indicated Is toOnnientbUCWngofIndividual tRSSweb and/or chord members only. Additional temporary end permanent bracing Is always required for stabllity cntl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and truss systems weAN5VIP1I Quality CIBeM. D5849 and 501 Bu1tlbD Component Safety Infalmalloravalloble from Truss Plate Institute, 218 N. Lee Sheet Sulte 312, Alexandria. VA 22314, MiTek' 69N Padre East Blvd. Tampa, FL 33610 Job Thus Truss Type city Ply MANOR 71 T75168874 M11439 J5 JACK -OPEN 8 1 Jab Reference (optional) Chambers Truss, Inc„ Fort Pierre, FL 30 = 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:11 2018 Page 1 ID:AJiomcsggFaOsPzA?N?xeHyei1l-Iv_15ATIEDfAV6G1zTifiuxgzeC TGNg0Lug0ya8Vs Scale=1:12.7 Plate Offsets (X Y)— (2:0-1-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.11 4-7 >522 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0,00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 17lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=115/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3— 122(LC 12). 2=-278(LC 12), 4=-92(LC 12) Max Grav 3=115(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M no bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp Of Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1221b uplift at joint 3, 2781b uplift at joint 2 and 921b uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING- VmaydesiSApmameteraend READNOTES ON WISANOINCLUDEOMITEKREFERANCEPAGEM/F74M... 1010Yle15eEFORE USE Design valid for use only with MBek® Connectors, Mis design Is based oNy upon parameters shown and Is for an IndrAduol bulding component, not a truss system. Before use, ire building designer must verify the applicability of design parameters and properly Incorporate thb design Into the overall building design. Bracing Indicated is to prevent buckiing of individual huss web and/or chord members only. Additlonal temporary and permanent bracing "Ways required for stability ord to prevent collapse with possible personal Injury and property Odlaam.age. For general guidance regarding the Batty in omi arilernvalobie frorm Truss Plate lnsMugle. 216 N. Lee Street.. Suite 312, Alexandria, VA 22314 M*� D5689 and BC616u1dYr9 Oompanunl MiTek' Tampa, FL 33610Nd. Job Truss Truss Type OfY Ply T1516BB75 Mil439 J7 JACK -OPEN 24 1 �MANOR71 Jab Reference o Ronal Chambers Truss, Inc., Fort Pierce, FL ax4 = 8.130 s Mar 11 2918 MiTek Industries, Inc. Tue Sep 25 08.37:11 2018 Page 1 ID:/UiomcsggFaOsPzA?N?xeHyeill-Iv_1 SATIEDfAV6GlzTiifiuXoieCITONgDj ugOya8Vs LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.09 4-7 >976 360 TCDL 7.0 Lumber DOL 1.25 SC 0.38 Vert(CT) .0.18 4-7 >451 240 BCLL 0.0 ' Rep Stress Mar YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.17 4-7 >497 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Hom 2=161(LC 12) Max Uplift 3= 152(LC 12), 2=-210(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=124(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Scale: 3/4'=1' PLATES GRIP MT20 2441190 Weight: 231b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1521b uplift at joint 3, 210 lb uplift at joint 2 and 12 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 66A 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 O WARNING -Vcrer ofiia,pewnraterx end READ NOTES ON THMMI) INCLUDED MREKBEFFAANCEPAGEMX74M.re. IGG12015 BEFORE USE Design valid for use only with MRexv connectors. ID& design is based only upon parameters shown, and b for on IndlVdual bulldbng component, not a muss system. Before use, the bullding designer must verify me applicability of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and parmonent bracing MiTek' prevent Is always required for stoblllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 69M Parke East Blvd. fabricationt storage, delivery, erection and bracing of trusses and truss systems seeANSUIPIT Cualkv cmedo, Dfifiai and 6GSI BuwYi0 Component Sably Informafbnovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR71 T75168876 M11439 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:12 2018 Page 1 ID:AJiomcsggFaOsPzA7N7xeHyeill-DSYPfWUw?Xnl7GrEXADuE64lv2YrCnRgFNkRMSyaBVr Scale=1:21.2 Id 3x4 = NAILED NAILED NAILED 5 5.6-11 t4.3.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 'PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 7-10 >999 240 BCLL 0.0 ' Rep Stress [nor NO We 0.40 Horz(CT) -0.02 5 Na n/a BCDL 10.0 Code FBC2017/TP12014 Metri%-MS Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=111/Mechaniml, 2=501/0-10-15, 5=362/Mechanical Max Horz 2=161(LC21) Max Uplift 4=-117(LC 8), 2=-574(LC 8), 5=-443(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/1087 BOT CHORD 2-7=-1148/990, 6-7=-1148/990 WEBS 3-7=-298/284,3-6=-1044/1211 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint 4, 574 lb uplift at joint 2 and 443 lb uplift at joint 5. 6)'NAILED' indicates 3-1Od (0.148°x3') or2-12d (0.14B'x3.25') toe -nails per NDS guidlines. 7) 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 (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 11=-3(F=-1, B=-1) 12=-76(F=-38, B=-38) 13= 7(F=-3, B=-3) 14=-20(F=-10, B=-10) 15= 6g(F=-34, B=-34) Joaquin Velez PE No.68182 MiTek USA, Ind. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: September 25,2018 • AWABNWG-PeNly Casten parnmetereand BEAD NOTES ON MISAND/NCLUDEDMREKNEFEFANCEPAGEMa.74]3 rev. IDN3ao15BEF0BE USE Design valid far use only with Ml connectors. this design b=ad only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for s1obIIIN and to prevent collapse well possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. electlpn and bracing of trusses cnd truss systems seeANSV1Pll Quality CrBnb, D3549 and BCSI Bull Component Safety mformationavallable from Truss Rate Institute. 218 N. Lee Sheet. Sure 31Z Alexandria, VA 22314. MiTek' 6906 Palle East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3 ' Center plate on joint unless x, y 74 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 r T For 4 x 2 orientation, locate plates 0-4re' from outside Numbering System 6-4-8 dimensions shown In ft-in-sixteenths I I (Drawings nottto scale) 1 2 3 TOP CHORDS CI-2 cza 0 WEBS 4 c ry y 0 n aU 00 0. c�a car cse General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.. Never exceed the design loading shown and never Stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. softwareoOr r upon request. NUMBERSAETTERS. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator, General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified, 13. Top chords must be sheathed or puriins provided at output. Use T or I bracing spacing indicated on design. If Indicated. Lumber design values are in accordance with ANSIfTPI T section 6.3 These truss designs rely lumberlues g y on values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no calling Is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but 4e� © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ® 1B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. AN51/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, �a /��i M 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, ITa ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016