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IrDf MiTek®�s-�- RE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, Fl- 33610.4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: M11323 Address: N/A Subdivision: City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20120 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686487 j6 4/3/2019 12 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 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: Finn, Walter 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 jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design 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/TPI 1, Chapter 2. 1of1 FILE COPY REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC -1ER P, I�GEN&'-. ,�,o v•• R No 22839 :CL: STATE OF S/ONAI.E�`�, Walter P. Finn PE No.22839 MITek USA, Inc. R. Cart 6634 6904 Parke East 8W. Tampa R. 33610 April 03, 2019 n m- Finn, Walter Job Truss Truss Type Oty Ply T7 ssesan M11323 A COMMON 1 9 1 �N!11323 Job Reference (optional) unamoers I m55, Inc., .ran rlerce, rL miequa use is xul a mu eH lnausines, Inc. "so Hpr J IV; w:uY 4V re 4.00 r1a 4.5 = 6 27 Scale=1:57.8 17 "' 15 "" "' 14 "' 12 3x6 = 2x3 II 4x6 = 3xB = 3xB = 4x6 = 2x3 II 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.39 SC 0.58 WS 0.65 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.32 14-15 >999 360 Vert(CT)-0.6114-15 >670 240 Hom(CT) 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 163 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8.0, 10=1362/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14= 2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983,7-14=-313/362, 9-14=-689/499,6-15=-635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vassi 28mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-4-13, Interior(1) 20A-13 to 31-7-3, Exterior(2) 31-7-0 to 35-0-0 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 pot 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= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=1b) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 501b down and 471b up at 15-0-0, and 50 lb down and 471b up at 19-0-0 on top chord. The designtselection of such connection device(s) is the responsibility of others. 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 Incmase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27— 50(F) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cott $634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q.WARNWG- Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE M6747a rev. 1NO3a0155EPORE USE Design volld for use only win Mire& connectors. 44s design Is based only upon parameters shown, and Is for an Individual bull0ing component, not a truss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate rub design Into me overall bullring design. Bracing indicated is to prevent buckling of lndNlduol truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always required for stobllily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fobrlcoflon storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI l Duall8lyy Corona. 036419 and SCSI Bull Component 6904 Parke East Blvd. Safety lnformatbtpvolloble from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexondrlo, VA 22314, Tampa, 1 33610 Job Truss Truss Type my Ply T16686478 M11323 A5 SPECIAL 9 1' �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL e Dec 62018 MITeklndustnes, Inc. West Apr 31 U:14:11) ZU1B 4.00 12 5.8 MT18H5 II Scale=1:59.8 13 12 5xl2 = 2x3 II 3x6 = 302 = 2.00 F1T LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.85 Ven(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT)-1.1813-14 >344 240 MT18HS 244/190 SCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 155 lb FT=O% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP NDA *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SPNo.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2= 803(LC 10), 10=-803(LC 10) FORCES. (I s) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462(1813, 9-10=3195/2210 BOT CHORD 2-14=3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534,7-13= 237/277, 9-13=-786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=1411; B=52f; L=34ft; eave=6ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Intedor(1) 20-6.4 to 31-7-3, Extedor(2) 31-73 to 35-0-0 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 psf bottom chord live load nonconcufrent 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 joints) 2 considers parallel to grain value using ANSViPI 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 lb uplift at joint(s) except (It=lb) 2=803, 10=803. Walter P. Finn PE No.22639 MTekUSA, Inc. FL Carl 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WANNWG.Verilydsignperameterzand READ NOTES ON TNISANDWCLUOEDMREKREFERANCEPAGEM674M.m.. 1010U42015BEFORE USE Design valid for use only with Mnek®connectors. This design Is based only upon parameters shown, and Is for an Individual bulldIng component, not ��- a Musssystem. Before use, Me bustling designer must verify the applicability of design parameters and properly Incorporate this i ign Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. AddPoonal temporary and permanent bracing L�q MlTek- Is always required for stability and to prevent collapse with posable personal Inlury and property damage. For general guidance regarding the fabricationstorage, delNery, erection and bracing of musses and truss systems, seeANSVIPI I Quo" Cmedo, DlB29 and 6CS1 Building Component 6904 Parke East Blvd. Safely mfoimullor avolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantlrla. VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty Ply M11323 T16686479 M11323 A6 SPECIAL 1 1 Job Reference o tiormi unamoOM l russ, Inc., Von micros, rl .'^��✓��,+�„�,+,^ _^^,���,^�-"^^'•••"'^v "••�•• 6x10 MI4.00 r12 5x6 = 5 6 3x12 = 2.00 12 u 5x6 = 2x3 II 3x6 = Scale = 1:61.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC C.81 BC 0.93 WE 0.86 Matrix -MS DEFL. in (loc) Vdefl L/d Vert(L-) 0.69 14 >590 360 Vert(CT) -0.9214-17 >443 240 Horz(CT) 0.34 9 n/a n/a PLATES MT20 MT18HS Weight: 157 lb GRIP 244/190 2441190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0.9=i312/0-8-0 Max Hors 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4_ 5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-005/196, 6-13=-179/522, 8-12=-893/660, 8-11=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14N; B=521t; L=34N; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Intedor(1) 24-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-" wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should 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=lb) 2=803, 9=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad6634 6904 Parke East Blvd. Tampa FL 33810 Data; April 3,2019 AWARN/NG- Verily Jeslgm Xmn 1ms.CREA0N01 ON TNISANOINCLUOEOMR KREFERANCEPAGEMIP74M.I 100,314I015BEFOREUSE Design valid for use only with MR00 connectors. mis design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the buildiing designer must verify the applicabtity of design parameters and properly Incorporate thb design Into Me overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only,. Addltlonal temporary and permanent bracing rs MiTek* Is always required for stoblllry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobacotion. storage, denvery, erection and bracing of trusses antl muss systems seeANSVIPII Gualyy CmeAa, OS049 and 9CS19uldEB C0mp0nont 6904 Parke East Blvd. Safety Infomtelbnovallable mom Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply M71323 ' T76686480 M11323 A7 SPECIAL 1 1 Jab Reference Io tional Chambers Truss, Inc., Fart Pierce, FL 6 d US = ann s 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:12 2019 ID.W SJgpGwalPpeur6hk9UIG5yuFUL.9zQtwRCOJUma4PXW 9bR31 odjxX3306w7bxug0 25-11-15 34.0-0 36.0.0 5x6 = 5x12 = 23 II Us = 3x12 = 2.00 72 1P8-4 146.4 I ' 25 11-158 3-0314-01.0 I48 Scale = 1:60.8 Plate Offsets(XY)-- f2:0-1-15Edge1 f4:0-4-00-2-31 T7:0-0-2EdgeT LOADING (psQ SPACING- 2-M CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 147 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=131210-8-0, 7=1312/0-8-0 Max Horz 2— 149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=2229/1544, 5-6=2448/1599, 6-7= 3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443,4-11=-1466/2647,4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exit C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3. Exterior(2) 31-7-3 to 35-0-0zone;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 pi 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 2.considers parallel to grain value using ANSVTP11 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 100lb uplift at Joint(s) except (jt=lb) 2=803, 7=803. Water P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG- Verity design pammeten end READ NOTES ON Mile AND INCLUDED MMEK REFERANCE PAGE MIN42a rev. 101XV2915 BEFORE USE Design valid for use only with Mgek® connectors. lhls design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building daslgner must van y the applloablllty, of design parameters and property Inco,porate this tlesign Into the overall building design. Bracing Indicated is to prevent buckling of hdivldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fobrdanom storage, delivery, erection and bracing of fusses and truss systems, SocANSunpil Quality Criteria, D5549 and SCSI Wilding Component 69M Parka East Blvd. Safety InformOlbrgvailoble from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL nor Job Truss Truss Type Ory Ply M11323 T76686481 M11323 AS SPECIAL 1 1 Job Reference o tional unambers I russ, Inc., ton Ylerte, FL o.[va s wea a cv r a rver en umwu ma,„c. rvvu r,I v,v.,+.ww,v Scale =1:60.6 Sx6 — 3x4 2x3 11 5.8 = = 4.00 rl2 4 21 5 6 22 7 12 11 5x12 = 3x4 = 4x5 = 302 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017ITP12014 CSI. TC 0.78 BC 0.90 WB 0.69 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud 0.65 12-13 >624 360 1MT20 -1.0812-13 >379 240 0.33 9 n/a n/a PLATES MT18HS Weight: 1541b GRIP 244/190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=131210-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Camp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=2586/1779, 7-8=2663/1762, B-9=-3021/1971 BOT CHORD 2-13= 3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11— 1705/2827 WEBS 3-13=-396/420,4-13=-1028/1721, 5-13=-30W797, 5-12=894/601,6-12=-265/263, 7-12=-294/391,7-11=374/691, 8.11=-535/502 NOTES- 1), Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14f; B=52N; L--34ft; eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exledor(2) 31-7-3 to 35-0-0 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 nonconcument 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should 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=lb) 2=803, 9=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 8604 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WABNWG-VedfFOesignperemeferaend BEADNOTES ON TNISANOINCLUDEDM/TEKBEFEMNCEPAGEMM1747j ev. 1NO3s?01SBEF0BEUSE Design valid for use only with M6ekS connectors. This design Is based only upon parameters shown, and Is for an Individual bulding component, not ��- a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate mis design Into the overall Wlding design. Bracing indicated is to buckling of lndNldual truss web and/or chord members only. Additional temporary and bracing MfTek* prevent permanent Is always required for stability and to prevent collapse with possible personal injury and property dcmage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, soeANSVIP1t QuaW prima, DS849 and BCSI Building Component 6904 Parke East Blvd. 5de ty Informatbnovollable from Truss Plate Institute. 218 N.,Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 33610 Job Truss Dry Ply T76686482 M11323 A9 �TrurrsType HIP 1 �1011323 1 Job Reference (optional) unamoers l russ, me., ran rlerra, VL 0.2eus uec azure run ex 4x4 = 4.00 FIT 4 3x4 = ass II 4xB = 24 525 26 6 27 7 Soale-1:58.6 3e5 = 3A = 3x6 = 6.8 = 3x8 = 3x4 = 3x5 C laao 20.4-0 24-0.0 34-0-0 I u n I n-s-n i in -an Plate Offsets (X Y)-- f2:0-0-14 Edael l7.0-5-0 0-2-01 f9:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lod) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ved(CT) -0.38 11-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Hoa(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MS Weight: 1561b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=66310-8-0, 9--346/0-8-0, 13=1616/0-8-0 Max Ho¢ 2=109(LC 9) Max Uplift 2=430(LC 10), 9=-249(LC 10). 13=-928(LC 10) Max Gras, 2=685(LC 19), 9=386(LC 20),13=1616(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-" cc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.9=-1275/1025, 34=-913/708, 4-5=-8291705, 5-6=-565/807, 6-7=565/807, 7-8=-104/278, 8-9=-341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11 =-1 241304 WEBS 3-15=425/501, 5-15=-444/665, 5-13=-121511079,6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7-13= 8377703 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=14ft; B=52ft; L=34ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -1-" to 24-13, Interior(1) 24-13 to 5-2-5, Extedor(2) 5-2-5 to 14-9-11, Interior(1) 14-9-11 to 19-2-5. Exterior(2) 19-2-5 to 28-9-11, Interior(l) 28-9-11 to 31-7-3, Extedor(2) 31-7-0 to 35-0-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=430, 9=249, 13=928. Wafter P. Finn PE N022839 MTek USA, Inc. FL Carl 6634 6904 Parke Ent Blvd. Tampa FL 33610 Data: April 3,2019 QWARAll Vedlydeslanparametemand REAONOTES ON 7NLSA DNCLUOEDM KBEFEBANCEPAGEMX74nmv. 1G103¢015BEFORE USE Design valid forum aNy wltn Mnek®conneclors.lh6 design is based only upon pammetersshown, and Is for an Individual building component, not a trum system. Before roe, Me building designer mratverly me oppllcobeiry of design porameta s and properly Incorporate this design Into fine overall bulding design. Bracing Indicated Is to buall of lndNdual truss web and/or ahortl members only. Additional temporary and permanent bracing M!Tek' prevent Is always requlied for stabriy and to proven collapse W n possible personal injury and property damage, For general guidance regarding Me fabrication, storage, delivery, election and bracing of trusses and truss systems weANSUTPi1 Quay Cried, D3349 and SCSI Budding Component 69M Pehx Fast BNB, Safety Woonatbmvoiloble from Truss Plate MsMite, 218 N. fee Street, Sloe 312-Alexondtio. VA 22314. Tampa. FL 33610 Job Truss Ply T16686483 M11323 �TrmssType GRA HIP �Qty 1 1 �M11323 Job Reference o Oorlal Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MiTek Industnes, Inc. Wed Apf 31U:14:15 2U19 4x4 = 11 14 Scale = 1:60.6 3xE = 3x6 II 3x6 = 6.8 = 3a6 cc Es6 = 4x4 = 6xB = 8-0.0 1I' 18-1-0 I 26-0-0 39-0-0 8-0-0 3-1-1 7-4-15 7-6-0 Plate Offsets KY)— 12:0-2-2 Edgel 13:0-3-8 Ednel r21:0-3-8 Edoel (24:0-3-8 0-3-01 127:0-3-6 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.91 Vert(L-) 0.20 24-35 >914 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.2429-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 194111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudin. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Raw at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2— 179(LC 6) Max Uplift All uplift 100 Ib or less at joints) except 2=-351(LC 8), 27=-1168(LC 8), 26— 1495(LC 8), 22=-625(LC 8) Max Gmv All reactions 250 lb or less atioint(s) except 2=487(LC 17). 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-586r1209, 7-8=-588/1209, 8-12=-588/12091 12-13=-58B/1209,13-15= 588/1209,15-16=-588/1209,16-18=-58B/1209, 18-20=-2230/1280, 20-21=-223Wl280, 21-22=-2271/1263, 6-9=-1261305, 9-11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=--779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176, 3-27— 1766/911,5-27=-748/622,5-26=-546/351, 13-26=-9461617, 18-26=-2412J1474,18-24=-846/1780,21-24=-35/351,4-5=-608/514,19-20=-335/305, 14-15=-556/407, 11-12=-254/54 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=4.2pst BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 11681b uplift at joint 27. 1495lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with B-0-0 end setback. 9) Gmphlcal puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. WalterP. Finn PE No.22639 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at MTekUSA, Inc. FL C6rt6B34 26-", and 967 lb down and 461 lb up at 8-" on bottom chord. The design/selection of such connection device(s) is the 6904 Padre East BNB Tampa FL 33610 responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 O WARNING-Verlfyde ,npammetersanEREAONOTE50N TN/5ANDINCLOOEOMOEKREFERANCEPAGEM 7473rev. laNY1015BEFOREOSE Design valid for use only with Mlfek® connectors. This design 4 based only upon parameters shown. and Is for an Individual building component, not a buss system. Before use. me bullcing designer must ver"e, applicability of design parameters and properly incorporate this design Into the overall building design. Bracing eWicated a to prevent buckling of VWivWual fnas web anaror chord members only. Additional temporary and permanent bracing fs I1 MrTek* b always mowed for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fuss systems. seeANS91P11 Cua1By CrSrrdo, DSO-09 and SCSI Building Component 690,1 Parke East Bind. Safely Informationavoaable from Truss Rate Institute. 218 N. Lee Street Suite 31Z Alexandda. VA 22314. Tampa, R M610 Job Oty Ply T76686483 M11323 �Trtars GRA �TnssTyper HIP 1 1 �Jmo'b"R'e`ference(ogonal) Chambers Truss, Ine., Fort Pierce, FL a.zau a uec o euta can ex maa,mme,aro. vveu rya u iu. 1, ru cv m rayez ID:_etClcxG3ixVV7huls7ypJyuFUK-ZK6oYTeGbP99ysG5Rj7mfRFCnIAvDSAZlv7L1KzUS9s LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11=-126(F=-72), 11-21=-126(F= 72) Concentrated Loads (Ib) Vert: 29=-641(F) 24=-641(F) O WARNNG.Vedtyaeslgnparemeremana REAONOTES ON TRa ANGNCLUOEOMREKREFERANCEPAGEMg7473me IWA1ssOISBEFOREUSE. Design valid forum ody WM Mgeldr, connectors. lhIsdesign is based only upon poromefersshown. and Is for an Indlvlduol building component, not a truss system. Before use, the bulding designer mustverify me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to bucWing of Individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' prevent Is always required for stalobty, and to prevent collapse with potable personal Injury and property damage. Fat general guidance regarding the fabrication, storage, delivery, erection and bracing ofSafetyhuses and teas systems seaANSURII Cappy Criteria. OSld9 and SCSI Building Component 8904 Pahe East Blvd.. Safety haormatbrgvo0oble from Truss Plate Irtsfilu}e. 218 N. We Sheef.5ulte 312 Alexontl3¢ VA 22314. Tampa, FL 33610 Job Truss OtY Ply T16686484 M11323 GRB �TrussType HIP 1 �1011323 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:17 2019 Page 1 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VwDYzggX71PtBAPUy81 EksLaBYgettNuslDcR6DzUSgq I .-34-0-0 35.0-0 0NINE, 358.0 7340 344-0-0 2580-00 8-0-0 - 1-04 5.12 MT18HS = 4xIO = 4.00 I2 2.3 II 4.6= 2Y3 II 3 23 4 5 6 7 24 5x12 MT18HS = Scale =1:58.6 01' d 4x6 = 3.6 II 5x6 = 6,02 = 6x12 = Sxfi = 3.6 II 4x6 = 9-0-0 138-0 I Wo { 26-0-0 VAT r 330 S-B-0 fi-8-0 5.8.0 84}0 Plate Offsets (X,Y)- (3:0-9-0,0-2-81, f5:0.3-0.Edgel IB:0-9-0.0-2-81 LOADING (psQ SPACING- 2-0-0 CS]. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 153 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or3-1-14 oc puffins. BOT CHORD Rigid ceiling directly applied or5-3-14 no bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACTIONS. (Ib/size) 2=126910-8-0, 13=4067/0-8-0, 9=474/0-8-0 Max Hoa 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8). 9= 345(LC 8) Max Gray 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4= 2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753t3525, 11-13=-2621733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13=3781713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-145312814, 6-13=-3198/1807 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, BCOLr3.Opsf; h=14ft; 8=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 It, uplift at joint 2, 25901b uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Its up at 26-0-0, and 9671b down and 461 Ib up at 8-0-0 on bottom chord. The desigrdselection 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 (pIQ Vert: 1-3=-54, 3-8=-131(F--77), 8-10=-54, 16-17=-20, 11-16=-09(F=-29), 11-2o--20 Walter P. Finn PE No.22839 IATA USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-VerWdeegnpammetemand READNOTES ON TN/SANDINCLUDEDAIMEKREFERANCEFAGEA171 me 100AYlOfSBEFOREUSE Design valid for use only wiM MBek®connectars. This design is based oNy upon parameters shown and Is for on Individual bullding component, not a hum system. Before use, the bW ding tledgner mustvodfy Me =pllccbally of design parameters and properly Incorporate fhls design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of individual hms web and/or chard members only. Addiflonolfempomryondpennonentbmcing Is always required for stability and to prevent colloose wilts loossAxe personal Injury and property damage. For general guidance regarding the fabilcaAon. storage, dellvery, erection and bracing of busses and truss systems weANSVTPII Cuoo��yy CrBnlo. D3649 and SCSI Building Component Safety lnfaenetbrnvotable from Truss Hate Instlue. 218 N. Lee Sheet. Suite 312. Alexondrlo. VA22314. MiTek* 6904 Parka East Blvd. Tampa, FL W610 Job Truss Truss Type Oty Ply T76686484 M11323 GRB HIP 1 1 �M11323 Job Reference (optional) _ Chambers Truss, Inc., Fort Pierce, FL d.24USUec bZU15MlleKln0aalnes,lnc. Wea Apr JlU:l4:itzuiu rage[ ID:SrRaEyyrgD4M78G4ra W BLW yuFUJ-VwDYz9g%71 PiBAPUy81 EksLa8YgehNuslDcR6DzUSgq LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) Job Truss Truss Type Oty Ply T76688485 M11323 J2 MONO TRUSS B 1 �IV111323 Job Reference o tiorW Chambers Truss, Inc., Fort Pierce, FL 3x4 = 6.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 1 ID:x17zSlzTWCDIIrGPHIOukyuFUl-VwDYz9gX71 PtBAPUy61 EksLkpYzDhbOslDcR6DzUSgq Scale =1:7.8 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 'Matrix -MP Weight: 8 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=3B/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10). 2_ 136(LC 10). 4=-3(LC 7) Max Gran, 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 28lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Wafter P. Finn PE No.22839 MI ekUSA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNOyG-Vedyydesfgnparsmetersaad READ NOTES ON TH/SANDINCLUDWO KNEFENANCEPAGEMX74Mmx. 100012015SEFONEUSE Design volat for use only with MTek®connectors. ibis design is based only upon Parameters shown, and ¢ for on MdHidual bulling component not a truss system. Before use. the building designer must verify the applact, ity of design parameters and property Incorporate this design into the overall bdidingdesign.Bracig Indicated is to prevent buckling of Individual thus web and/or chord members only. Additional temporary and pemsonent bracing M!Tek' 6 always required for stoloDay and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrtcatbn, storage, delivery, erection and brocing of trusses and truss system% seeANSVIPII Qua0v CdMrb, DS549 and SCSI BuldM0 Component 69N Parke East Blvd. Safety Informa6enavolable from Tens Rate Institute, 218 N. We Street Suite 312. Alexandrta VA 22314. Tampa, FL 33610 Job Tress Truss Type Oft' Ply M11323 T76686486 M11323 J4 MONO TRUSS 8 i Job Reference (optional) Dhambers Tri Inc., Fort Pierce, FL a.zaesueo bzulc Muexewusmaamc. vvea Npr o IVaeaaaale 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ved(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HDrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017)rPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=90/Mechanical, 2=20710-8-0, 4=50/Mechanical Max Hoa 2=104(LC 10) Max Uplift 3=-80(LC 10). 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 141b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;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 for a 10.0 psf bottom chord live load nonconcunent 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Walter P. Finn PE No.22839 16Tek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WABNWG-Vedlydesignpe Mhos and BEl1ONOWS ON TN/SANOINCLUOEOM fiEfERANCEPAGEM674mmv. 1G931?015BEFOHE USE Design valid for use onlyvrM MlfekS, connectors. This design Is based only upon parameters shown. and a for an Individual building component, not a buss system. Before use. Me budding designer must veiny Me applicability of design parameters and properly incorporate this design Into Me overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only, Add tonal temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regordhg Me fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeANSVIPII Quo0y Crteda. DSB49 and BCSI Building Component 69M Parka East Blvd.. Safety Informa anavailable from Truss Rote Institute. 218 N. We Steel. Suite 31Z Alexondrh. VA 22314. Tampa. FL W610 Job Thus Type Oy Ply T76686487 M11323 J6 JTnuss MONOTRUSS 8 1 �IVI11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Weal Apr 310: 3x4 = Scale=1:14.6 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 lb FT=0 .LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Harz 2=142(LC 10) Max Uplift 3=-131(LC 10). 2=194(LC 10). 4=-B(LC 10) Max Gray 3=145(LC 1).2=279(LC 1). 4=102(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf•, BCDL=3.Opsf; h=14ft; B=52ft; L=341t; eave=61t Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother 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 chard 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 Ill, uplift at joint 4. Walter P. Finn PE No32839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG-VernydeagnperamOMMn dREADNOTE50NlN15ANOWCLUDFIIM R£FERANCEPAGEMIN4MMV. 10=0159EFOREUSE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the eaplleabi ity of design parameters and property Incorporate MIs design Into the overall buildingdesign, BraaelgIndicated istobUCNingofindividaaltruss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability, and to prevent collapse v,M possible personal k4any and property damage. For general guidance regarding the fobdcolioa storage, delivery, erection and bracing of tenses and Muss systems, seeAwwri'll CuoOv CdMdo. D5349 and SCSI Building Component 69M Parke East BNd. Safety Infoenahonavoeoble from Truss Rote Wtitule. 218 N. Lee Street, Butte 312. Alexandra VA 22 14. Tampa, FL M610 Job Truss Type Oty Ply 1071323 T16686488 M11323 �Trusa J8 MONO TRUSS 20 1 Job Reference o 9onal .Chambers Truss, Inc., Fort Pierce, FL 8.240 a Uec 62018 MI I ex: Industries, Inc. Visa Apr 31 U:14:19ZU1e 3x5 = Scale=1:17.4 a0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 We ate BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 26 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=188IMechanical, 2=352/0-M, 4=1031Mechanical Max Hom 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=15(LC 10) Max Gray 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 175 Its uplift at joint 3, 228 Ib uplift at joint 2 and 15 lb uplift at joint 4. Walter P. Finn PE No.22839 MirokUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 3,2019 A HIMPING-Vernyde gnpasamehreand NEADNOWS ON THXANDUSLUDEDMNERaEFENANCEPAGEM 7013.V¢ fnV3Q015BEF0REDSE Design volid for use orlywith MBek®cormactors. This design Is based only upon parometers shown and Is for an IndMtlual building component not ��- a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buddng design. Bracing indicated It to prevent budding of Individual truss web cndfor chord members only.. Additional temporary and permanent bracing M!Tek' Is always required for stablIny and to prevent collapse with possible "=not Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and truss systems weANSVFPlt CuaMy CrBtrb, DSB419 and SCSI Bidding Component 6904 Parke East Blvd. Safety Inlomlalbmvo0nble horn Truss Plate Institute. 218 N. Lee Shoat. Suite 312. Alexwdria VA 22314. Tampa, R 33610 Job Truss Truss Type Ply T76686489 M11323 KJ8 MONO TRUSS �Cliy 4 �M11323 1 Job Reference (optional) , Chambers Truss, Inc., Fart Pierce, FL 8.240a Dec 62018 MITek Industries, Inc. Wed Apr 31UA 4:2U 201B Pagel ID:Lcg54J7LuEancmZr4Qb7W MyuFUF-wVvhbAiPQynR2d83dGaxMUzDGmyGurclRBg6iYzUSgn -1-5-0 7.3.4 11-M 1 7-3.4 l 3-11-12 Scale=1:20.3 3.4 = 3x4 = 7a4 1 3-11-12 LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(L-) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 rl/a r/a BCDL 10.0 Code FBC2017/TP12014 'Matrix -MS Weight: 44 It, FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD. Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanlcal, 2=466/0-11-5, 6=576/Mechanical Malt Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13). 2=466(LC 1), 6=590(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD . 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-087/1126 WEBS 3-7=0/330,3-6=-12361755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=14N; B=52ft; L=34ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load normoncurrent 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 2051b uplift at joint 4, 305lb uplift at joint 2 and 286 lb uplift at joint 6. 6) 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 (plq Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), B=O(F=10, B=10)-to-5= 56(F=-18, B=-18) Wafterls. Finn PE No22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-VerlrydeslgdperametersWdRE NOTES ON TNISANDWCLUUEOM REFERANCEPAGEM674TJma 10=015BEFOREUSE Design valid far use any with MOek® connectors. Tins design Is based ody upon parameters shaven, and It for an IndMducl building component, not ��- a muss system. Before use, the building designer must velty the applicability of design parameters and propery Incorporate this design into the overall building design. Bracing Indicated 6 to prevent buckling of lndNWual truss web and/or chord members any. Additional temporary and component brocing MiTek' Is always required for stability and to prevent collapse with possible personal 9Uun' and property damage. For general guidance regarding the fobricatlon, storage, doWary, erection and bracing of trusses and tors systems seeANSVIPII Quality Criteria, DSS-09 and SCSI Building Component Bind. ggpb parka East East B Safety alformalbrxrvalioble from Truss Rate matifute. 218 N. Lee street Suite 31Z Alexondrio, VA22314. Tampa, FL Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss and fully embed Teeth. For 4 x 2 orientation, locate plates 0-1n0 from outside edge of truss. This symbol Indicates The required direction of slots In connector plates. Plate location details available In MiTek 20/20 software or upon request. JWAIS9rJ The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text In the bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates Joint number where bearings occur. Mln size shown Is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 1 dimensions shown in sixteenths scale) ll'll (Drawings not to scale) 1 2 3 TOP CHORDS c O U U a O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR72362, ESR-1397, ESR-3282 0 Of O M U a O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by 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 stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and oil other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSMI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all fespects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no celling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or otter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Crlterla.