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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: M111323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/fP12014 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 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 61 G15-31.003, 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 T1668648a8 4/3/2019. FII F= 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 ki8 4/3/2019 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC 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 judsdiction(s) Identified and that the designs comply with ANSIIrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek. 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 property incorporate these designs Into the overall building design per ANSI/rPI 1, Chapter 2. 0 ER P, F% ENSR -No 22839 :Q STATE OF �, ONA' j0' Walter P. Finn PE No.2M Wak USA, Inc. FL Uert 6634 6904 Parke East BNd. Tampa R. 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Dty Ply T76686477 M11323 A COMMON 9 1 �Joib"R'e'ference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industnes, Inc. Wed Apr 310: d 4.00 rl2 4z5 = 27 Scale = 1:57.6 17 10 w ,c 3x6 = 2x3 II 4x6 = 3x8 = 3x6 4x6 = 2x3 II 3x6 = 1 I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.6114-15 >670 240 BCLL 0.0 Rep Stress [nor YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 163lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-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 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=34f; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 24-13 to 13-7-3, Exterior(2) 13-7-3 to 2041-13, Interior(1) 20A-13 to 31-73, Extedor(2) 31-7-3 to 35-0-0 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 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 lb uplift at joint(s) except 01=11a) 2=832,10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ito down and 47 lb up at 15-0-0, and 50 lb down and 47 lb up at 19-0.0 on top chord. The design/selection 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 Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 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 MiTek USA, Inc, FL Cart6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Job Truss Truss Type Oily Ply T16686478 M11323 A5 SPECIAL 9 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL d.L4u s uec a zum Mr I ex mouslnes, Inc. vvea Apr a l u: wa u zu i e d Scale =1:59.8 5XB MT18HS II 4.DD 12 13 i[ 5x12 = 2.3 11 3x6 = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.60 Horz CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1551b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3'ExcepV WEBS IRow at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (Its) - Max. CompJMax. Ten. -All forces 250 (lb) 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=1305/21,15, 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: 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 Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-0-13 to 13-7-3, Extedar(2) 13-7-3 to 20-6-4, Interior(l) 20-6-4 to 31-7-3, Exterior(2) 31-7-0 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) 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 20.0psf 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) Beading at joint(s) 2 considers parallel to grain value using ANSVTPI 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 100lb uplift at joint(s) except Qt=lb) 2=803, 10=803. Walter P. Finn PE No22839 MTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Data: April 3,2019 A WARNING- Verilydes/gnparamefersand READ NOTES ON TNASAND/NCLUDED MITEKREFERANCEPAGEMl47477rev, 10"015BEFOREUSE Design valid for use only with M6ek® connectors, fits design Is based only upon parameters shown. and Is for an IndNldual bulltling component not a hum system. Before use, the bulltlingg designer must verdy Me oppicabllity of design parameters and properly Incorporate this design Into the overall building tleslgn, Bracing Indicated Is to buckling of Individual Mm web and/or chord members only. Addlllonol 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 regarding the fabrication, storage, delivery, erection and bracing of frumes and truss systems, seeANSUIPl1 Qua[ Ny Coteau. DSB-59 and BCSI Building Component 69M Parke East Blvd. Safety Infoenallonevollabie from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply T1668fi479 M11323 A6 SPECIAL 1 1 �M11323 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 3 10:14:11 2019 A d 6x10 MTISHS = 4.00 12 5x6 = 5x6 = 2x3 II 3x6 = 3x12 = 2.00 F12 10.6-4 150.0 1&1 204-e 2S-11-15 3a0-0 tn-a-a ) as-1z5 o-I fia-7 I e-D-1 Scale=1:61.9 0 n Id Plate Offsets (X Y)-- [2:0-1-15 Ednel [3.0-3-0 Edael [5:0-5-0 0-1-131 [7.0-2-7 Edoel r9.0-0-6 Edael LOADING (psf) SPACING- 2-0-0 C51. DEFL In (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC b.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.9214-17 >443 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(CT) 0.34 9 rVa rJa BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 157 to FT=O% LUMBER - TOP CHORD 2x4 SP M 30'Excepr 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0.9=17312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 ac bracing. FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) 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=-0199/1981 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=-405/198, 6-13=-179/522, 8-12=-893/660, 8-11=01303 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=14ft; B=52ft; L=34ft; save=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) 24-13 to 31-7-3. Exterior(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 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-" 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 verity 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 (jt=lb) 2=803, 9=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 034 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 QWARNING- Verllydesign Paremeteraend READ NOTES ON THISAND/NCLUDED MIJEKREFERANCEPAGEM6]4]3rev. UIVIMADISSEFOREUSE Design valid for use only Wth M6ekee connectors. fits Cason is based only upon parameters shown, and Is for an hdMdual building component, not - akuss system. Before use, the bullOing Cosigner must verify the appllcablity of design parameters and properly Incorporate this deslgn Into the overall building design. &acing lndlcated is to buckling of lndviduol truss web and/or chord members only. Addltlonal temporary and permanent bracing WOW prevent e always requaed for stabalty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 69M Parke East Blvd.Safety fobdcabon. storage, delivery, erection and bracing of trusses and truss systems weANSVWll Guam Criteria,DSBdP and ICSI Building Component Tampa,FL 33610 lnformatlonovaeable from Truss Plate trati .218 N. Ise Street SuBe 312 Atexantlrla VA 22B14. , Jab Truss Truss Type City Ply T16686480 M11323 A7 SPECIAL 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 0.240 s Dec 02018 Mi l eK maustnes, Inc. Wea Apr 310:14:14 ZUl9 Scale = 1:60.8 Sx8 = 5x6 = 5x12 = 2x3 II 3a6 — 3x12 = 2.00 12 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2110 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.63 BC 0.90 W B 0.95 Matdx-MS DEFL. in (loc) VdeB L/d Vert(LL) 0.66 11 >616 360 Vert(CT)-1.1010-11 >369 240 Horz(CT) 0.34 7 n/a r/a PLATES MT26 MT18HS Weight: 147 lb GRIP 244/190 244/190 Fr=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7— 803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 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=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-13, Intedor(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=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 nonconcurent 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 atjoint(s) 2 considers parallel to grain value using ANSVrPI i 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 (jt=1b) 2=803,7=803. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Job Truss Truss Type ail Ply T1fi688481 M11323 AS SPECIAL 1 1 �IVI11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.zcu s use a zulo mu ex mausmes, inc. 5 Iuj4.i52G,O 4.00 12 5x6 = 3x4 = 4 21 5 2.3 11 sxe = 622 7 5x12 = 3x4 = 302 = 2.o0 12 4x5 = Scale=1:60.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(L-) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.0812-13 >379 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Met YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1541b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2=-129(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 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-257611770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9=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=-102f8/1721, 5-13= 3001797, 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-73 to 35-M zone;C-C for members and tomes & 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 par bottom chord live load nonconcunent 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) 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 100111 uplift at joint(s) except Qt=1b) 2=803, 9=803. Walter P. Finn PE No22839 NTA USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 OWARNING-Vedlytlesrgnparemet...d READ NOTES ON WISANDWCLUDWWEKR£F£R4NCEPAGEM674l9ray. 1¢V302015BEFORE USE. Design valid for use only with MgekO connectors, This design Is based only upon parameters shown and is for an IndMdual building component, not a truss system. Before use, me building designer must verity the applicability of design parameters antl properly Incolporote this design Into the overall buildingdesign. Bracing Indicated btoprevembucking oflnd'Mduoltnlssweband/or chord members only. Additional temporary and permanent bracing M!Tek' u always requlrad for stability and to prevent collapse with possllea personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANIRRI Qua" Criteria, VIB-0V and BCSI Building Component 6904 Parke East Blvd. rk East Safety InfoolbmvatiR oble from Truss ate Institute, 218 N. Lee Sheet Sure 312 Alexandria, VA 2Man ml2 14. Tempe, 0 Job Truss Oty Ply T76686482 M11323 A9 �TrussType HIP 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., • 1-0-0 Fort Pierce, FL 2-4 6.24U S Use 6 2U1 8 MI I eK marshes, Inc. Well APr 31U:14:14 ZUIV Pagel ID_etC1 cxC3ixW4huts?ypJyuFUK-5LY0L7der611KihvG?UX7D)AgLgCU1003FNnVuzUSgt 024 35.0. -02 48 70� , I N0 N1 I -A 67-11-0-0 - 0 &47 Scala =1:58.6 4x4 = 2x3 II 4x8 = 4.00 FIT 3x4 = 4 24 525 26 6 27 7 3x5 = 3xe = 3x6 = 6.8 = 3x6 = 3x4 = 3x5 10.0.0 20-0-0 24-0-0 34-0-0 1 'I 20.n I Imm Plate Offsets(XY)-- f2.0-0-14Edgel f7.0-5-40-2-01 f9:0-3-140-1-81 .LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.89 Horl 0.02 13 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 156 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=66310-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=928(LC 10) Max Grew 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913f708, 4-5=-829/705, 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=A24/304 WEBS 3-15=-425/501, 5.15=-444/665, 5-13=-1215(1079, 6-13=-264/300, 7-11=-255/396, e-11=-461/521,7-13=-837f703 Structural Wood sheathing directly applied or 5-11-9 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2pst BCDL=3.Opst h=14tt; 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 5-2-5, Exterior(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, Intedor(1) 28-9-11 to 31-7-3, Extedor(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 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 20.0pst on the bottom chord in all areas where a rectangle 3-" tall by 2-M 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 1001b uplift at joint(s) except Ot=lb) 2=430, 9=249, 13=928. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cert 6634 0904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNWG-Wdlydes/Sn pimundarsand REAONOTES ON THISANORICLUOEO MREKREFER4NCEPAGEMO-74n rev. ih93R01SBEFOREUSE - Design valid for use only with Mffelde connectors. fib design is based only upon parameters shown, and is for an lndKidual building component not �' a truss system. Before use, the building da9gner must verity me applicability of design parameters and prape0y Incorporate this design Into Me overall building design. Bracing Indicated B 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 pcsabie personal Injury and property damage. For general guidance regarding me fabrIcation, storage, delivery, erection and bracing of fusses and buss systems, seeANSLnp11 GualXy Criteria, OS5419 and SCSI Building Component 69U Parke East Blvd. Safety Irrfomrotlonwcllabie from Truss Plate ImIltuts, 218 N. Lee Street, Suite 312 Alexantlrla; VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T1668fi483 M11323 GRA HIP 1 1 �M11323 Jab Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8240s Dec 62018 MITek Industries. Inc. Wed Apr 3 10:14:15 2019 4x4 = 14 Scale - 1:60.6 3x5 = 3x8 II 3x6 = 6)3 = 3x6 = 6x8.= 44 = 6x8 = 8-0-0 11-0-1 18-6-0 28.0.0. 340.0 8-0-0 I 3-1-1 7.4-15 1 7-6-0 I 8.0-0 Plate Offsets (X Y)-- f2:0-2-2 Edcel (3:0-3-8 Ednel (21.0-3-8 Edoel f24:0-3-8 0-3-01 f27:0-3-8 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.2429-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.98 HoR(CT) 0.02 22 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1941to FT=O% LUMBER- BRACING- , TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-5 cc puriins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SPNo.3 1 Row at mldpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17. 14 REACTIONS. All bearings 0-8-0. (lb)- Max Ham 2=179(LC 6) Max Uplift All uplift 100Ib or less atjoint(s) except 2=-351(LC 8), 27=-1168(LC 8). 26=-1495(LC 8). 22=-625(LC 8) Max Gmv All reactions 250lb or less atjolnt(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- 588/1209, 7-8=-588/1209, 8-12= 588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18= 588/1209, 18-20=-2230/1280,20-21=-2230/1280,21-22=-2271/1263,6-9=-126/305,9-11=-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=Al 1/653, 22-24=-1083/2108 WEBS 3-29=-500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474,16-24=-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 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=14ft; B=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 ponding. 4) All plates are 2x3 MT20 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 M-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, 1168 Ito uplift at joint 27, 1495 Ito uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ito down and 461 lb up at 26-0-0. and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No22839 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Data; April 3,2019 Job Truss Tnus Type GtY Ply T1668Cvi83 M11323 GRA HIP 1 1 �M11323 Job Reference (olAbonall Chambers Truss, Inc., Fort Pierce, FL e.24US UeC 62MU MI I eKInallernes, Inc. wed Fpr 3iunc1D[Oi9 Paget ID_etClcnC3ixVV4huls7ypJyuFUK-ZX6oYTeGbP99ysG5q?mfRFCnIAvDSAZlv7L1 KzUSgs LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 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 (lb) Vert: 29_ 641(F) 24=-641(F) QWARNNG- VeNfydvWgn peremetenend REAONOM ON fN49ANOPlCLUOEOMIfEKREFERANCEPAGEMb74nmv. laMols BEFORE USE. Design valitl for use dNywith MTeB®connectdrs. ThB tlesgn 5 base0 aNy upon parameters stsovm wtl b for an IntlNldual bulltling component, not NJ' ' atnsn system. Before use. flse bWtling tlesigner must vetlty the uppity of tlegWs porameters and prope6y lricwporate ihd tleslgn Into Me overall bWltlmg tlesiga `acing lntllcat ld.O prevenrouckting of lrltlNitlual buss web ontl/or rhartl members oNy. Atltlltional temporary and pennanani brccing o Dr-csgbllity M(Tek' cube antl to prevent collapse vrilh posvble personal injury cntl property tlamgge. For general gultlance regartling the for Is alwa fabrkolldn storage, tle". ' erection ontl brccing o/trusses antl truss systems seeANSI/1P11 GucfHv CNn6, DS6dg and ICSI EuBOing Component 69U ParKe East BNd. Scfoly Inlormalbrpvaiable from foss Hot.'ar.a. 21B N. tee Sfreat. Suite 312 AlexanNb. VA22 14. Tempe, FL 3a610 Job Truss Truss Type Oily Ply T16686484 M11323 GAB HIP 1 1 �M11323 Job Reference o Banal Chambers Truss, Inc., Fort Pierce, FL 6.z4u a uec b 2md MN ex mousrnes, mc. wea wr a m: vr: v m,= ruge , ID:SrRaEyyrg04M78G4mWBLWyuFUJ-VwDYz9gX71 P1BAPUy81 EksLaBYgehNm]DcR6DzUSgq 1-0.0 8-0-0138-0 { 1740 I MO 2fi-0.0 34.0.0 35.0.0 1-0. 8.0.0 5-8-0 3-0-0 34-0 38-0 30.0 �a 5,12 MT18HS = 4.00 12 4x10 = 5x12 MT18HS = 2x3 II 4x6 = 2x3 11 Scale=1:58.6 4x6 = Us II 5x6 = 6x12 = 6x12 = 5x6 = 3x6 11 4z6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (10c) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 3160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3016-19 >820 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WE 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 153 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-e-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8). 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=3625/1950, 3-4= 2080/1236, 4-f---2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9= 751/370 BOT CHORD 2-16=-1729/3460, 14-16_ 1753/3525, 11-13=-2627733, 9-11=-241/668 WEBS 3-16=-435/1209,3-14- 1552(774,4-14=-837/691,7-13=-87ar713,8-13=-3635/1919, 8-11=-432/1204,6-14=-1453r'2814,6-13=-3198/1BO7 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=341t; eave=Eft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate gdp 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853lb uplift at joint 2, 2590 Ib uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-" end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated IDad(s) 967 Ib down and 461 Ib up at 26-0-0, and 967 Ib down and 461 lb up at 8-M 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) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 Wal rP.Finn PE No.22839 MTekUSA, Inc. FL Ced 6634 6904 Parke EastBNd. Tampa FL 33610 Date: April 3,2019 QWARNING-VedN design Fv smetm endREAB NOTES ON 71PSANO INCLUDED MNEKREFERANCE PAGEM1 7473 rev. 14=015 BEFORE USE Design volidfor use only with M9ek® ct conneors. This design Is based only upon parameters shown, and is for an Individual buading component. not �■■■- ' a buss system. Before use, the buadhg designer must witty the applicability of design Mora ers and property Incorporate this design Into the overall building design. arochr, Indicated Is to prevent bucslirg of Indidual truss web and/or chard members only. Additional temporary and permanent bracing M!Tek' B always recurred for stablly and to preventcollapse will= possible personal[Nury and property damage. For general guidance regarding the fabrication storage, delNenr, erection and bracing of trusses and hus systems seeANSU1P11 CuaOv CNeflo. D61-09 and 1101 Building Component BNd. 6904 Peeks East Ent B Safety Informafbnwaaable from Truss Raise mstiMe, 218 N. Lee Street Site 312, Alexandra, VA 22314.33610 Tempo, FL Job Truss Truss Type M11323T76686484M11323 GRB HIP 7QtyPly 1 Job Reference (optional Chambers Tnrss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) ll=-641(F) 8.240a Dec 6201 B MiTek lncimtnes, Inc. Wed Apr 310:14:172019 Yage2 ID:SrRaEyyrg04M78G4raW BLWyuFUJ.VwDYz9gX71 PIBAPUy81 EksLaBYgehNaalDCR6DzUSgq Job Truss Truss Type Ply M71323T76686485 M11323 J2 MONO TRUSS r 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:77 2079 rage 1 ID:x17z51zT W CDI IrGPHI OukyuFUI-VwDYz9gx77 PIBAPUy81 EksLkpYzDhbOslDcR6DZUSgq -1-0-0 2.0-0 2-0.0 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (too) VdeFl L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/Mechanical, 2=141/O-B-0, 4=22(Mechanical Max Harz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2— 136(LC 10), 4=-3(LC 7) Max Gmv 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 244/190 Weight: 8lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-M oc puriins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0pst h=14h; B=52f1; L=34rt eave=6f; Cat II; Fxp, C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C formembers 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 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-M tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Pmvide mechanical connection (by others) of trues to bearing plate capable of withstanding 28 In uplift at joint 3, 1361b uplift at joint 2 and 3 Ib uplift at joint 4. Water P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Jab Truss Truss Type Oty Ply T16686486 M11323 J4 MONO TRUSS 8 1 �1111323 Job Reference (optiorall Qhambers Truss, Inc., Fort Pierce, FL 8240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 310:14:70 2019 3x4 = Scale = 1:11.1 4-0.0 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hoa(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight 14 to FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling drecdy applied or 10-M oc bracing. REACTIONS. (lb(size) 3=90/Mechanical, 2=207/0-8-0, 4=50(Mechaniral Max Hord 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Gran, 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h--14f ; B=52h; L=34ff; eave=6h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 71b uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL gcrt 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WANNBIG-VeNtydeslgnpmemetersend NEAONOTES ON TNLSANOWCLUBEB MREKBEFENANCEPAGEMa-7477m.. laNYSG15BEFOBE USE Design valid form onlywlth MBel&connectors. This design 1s based only upon parameters shown ontl Is for an indMtlual bundling component, rot ' ahsas system. Before use, the building designer mratvecty the oppik:oality of design parameters and properly Incorporate this design Into the overall buadingdeagm. Bracing Indicated Is to prevent bucklingofindvidualbusswebondfor chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personallryury and property damage. For general galdance regarding the fabilmllom storage. delivery, erection and bracing of musses and truss systems, seeANSI/IPII Quaamyf?ReM, OSad9 ontl BCSI SUStlhlp Campanmf e904 Parke East Blvd. Salary mlonnation�vaeable ham Truss Rate Institute, 278 N. Lee Sheaf, Butte 312, Alemntl4n VA2'1314. Tempe, FL 33610 Job Truss - Qty Ply M11323 T76686487 M11323 �Tnusai J6 MONO TRUSS B 1 Job Reference o Lionel Uhambers I n15s, Inc., Fort Pierce, FL 3x4 = 8.z4u a Uec B Zulu Ml lex lnDUStnes, me. Wee Apr a lu:l4:la Zulu rage Sx_C_FA4uz9yuFUG-SJL Dghnfefa0UZt3Z3igHO1 RMT)9VW9CX5YASzUSgo LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud TCLL 20.0 Plate Grp DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 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 HDrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanioal Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=d 94(LC 10), 4=-8(LC 10) Max Grove 3=145(LC 1). 2=279(LC 1), 4=102(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. Scale-1:14.6 PLATES GRIP MT20 244/190 Weight: 20lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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=4.2psf; BCDL=3.Opsh, h=14ft; B=5211; L=34f : eave=6f; Cat. II; Exp C; Encl., GCpi=D.18: MW FRS (drectional) and C-C Elderor(2) zone;C-C for members and farces & 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 nonconcurferd 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 tress to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 Ib uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Ina. FL Cott 6634 89D4 Parke East BNrLTampa FL 33810 Data: April 3,2019 Q WARNING -Verily des/gnpmametersendREAD NOTES ON WISAND MCLUDW MITEI(REFERANCEPAGEMg7V3 rev. iWD32015SEFOREUSE Design valid for use ony with MneklD cannectom This design b based only upon parameters shown. anal B for an InOMdual buidng component not - - alruss system. Before use, me building de4gner must verity the appllcabOny of design parameters and properly incorporate this design Into the overall buadirgdesgn.&acing Indcated 6 to bucNNgof lntlMdud tnrAweb and/or chord members any. AdOmonoltemporaryondpennanentbractng MOWIs prevent always required for slab9ay and to preventcollapse with possible personal k9ury and property damage. Forgeneral guidance regorch the fabricatlon. storage. delivery, erection antl bracing of trusses and truss systems. seaANSUIPII Quanty Ci torso, DSOd9 and BCSI BuBding Cemponont 6904 Parke East Blvd. Sabty Wormglbrrpvalloble from Tress Rate InstiMa. 218 N. We Sheet, Suae 312. Alexandria, VA 22314. Tampa, R. W610 Job Truss Truss Type City Ply T1668fi488 M11323 J8 MONO TRUSS 20 1 �M11323 Jab Reference (optional) Unambem 1 Ares, Inc., Fort Pierce, FL 8.240S Use 52015 MI I eK moustnes. Ina. Wed Air a10:T4:18 zulu 91M LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) VdeN Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.26 4-7 >367 360 TCOL 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 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177rPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4= 15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. Scale =1:17.4 PLATES GRIP MT20 244/190 Weight: 26lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL--3.0psF h=14M, B=52fC L=34ft; eave=6ft; Cat. II; ElP C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-4-13, Intedor(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 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 nonconcurnam 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 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 Ib uplift at joint 4. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Carl 6834 8904 Parke East BNB Tampa FL 33610 Data: April 3,2019 A WMIING-Verl/y Restpnpemmetivs.d FEAONOTES ON WISMI)MWOEDMREKflEPERANCEPAGEMb)4r3rev. faV"0158EFONE USE Dedgn valid for use only with MBeld9 connectors. this design If based only upon parameters shown and 8 for an mCMduol building component. nor ��- • ahuss system. Before use, the binding designer must verify the applicability of design parameters and properly incarcerate this design Into the overall buildigdesign. Bracing indicated 8 to budding of Individual truss web and/or chord members only. Addifional temporary and permanent bracing M!Tek• prevent b always teputretl for stability and to prevent collapse with possible personal e+k4y and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems %eANSVTPl1 Quality CRorla, DS549 and BCSI Building Component 6904 Parke Earl Blvd. Safely Womtallonavallable from Truss Rote mantute, 218 N. We Street, Suite 312 Alexandria, VA22 14. Tampa, FL 33610 Job Truss Truss Type Oty, Ply T16686489 M11323 KJB MONO TRUSS 4 �MII313 1 Job Reference d Hanoi Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J?LuEancmZr4Ob7 W MyuFUF-wVvhbAiPOynR2d83dGa)MUzDGnryGurcl RBg6iYzUSgn Scale =1:20.3 3x4 = 5 3x4 = 7-3-4 3.11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 029 Vert(LL) 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 ]nor NO WS 0.46 Hors(CT) 0.02 6 n/a n(a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight. 44 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical,2=466/0-11-5,6=576/Mechanical Max 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 fames 250 (lb) or less except when shown. TOP CHORD 2-0=-1151/623 BOT CHORD 2-7=687/1126, 6-7=-687/1126 WEBS 3-7=0/330,3-6=-12361755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. 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); 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 any other live loads. 3) • This Wss 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-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 beating plate capable of withstanding 205 lb uplift at joint 4, 305 Ib 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 (pIQ Vert: 1-2=-54 Trapezoidal Loads (pIQ Vert: 2=0(F=27, 8=27)-to-4=-152(F=-49, B=-09), 8=0(F=10, 8=10)-to-5=-56(F=-18, B=-18) Walter P. Finn PE No.22639 MiTek USA, Inc FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Cale: April 3,2019 Q WARNWG-VeKly des/gnparamefers end BEAD N0TE8 ON TNIBAND P/CLUDEDMREKREFERANCEPAGEM674M mv. lat=015BEFORE USE Design valid for use cn1ywlth Mnek®connectors. This design b based only upon parameters shown. and is form 6WNlduol building component not ' atrus system. Before use, the bul7ng designer must verity the applicabnny of design parameters and properly incorporate this design into the overall buetlkrg design. Bracing indicated 8 to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek prevent Is clwoys required for stobllily and to prevent collapse with possible personal k*ry and properly damage. For general guidance regarding the ion. storage, delivery, erection and bracing of trusses andmuss;msystems seeANS9RII Quality CrBeM. DS549 and BCSI Building Component 6904 Palle Earl Blvd.fabrica Safety Informallonavollobie from Truss Rote Immure, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL =10 Symbols PLATE LOCATION AND ORIENTATION 13 /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. �/l tir LT� For 4 x 2 orientation, locate plates 0-1441 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available In MRek 20/20 software or upon request. PLATE SUE 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 1i0 Indicated by symbol shown and/or by Text In the bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates Joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I I dimensions shown In sixteenths scale) (Drawings not To scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETIERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by 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. 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 ANSIM 1. 7. Design assumes Trusses will be suitably protected from the environment in accord with ANSIM 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 respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns 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. 16. Connections not shown are the msponsibllity of others. 16. Do not cut or alter 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/IPI 1 Quality criteria.