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TRUSS PAPERWORK
IL" MiTek® RE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED Lot/Block: Model: M11323 �� Address: N/A Subdivision: City: PORT ST LUCIE State: FL St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/rP12014 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 T16686481 a8 4/3/2019 RECEIVED 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/3/2019 APR 2 3 2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 f. Lucie County, Permitting 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 theengineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/ FPI 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/rPI 1, Chapter 2. 1oft ,,its II I I I I111'r" E N S+-.V41 J,No 22839 STATE OF )R1 NA1 Walter P. Flnn PE No.22839 MiTek USA, Inc: R. Cert 6634 6904 Parke East BMA. Tampa R. 33610 April 03, 2019 n,�o• Finn, Walter Job Truss Truss Type Oty Ply M11323 T16686477 M11323 A COMMON 9 1 Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:09 2019 4.00 12 4x5 27 Scale=1:57.8 1I� 17 15 -- -' 14 '- 12 3x6 = 2x3 11 44 = 3.8 = 3x8 = 4x6 = 2x3 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/ it L/d PLATES GRIP TCLL 20.0 Plate Grip COL 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) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress Mar YES W B 0.65 Hom(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matdx-MS Weight: 1631b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pull 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=1362/03-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 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.OpsC hl4ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 20-4-13, Intedor(1) 20-4-13 to 31-7-3, Exterior(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) This truss has been designed fora 10.0 pet 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 (jt=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501b down and 47 lb up at 15-0-0, and 501b down and 47 lb 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 Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-6=-54, 6-1 1=-54,18-21=-20 Concentrated Loads (Ib) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No.22939 Mil USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-Vedrydesignparametersand RE1IDNOTES ON 7NLSANDwCLUDEDMR KREFE1 NCEPAGEMO-7473rev. ldAiRa15BEFORE USE Design vold for use only with Miler connectors. This design Is based only upon parameters shown and is for an Individual building component, not �1 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Intlivldual muss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for slalsity and to prevent collapse with posdble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and muss systems. seeANSU1Plt CualNNyy Creleil OSBd9 and SCSI Bu9dFrp Component Safety hrfolrrla8nnovolloble from Truss Fate Inatil 218 N. sheet Suite 312. Alexonddo. VA 22314. 61 Parke East Blvd. Tampa, FL 33610 . We Job Truss Truss Type City Ply ' T16686478 M11323 A5 SPECIAL 9 1 �1011323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 12 5zBMT18HS II B24U 9 UeC a 2U1 a MI I eK mousur e5, Inc. wed Apr J I u: i a: i u [m a Puye i Scale = 1:59.8 13 12 5x12 = 213 II 3x6 = 3x12 = 2.00 12 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.85 Ve 1(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT)-1A813-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 rile Na .BCDL 10.0 Code FBC2017/TPI2014 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SPNo.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP.No.3 REACTIONS. (Ib/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. (lb) -Max. Comp./Mart. Ten. -All forces 250 (Ib).or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-0=-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=01269 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=4.2psC 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 13-7-3, Exterior(2) 13-7-0 to 20-6-4, Interior(t) 20-6-4 to 31-7-3. Exterior(2) 31-7-3 to 35-0-0 zoril 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 nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 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 1001b uplift at joint(s) except Qt=lb) 2=803, 10=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33910 Date: April 3,2019 QWARNING-VerUydesignparemaMreand READ NOTES ON THIS AND INCLUDEOMITEKREFERANCE PAGE M67423reKIQWt1015 BEFORE USE. Design valid for use only with MRek® connectors. This design a based only upon parameters shown, and Is for an Individual building component, not ��- a fruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tlesign Into the overall muss chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated is to prevent buckling of mcividual web and/or Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of musses and truss systems. seeANSVIPII Quality CMnle. DS549 and SCSI Building Component 312. Alexandria, VA 22314, 69M Parke East BNtl. Tampa, FL 33610 Sakety Informatbmvailoble from Truss Rate Inslltufe, 218 N. Lee Steel, Suite Job Truss Truss Type aY Ply M71323 ' T16686479 M11323 7 A6 SPECIAL 1 1 Job Reference o banal Chambers Truss, Inc., Pon Pierce, FL 8.240 s Dec 6 2018 Ml Iek Industries, Inc. Wed Apr 31U:14:11. 2UIU_Page 1 Seale = 1:61.9 6x10 MT18HS= a.oD 1z 6z6= 5 6 Stirs = 2Y3 II 3x6 3,12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.81 BC 0.93 WB 0.86 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) 0.69 14 >590 360 Vert(CT) -0.9214-17 >443 240 Hori 0.34 9 n/a n/a PLATES MT20 MT18HS Weight: 1571b GRIP 244/190 244/190 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 ad 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=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 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=-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=-405/196, 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=4.2psf; BCDL=3.Opsf; h=14fl; 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 31-7-3, Exterior(2) 31-7-3 to 35-0-0 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 pat bottom chard live load nonconcurmnt with any other live loads. 6)' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 1001b uplift atjoint(s) except (jt=lb) 2=803, 9=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING- Vedlydee/gn pmametesand BEAD NOTES ON TN/SANDWCLUDEDMREKHEFEBANCEPAGEM&74YJrev. 10N12015 BEFORE USE. Design valid for use only win Mmek® connectors. This design Is based only upon parameters shown. and 3 for an Individual building component, not ��- a truss system. Before use, the building designer must verity Me opplltebilty of design parameters and properly Incorporate this design Into Me overall butaingdeslgn. Broil indicated btobuckling individual hum web and/or chord members only. Additional temporary end permanent bracing MiTek' prevent of 8 always required for stability and to prevent collapse with possWe personal injury and properly damage. For general guidance regarding the fobrbatlon, storage, delivery. erection and bracing of trusses and huss Mtem% seeANSVTPII Quality Cdfeda, DSB419 and BCSI Building Component 69N Parke East Bald. Safety Infamtotbncivollable from Truss Rote Institute, 218 N. We Sheer, Suite 312 Alexandria. VA 22314, Tampa, FL 33610 Jab Truss Truss Type Illy Ply T76686480 M11323 A7 SPECIAL 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6 d 5x8 = a nnFia 3x12 = 2.ao 12 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:12 2019 5,,5 = lu 9 5x12 = 2x3 11 10-6-4 14-0-0 10-fi-4 2-0B 27 M_ - 81.15 M-12 04.8-1 3x6 = Scale = 1:60.8 1� d Plate Offsets (X,Y)-- 12:0-1-15,Edoel t4:0.4-0,0-2-31 U:0-0-2 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(-L) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 VedfCT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 nVa n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 1471b 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=1312/0-8-0, 7=1312/0-8-0 Max Hoa 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 pudins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ila) 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=-812/448,5d0=-205/487,6-10=-785/575, 6-9=0/272 NOTES- 1) Unbalanced root 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=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 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 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 joinf(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 joinf(s) except 01=16) 2=803, 7=803. Walter P. Finn PE No12639 MTekUSA, Inc. FL Cad 6634 Stiff Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNDIG- VeNlydeslgnpsaaash rsend RE4DNOTES ON TNISAND/NCLUDEDMI/EKBEFEBANCEPAGEMIN4MJ 1113=Z01SBEFOBE USE Design void for use only with MBek® connectors. This design Is based only Won parameters shown, and b for an individual building component, not a truss system. Before use, me buliding designer must verity the aplercablllty, of design parameters and propery Incorporate this design Into line overall bu6dingdeslgn. Bracing Indicated is to prevent buckling of lndNlduol hussweb and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stoblity, and to prevent collopse with possible personal Injury and property damage. For generol guidance regarding the fabrication storage, delivery, eactlon and bracing of tosses and Mas systems, seeANSVTPII Quality CMMb, DSB419 and SCSI Building Component 69N Parka East Blvd. Sabty Inform stbrrnailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Thus Truss Type Oty Ply M71323 T16686481 M11323 AS SPECIAL i 1 Job Reference o tional 310:14:13 2019 Chambers Truss, Inc., Pod Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Scale =1:60S 5x6 = 3x4 2x3 11 5.8 = = 4.00 12 4 21 5 6 22 7 2x3 12 11 5x12 = 3x4 = 4x5 = 3,02 = 2.00 12 10.6-4 20-4-8 22-- O 34-0-0 10.6.4 9-10-4 1-7-8 12-0-0 Plate Offsets (X Y)-- [2:0-1-15 Edge][7:0-5-8 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ven(CT) -1.0812-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.69 Horz(CT) 0.33 9 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matti Weight: 1541b FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4'SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10),.9— 803(LC 10) FORCES. (lb) - Max Coril Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=5117/3183, 4-5=-3911/2497, 5-0=-2576/1770, 6-7=-2586/1779, 7-8= 2663/1762,8-9=-3021/1971 BOTCHORD 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=-300/797,5-12=-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=4.2psh BCDL=3.Opst h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-Ozone;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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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) Bearing at joints) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify, capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=803, 9=803. Walter P. Finn PE No.22B39 MTek USA, Inc, FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 OWARNING. VerUydasr9hpsrameterrand READ NOTES ON TNISANDMCLUDEDMWEKREFERANCEPAGEMD74Tame. 1GPoGQols BEFORE USE Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and a for an Individual building component, not a truss system: Before use, the building designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall building cloggn. Bracing Indicated b to prevent buckling of individual truss web and/orchord members only. Additlonal temporary and permanent bracing MiTek' Is always requked 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 musses and huss systems. weANSVrP11 Quality Cabana. DSB49 and SCSI Building Component Sheet Suite 312. Alexandria. VA 22314. 6904 Parka East BNd. Tampa, FL =0 Safety Infommlbmvailable from Truss Plate Institute, 218 N. We Truss Truss Type Oty Ply M71323T76686482 Pit',323 A9 HIP 1 1 Job Reference (optional) Orlamners Truss, me., Fon Fierce, FL ID:_etCt 6.-24U S Uec 6 "Lulu MI lex Inclustne5, Inc. Wea Apr 3lU:14:l4 ZU19 Pagel cxC3ixW?huls?ypJyuFUK-5LYOL7der61 lKIhvG?UX7DjAgLgCU1003FNnVmUSgt 24.000 4-14 60 n5.0fi-75 415 -0 6.715 3ao-o I I 701-0 0 Scale = 1:58.6 4x4 = 2x3 II 4x8 = 4.00 12 3= 4 24 525 26 6 27 ] 3x5 = 3xe = 3x6 = 6x8 = 1.6 = 3x4 = 3x5 C Plate Offsets KYI-- 12:0-0-14,Edge1. (7:0-5-4,0-2-01. 19:03-14,0-1-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/rP12014 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. (Ib/size) 2=66310-8-0, 9=346/0-8-0, 13=1616/0-e-0 Max Hom 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10). 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1275/1025,3-4=-913/708, 4-5= 829f705,5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOTCHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348,9-11=-124/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13=-1215/1079,6-13=-264/300,7-11=-255/396, 8-11=-461/521, 7-13=-837/703 Structural wood sheathing directly applied or 5-11-9 oc pur ins. Rigid ceiling directly applied or 6-0-0 oc bracing. 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=140; 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 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, Interior(1) 28-9-11 to 31-73, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces 8 MW FRS 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 pet bottom chord live load nonconcument 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 tal I by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=430, 9=249, 13=928. Waller P. Finn PE No.22839 1d7ek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 O WARNING-Verifyaesfgnpare aysend READ NOTES ON TND:ANDPlCLUDEDMREKREFERANCEPAGEMX7479rev. 10113¢015BEFORE USE DaSgn valltl for use only wIM Mnek®connectorsll tleslgnubasetl only upon p0rometers shown, antl Is fat an Indio d 0'1 bu'cng component not 0 truss system. Before use, me building tleslgner must verity Me appllcablllty0f tleslgn Parameters antl properyIncorporate Mls tleBg^ Into me overall builtlIng tleslgn. amcing mtllcaladhto prevent buctlmg of mtlNitlual hussweb antl/or chord members oNy: Atltllflonaltemporary and permanentbracing MiTek' b alwari requvetl for sipbllity antl M prevent collapse wIM possible personN Njury antl prapaM tlamage. For generOl gultlance regartling the tabrlca6on, storage, tlel" erection and bracing of musses and fruss systems, se. 3UfP11 CIn"ryyCd mi DStld9 and SCSI Wltlh,p Cpmlxontnl 6904 Parke East Blvtl. Set.ty Infonnatbmvollob,. from Truss Fate Institute, 2IS N. Lee Sheet. Suite 312. Nexontlno. VA 22314. Tampa, FL 33610 GRA HIP T16686483 4x4 = 14 Scale=1:60.6 31t2 1A d 3x5 = 3x6 II 3x6 = 6x8 = 3xfi = axe = 4x4 = 6.8 = B-0-0 71-1-1 18-fi-0 26.0-0 34-0-0 8-0.0 3-t-1 7-q-75 7-g.0 8-0.0 Plate Offsets (X Y)— [2:0-2-2 Edae] 13:0-3-8 Edael [21:"-8 Edae] [24:0-3-8 0-3-01 [27:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 194 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puriins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOTCHORD Rigid ceiling directly applied or 6-0-0oc 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 lb or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC B) Max Gmv All reactions 250 lb or less atjoint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-621/387, 3-5=-304/838, 5-7=-58B/1209, 7-8=-588/1209, 8-12= 588/1209, 12-13=-588/1209, 13-15=-588/1209,15-16= 58B/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=-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— 946/617, 18-26=-2412/1474,18-24=-846/1780,21-24=-35/351,4-5=508/514,19-20= 335/305, 14-15=-5561407. 11-12=-254/54 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=611; Cat. 11; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical punin 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 lb down and 461 lb up at 26-M, and 9671b 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 No.22839 MTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 T16686483 M11323 IGRA IHIP 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 (lb) Vert: 29=-641(F) 24=-641(F) Q WAFWWG-VeMydesfenParamefersaad READ NOTES ON MMANDWCLUOEBU/TEKREFERANCEPAGEM674n.. 1G9Y101SBEFOREUSE Design valid for use only wlth MOek® connectors. This tleslgn Is based only upon parameters shown, and Is for on IndMldual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall burdingdestgn.&doingIndicated Istoprevent bucklingofindMdualtrussweband/or chard members only. Additional temporary and permanent brocing e always required forstoblllty and to prevent collapse with possible personal hjury antl property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPil CuolB8yy Cdt�do(DS549 and BCSI Building Component from Truss Plate hstltute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parka East Blvd.SafetyNlosmalbfgvoilobte Tampa, FL 33610 Job Truss Truss Type Illy Ply M11323 T16686484 M11323 GRB HIP 1 1 Jab Reference o banal Chambers Truss, Inc., Fort Pierce, FL 6 i1 5.12 MT18HS = 4.00 12 46 = 3x6 It LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20177TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13:2x6 SP No.2 8.240a Dec 62018 MiTek 4x10 502 MT18HS = 2.3 II 4x6 = 2x3 II 23 4 5 6 7 24 a 1S 11 5x6 = 6x12 = 6i12 = Sx6 = 3x6 11 Inc. Wed Aar 3 10:14:17 2019 Scale = 1:58.6 4x6 = CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.80 Vert(LL) 0.2216-19 >999 360 MT20 244/190 BC 0.68 Vert(CT) -0.3016-19 >820 240 MT18HS 244/190 WE 0.90 Hom(CT) 0.06 9 n/a n/a Matrix -MS Weight: 153 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1Row at midpt 3-14. 8-13, 6-13 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Holz 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. Comp./Max. Ten. -All tomes 250 (lb) 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=-1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209,3-14=-1552/774,4-14=337/691,7-13=-878f713, 8-13= 3635/1919, 8-11=-432/1204, 6-14=-1453/2814, 6-13=3198(1807 NOTES- 1) Unbalanced roof live loads have been considered forthis 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=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 MT20 plates unless otherwise indicated. 5) This truss. has been designed for a 10.0 psi 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 853 lb uplift at joint 2, 2590 Ib uplift at joint 13 and 345 Ib 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 lb up at 26-0-0, and 967 lb down and 461 Ib up at 8-0-0 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 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6934 Parke East Blvd. Tampa FL 338111 Date: April 3,2019 Q WARNWG-Venrydeslge P9remeteraand READNOTES ON MSANDWCLUDEDMITEKREFERANCEPAGEM 74M.re.1h 015BEFOREUSE Design volid for use only with M7ek® connectors. ThIs design Is based only upon parameters shown, and Is for on Individual bullding component, not ��- a Iran system. Before use, me building designer must verify the applicability of desgn parameters and properly Incorporate this tlesign Into the overall building design. Bracing Indicated is to bucWhg of IndMduoi trussweb and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is always required for stability and to prevent collapse with possible perwncl Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPII QuaBQlsyr Ci tedo. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoonattenavallcble from Truss Role Insti 218 N. Lee Street. Suite 312, Alexondro. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply M17323 T16686484 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2016 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VwDYz9g%71 PtBAPUy81 EksLaeYgehNuslDcRGDzUSgq LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) O WARNING- Ved/ydeslgnperemefersend READ NOTES ON TN/SAND/NCLUDEDMREKREFERANCEPAGEM67=mv. 161AR015BEFOREUSE Design volid for use only with Mgek® connectors. This design is based only upon parameters shown. and Is for an Individual building component. not a imss system. Before use. the building designer must verity the appllcabillly of design parameters and properly Incorporate this design Into the overall builOngdeslgn. Bracing Indicated 6tobucklingofhdMdualhussweband/or chard members only. Addltlon0ltemporary and permonentbracing MiTek' prevent Is always requited 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 trusses and truss systems, seeANSU1PI I Qually CMnW. DS11A9 and I CSI Molding Component Safety InforrrlaBar a loble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandra. VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 Jab Truss Truss Type ay Ply M11323 T1fi6864B5 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 1 ID:x1?zSlzTbJCDIIrGPHIOukyuFUI.VwDYzgg%71 PtBAPUy81 EksLkpYzDhbOslOcR6D2USgq LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Van(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 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SPNo.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/1vlechanical, 2=141/0-8-0, 4=22JMechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15). 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) 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-" oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsq h=14ft; B=52ft; L=34ft; eave=6tt; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C EMerior(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 pal bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 3lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type City Ply M11323 T16686486 M11323 J4 MONO TRUSS 8 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:18 2019 Page 1 ID:PDYLfd_5MdK4MSOTz7ZIRxyuFUH-zenwAUgguK%kpK_gVrYTH3trCyFmD2GO_tL7efzUSgp Scale = 1:11.1 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 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 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 141b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 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. (lb) - Max. CompJMax. 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.Opsf; h=14d; B=52ft; L=34d; eave=6h; 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 psi 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 3-64) tall by 2-" 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 7lb uplift at joint 4. Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cod 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 T16686487 1323 WE IMONOTRUSS -t-o-o 6-0.0 t-0-0 I 6-0-0 Scale=1:14.6 3x4 = 6.0-0 LOADING (I SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 H01z(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 201la FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-B(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1).4=102(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=4.2pst BCDL=3.Opsf; h=14ft; 8=52ft; L=3411; 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.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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6SU 6904 Parke East Blvd. Tampa FL 3361D Date: April 3,2019 Q WARNING- Vedlydeslg0 paremefemaed READ NOTES ON TMSAND/NCLUDEO MBENREFERANCEPAGEMU-7473rev. 1M1201SBEFOREUSE Design valid for use only with Mgek0connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before Use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullding design. Brocing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always mqulred for stabllity and to prevent collapse with posslble personal h7ury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and brochg of trusses and truss systems, seeANSU FIT Quality CdNM, DS349 and IIC81 Buldhp Component Safety Nlormalbrxrvalloble from Truss Plate InsnMe, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. M)Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply M77323 T16686488 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Inc., Forl Pierce, FL 3.5 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:19 2019 Page 1 Scale = 1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 2441190 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 WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 261b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (Ib/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Hom 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 forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; 3=52ft; L=34ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intermit) 2-4-13 to 3-1-13. Extedor(2) 3-1-13 to 7-11-8 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 fare 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 lb uplift at joint 3, 2281b uplift at joint and 151b uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING-Vedfyde9gnparemetenend READNOTES ON MSANDWCLUDEDWR REFERANCEPAGEM674n-- IGUZ&OIS BEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an IncMducl building component, not 0 truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; dolvery, erection and bracing of Musses antl truss systems. seeANSNIPII Quo 21 Cdbdo; DS5419 and SCSI Building Component 6904 Parke East Blvd. Safety Infolmanc riovoiloble from Truss Plate Institute, 218 N. Lee Street. SWte 312. Alexontlrla VA 2Y314. Tampa, FL 33610 ____J JoD Truss Truss Type 01y Ply M71323 T76686489 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:20 2019 Pagel ID:Lcg54J7LuEancmZr4Ob7W MyuFUF-wVvhbAiPOynR2d83dGuMUzDGmyGumlRBg6iYzUSgn Scale=1:20.3 30 = W 5 3x4 = 7.3.4 3.11-12 LOADING (psi) SPACING- 2-0-0 CSL DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 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 Incr NO WB 0.46 Horz(CT) 0.02 6 r/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 441b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Holz 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. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOTCHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6_ 1236f755 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 for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2051Is uplift at joint 4, 305 lb 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). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=49), 8--0(F=10, B=10)-to-5=-56(F= 18, B— 18) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING- Ver/rydesfgnperamefersnndREAONOTESONMtSMDWCLVOEOMREKREFERANCEPAGEM67473NKIftiAY101SSEFOREUSE Design volld for use only with MreM connectors. This design Is based only upon parameters shown, and Is for on Intllvltlual building component not a buss system. Before use, the building designer must verity the appllcobtly of desgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMducl truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with posable Personal Injury and property damage. For general guidance regarding the fabricator, storage. delivery. erection and bracing of trusses and fruss systems, seeANSTAPll GualMy Criteria.OSB-09 and BCSI Binding Component Safety lnformatbmavaepbie from Truss Plate lnstitute.218 N. Lee Street State 312. Alexandra. VA 22314. M!Tek* 6904 Parke Even Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 374 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. �/ldr L L For 4 x 2 orientation, locate plates 0-14e' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE 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 -7 Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing If Indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but 40 reaction section indicates joint number where bearings occur. Min 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 I dimensions shown Inftsixteenths t scale) III (Drawings not to scale) 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-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 ANSIfrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights Reserved MiTek� MITek Engineering Reference Sheet: Mll-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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered, 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/1PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless othemise 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 sae, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility 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 b not sufficient. 20. Design assumes manufacture In accordance with ANSWI 1 Quality Criteria.