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TRUSS PAPERWORK
MiTek' RE: M11323 M11323 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: M11323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 SCANNED By� St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date I T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 8 T16686484 grin 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686487 j6 4/3/2019 12 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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 MTek 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 ANSIf rPI 1, Chapter 2. ,11111111 I IIfII ER P �O EIVg*-. e-' No 22839 -0• :X 90 : STATE OF :��/` O R 1 111111111110 it Walter P. Finn PE No.22839 MITek USA. Ind. R. Cert 6634 6904 Parke East Blvd. Tarnpa R. 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply -•` T16686477 M11323 A COMMON 9 1 �1111323 Job Reference (optional) i russ, inc., Pon Pierce, rL 8.240 s Dan 6 2018 Ml Tek Industnes, Inc. Wed Apr 3 10:14:09 2019 4.00 F12 45 = 27 Scale = 1:57.8 ,; 0 17 "- 15 -- -' 14 '- 12 3.6 = 2x3 11 46 3x8 = 3.8 = 46 2a3 II 3.6 = I 6-]-13 12-4-13 21-7-3 27-4-3 34-0.9 6-]-13 5.9.0 9-2-] 5.9-0 fia-1a Plate Offsets (X,Y)-- f2:0-0-2 Edgel 110:0-0-2 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 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 Matdx-MS Weight: 163 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 3-7-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. REACTIONS. (lb/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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15= 635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced 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. 11; 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) 13-7-3 to 20-4-13, Intedor(1) 20-4-13 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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-",wide will fit between the bottom chord and any other members, with BCDL= 1O.Opsf. 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) 50 lb 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 (plQ 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 Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Oty Ply -•• T16686478 M11323 A5 SPECIAL 9 1 �1111323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:10 2019 4.00 12 5x8 MT18HS II Scale=1:59.8 13 12 Sx12 = 2.3 II US = 3A2 = 2.00 F12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20177rP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0.10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2= 803(LC 10), 10=-803(LC 10) CSI. DEFL. in (too) Udell L/d PLATES GRIP TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 BC 0.90 Vert(CT)-1.1813-14 >344 240 MT18HS 244/190 WB 0.60 Horz(CT) 0.36 10 n/a Na Matrix -MS Weight: 155 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (Ib) - Max. Comp./Max. 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=-1305/2115, 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: ASIDE 7.10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh 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) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Interior(1) 20-6-4 to 31-7-3, Exledor(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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 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 100 lb uplift at joint(s) except jt=11b) 2=803, 10=803. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cert 6634 8004 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING. Vedlydeslgnperamereraend RE4UNOTES ONTHISANBPICLUOEUMREKREFERANCEPAGEM674"3 v. iGAi4015BEFOREUSE Design valid for use only with Meekls connectors. The design Is based only upon parameters shown, and Is for an Indlvldual building component not ��• a truss system. Before use, the building designer must verify Me applicability of tleslgn parameters end property Incorporate this design Into the overall bulldingdeslgn. Braoing Indicated is to buckling of individual ti web and/or chord members only. Addiflonaltempcma ondpertnanentbracing M!Tek* prevent 6 always required for stabillty and to prevent collapse with pos tale Pawnee Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses, and truss systems, seeANSUIFl1 Quality Call OS849 and BCSI Building Component Sably In/ormatbrnveaoble from Luss Plate InstiNte, 218 N. Lee Street Suite 312. Alexandria. VA 22314. T9N Pare East Blvd. pa, FL 33610 Job Truss Truss Type Of y Ply M11323 -` T16686479 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:112019 4.00 FIT 3x12 = 2.D0 12 6x10 MT16H5= 5x6 = 5.6 = 2x3 II 3.6 = Scale=1:61.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(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 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n1a BCDL 10.0 Code FBC2017/PP12014 Matrix -MS Weight: 157 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 op 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 Comp./Max. 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=-0040/5224, 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=0/303 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph;TCDL=4.2psf; BCDL=3.Opsf; Irl 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, Intenor(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 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 joints) except Qt=lb) 2=803, 9=603. WalterP. Finn PE No.22839 MTek USA, Inc. FL Cad 663E 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 QWARNING-Verily design pammetersand READ NOTES ON Mrs AMDINCLUDEDMITEKREFERANCE PAGE MX7473.. leV32015 BEFORE USE Design valid for use only with Miter connectors. This design a based only upon parameters shown, and IS for an Individual building component not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate 1Ns design Into the overall building design. Bracing Indicated is to prevent buckling of individual Pass web and/or chord members only. Additional temporary and permanent bracing Is alwoys required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seBAN9/I71 I Quol6Byy CdMtlo, DSB-0g and Ill Budging Component Sa1Ny mlormalbmvoiloble tram Truss Plate InstiNta. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type City Ply • T16686480 M11323 A7 SPECIAL 1 1 �M11323 Job Reference o tional 1 was, Inc., Fort Fierce, FL 8.240a Dec 6201 B MiTek Industries, Inc. Wed Apr 310:14:12201 b 5x8 = a one 5x6 = 5x12 = 2x3 11 3x6 = 3x12 � 2.00 12 10-fi-4 14-00 20.4.8 25-11-15 34-0-0 10-fi-0 3-5-12 6N 5.7-7 8-0-1 Scale = 1:60.8 Plate Offsets (X,Y)-- 12:0-1-15 Edgel 14:0.4-0 0.2-31 17:0-0-2 Edgel LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Hon(CT) 0.34 7 1 1 BCDL 10.0 Code FBC2017,rr'PI2014 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 Ho¢ 2= 149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or4-0-2 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-5484/3370, 3-0= 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=4.2psh, 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, Intedar(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 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) except Qt=1b) 2=803, 7=803. Walter P. Finn PE No.22639 fill ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING- VeUlydeslSaPerameterv.dREADNiONMIS AND WCLUDEDMIFEK11EFERANCEPAGEMII-i4i3rev.iN0.42015BEFOREUSE. Design valid for use only with MBei connectors. This design Is based only upon parameters flown, and B for an Indvidual building component, not 0 true system, Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing lncilcoted is to prevent bucWing of lndlvdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with posslbie personal hlury and property damage. For general guidance regarding me fabrication storage, delivery, erector, and bracing of trusses and truss Mtem% seeANSUTPII Guaply Cmeda, DS"9 and SCSI Balding Component 69U Parke East Blvd. Safety Informatbrnvallobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Nexontlriq VA 22314 Tampa, FL 33610 Job Truss Truss Type Oty Ply • T16686481 M11323 AS SPECIAL 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:13 Scale = 1:60.6 5.6 = 4.0D 12 4 21 3x4 = 2-3 11 5.8 = 5 6 22 7 p.rt 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 12 10.G0 20.4-B i 22-0.0 34-0.0 10.6-4 i 9.10.4 1d-8 1 12-M Plate Offsets (X Y)-- 12:0-1-15 Edael U:0-5-8 0-2-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.65 12-13 >624 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ven(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Hom(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Weight: 154 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Hom 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ila) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-0=5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 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=-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=4.2psf; BCDL=3.Opsh, 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, 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 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 fast bottom chard 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 chard and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=803, 9=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 3,2019 QWARNWG-Verifyd-tlgn Paramet..edREADNOTES ON 7NISANDINCLUOEOMREKREFERANCEPAGEM67473rev. UL9,Y¢a15BEFORE USE valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not O` Nil' a hUSS system. Before use, Me building designer must verity Me applicablOty of desgn parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling Of Individual hum web and/or chard members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeAN3VtPit Quatkv CI@oM, DS349 and BCSI Building Component N 5010tlOrmatbnovailable 69M Parke East Blvd. Tempe, FL y from Truss Plate Institute, 218 N. We Sheet, Suite 312 Alexantldo. VA 22314. 33610 Job Truss Truss Type Oty Ply - T16686482 M11323 A9 HIP 7 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 FIT 8.240 s Dec 62018 MiTek 44 = 3x4 = 2x3 11 44 = 4 24 525 26 6 27 7 Inc. Wed Apr 3 10:14:14 2019 Page 1 hvG?UX7DjAgLgCU1003FNnVuzUSgt Scale = 1:SBe 3x5 = 3x8 = 3A = 6x8 = 3x6 = 3x4 = 3.5 II 10.0.0i 204-0 24-0.0 34.0-0 lo-o-o 10-4.0 3-8.0 10-0-0 Plate Offsets (X,Y)-- t2:0-0-14 Edge? f7:0-5-4 0-2-01 (9:0-3-14 0-1-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) 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) -0.38 11-21 >432 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.89 Horz(CT) 0.02 13 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 156 Its FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=663/0-8-0, 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 Grav 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= 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 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=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C EMerior(2) -1-" to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Extenar(2) 5-2-5 to 14-9-11, Intedor(1) 14-9-1 l to 19-2-5, Extedor(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-1 l to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Pointing. 4) This truss has been designed for a 10.0 fast bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=430, 9=249, 13=928. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 QWARNING. Verly design earassereve and READ NOTES ON TN6 AND INCLUDED MITEKREFERANCE PAGE 111674TJmv. 1b 01S BEFORE USE Design valid for use only with MmokS, connectors. This design b based only upon parameters shown, and Is for an individual building component, not a muss system. Before use, the buliding designer must verity the appllcalcalty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of Individual tnsssweb and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wlm possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and muss systems. seeANSiM II Quo CM"M. DS6d9 and SCSI Building Component Informatlonavolloble from Tr2 1 uss Plate Institute. 218 N. Lee Street. Sums 312. Alexandria. VA 24. MiTek' 69N Palle East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type rDty Ply M11323 ' T16fi66483 M11323 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL B.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 4x4 = 14 Scale = 1:60.6 3x5 = 3,06 II 3x6 = 6x8 = 3.6 = 6zB = 4x4 = 6xB = 8.0-0 H-0-1 18.6.0 I 26.0.0 340.0 1 8.0-0 3-1-1 7-4-15 7.6.0 Plate Offsets (X,Y)-- 12:0-2-2 Edqel [3:0-3-8 Edgel 121:0-3-8 Edge] [24:0-3-B 0-3-0] [27:03-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Veff(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ven(CT) -0.24 2932 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Hord(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MS Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt B-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 Hom 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22= 625(LC 8) Max Grav All reactions 250 lb or less at joints) 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=-5B8/1209,16-18=-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=346/1780, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52R; 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 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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, 1495lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/gr bottom chord. Walter P. Finn PE No.22839 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 It, up at MiTek USA, Inc. FL Cad 6634 26-0-0, and 967 lb down and 461 It, up at B-0-0 on bottom chord. The desigNselection of such connection devices) is the 6904 Parke East Blvd. Tampa FL 33810 responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 ,&WARNING -Verity Jes/gnparamehvsrmd NEAONOTES ON 7NIS AND INCLUBEOMOEKREFERANCEPAGEMO-7474rev. 10032a16BEFORE USE Design valid for use only win MRelde connectors. This design B based only upon parameters shown, and Is for an IndMduol building component, not a buss system. Before use. the building designer must verify the applicability of design parameters and properly InCorporate Me design Into the overall bulldingdesign, Bracing Indicated Is to prevent buckling of lndMduol truss web and/or chord members any. Addltionaltemporary and permanent brocing Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeAN6ViPll GoalCM�ffo, GS!-09 and BC91 lu1dbp Component Safety Inlormalbrnvolloble from Truss Fate Institute. 218 N. Lee Sheet Suite 312: Alexandrl0, VA 22314. MiTek' 6904 Parke East BNtl. Tampa, FL 3361D Job Truss Truss Type Dry Ply • T76686483 M11323 GRA HIP 1 1 �M11323 Job Reference foot orlaq Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 2 ID:_etC1 cxC3ixVV?hulsPyNyuFUK-ZX6oYTeGbP99ysGSgj?mfRFCdAVDSAZIV7L1 KzUSgs 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 =-1 26(F=-72) Concentrated Loads (Ib) Vert: 29=-641(F) 24=-641(F) QWARNING-VedrydeslgaperamefeR.dREADNOTES ON TN/SANDWCLUDEDMWEKBEFFAANCEPAGEMO74M3r 1d13VOISBEFOBEUSE -7 valid for use only with Mnek® connectors. Ms design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of htlNitlual buss web and/or chord members only. Additional temporary antl permanent bracing Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcotlon storage, delivery. erection and bracing of trusses and anus systems, seeANSVIPIi Gooltly CdMrto, DS049 and BC91 Building Component Sabty btlormatbnwalloble from Taus Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Nit MiTek' 69N Palle East Bind. Tampa, FL 3361D Job Truss Tress Type Day Ply • T16686484 M11323 ORB HIP 1 1 �M11323 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 Mil Industries, Inc. Wed Apr 3 10:14:17 2019 5.12 MT18HS = 4.00 1z 4x1D = 2.3 II 4,,6 = 2.3 II 5.12 MT18HS = Scale = 1:58.6 01f1� 4x6 = 3.6 11 5x6'= 6x12 = 6x12 = 5.6 = 3x6 11 4x6 = 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 FBC2017/TPI2014 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 CSI. OEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.80 Ven(LL) 0.22 16-19 >999 360 MT20 2441190 BC 0.68 Vert(CT) -0.3016-19 >820 240 MT18HS 244/190 WB 0.90 Hom(CT) 0.06 9 n/a rVa Matrix -MS Weight: 1531b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or3-i-14 oc puffins. BOT CHORD Rigid ceiling directly applied or5-3-14 oc bracing. WEBS 1 Row 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 Horz 2=90(LC 7) Max Uplift 2= 853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Gmv 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (to) 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=-837/691,7-13=-878/713, 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 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); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 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 853111 uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) orother connection device(s) shall be provided sufticiem to support concentrated load(s) 967 to 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. 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 (plQ Vert: 1-3=-54, 3-8=.131(F=-77), 8-10=54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 Waiter P. Finn PE No.22639 Milk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Verlf1desf9n Paramstersend BEAD NOTES ON THISANDWCLUDEDMr KREFEBANCEPAGEM674YJray. 10VIT52015BEFOBE USE. valid for use only wnn MRek® connectors. This design Is based any upon parameters shown, and a for an Individual budding component, not a truss system. Before use, the building all must verify the applicability of dada^ parameters and property Incorporate this design Into the overall bulidingdeslgo. Bracing Indicated is to prevent bui; Wing of Individual tnrs web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems WeANSVTPII QualNy Ciliate, DS549 and BCSI Bulding Component Sabty mlefrrlationovoiloble from Tnss Plate Institute, 218 N. Lee Street Suite 31Z Reavrdrlo, VA 22314. Nil' MiTek• 69N Pade East Blvd. Tampa, FL W610 Job Truss Truss Type aty Ply M11323 • T76686484 M11323 GRB HIP 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VwDYz9g%71 P1BAPUy81 EksLaBYgehNuslDCR6DzUSgq Q WARNNG-VedlVdas/SOParametersaDd READNOMS ON WISANONCLUDWMr KREFERANCEPAGEM07473... faIDG3015 BEFORE USE Design valid for use only with Mgek® connectors, INS design Is based only upon parameters shown, and is for on Individual bulldIng component, not �• a trus system. Before use, Me building designer must verify Me oppllcobllHy of design parameters and properly Incorporate this design Into the overall bulldingdesign, Bracing Indicated Is to bucidingofIndividual trussweband/or chord members only. Additional temporary and bracing Welk' prevent permanent Is always required for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems seeANSVIP11 CuaBly Cdf,dp, 08549 and SCSI Buldleg Compolnnf 69N Parke East Blvd. 9al�h b/ormalbrlwplloble ham Truss Plate InstlNta. 218 N. Lee Sheet, Suite 312. Nexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type CRY Ply M71323 ' T16686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers I was, Inc., Fort Pierce, FL 3.4 = 8.240 s Dec 6 201 B MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Pagel ID:x17zSlzTbJCDIIrGPHIOukyuFUI-VwDYz9g%71PtBAPUy81EksLkpYzOhbOslDcR6DzUSgq Scale = 1:7.8 2-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 RC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horl -0.00 3 n/a We BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 8lb F7=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical,2=141/0-8-0,4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52N; L=34ft; eave=6tt; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Oaf 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-" 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 28 lb uplift at joint 3, 136 Ib uplift at joint 2 and 3Its uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Paden East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNING- Vedlydesign ".sfereend BEAD NOTES ON MMANDWCLUDW Mn'EKREFERANCEPAGEMIFT4T3rev. 10,1132015BEFOREUSE. DeSign valid for use only with MReka9 conneclom. This design is based only upon parameters shawrt and is for an lndlvdual bulldIng component, not a truss system. Before use, the building designer must verilythe appllcoblllty, of design parameters and properly Incorporate Ins design Into Me overall -•Y building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Atltllflonal temporary and permanent bracing MiTek' 6 always required for stabllity and to prevent collapse with possible personal Injury ono property damage, For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of trusses and muss systems, seeANSUIPII Quality CMrrrO, DSB49 and 801 SWding Component 6904 Parke East BIM. Safdty Inf0rmo8enavoaoble mom Truss Plate Instllute. 218 N. Les Street, Suite 312. Alexandria. VA 22314, Tampa. FL 33010 Job Truss Truss Type Oty Ply M11323 ' T16686486 M11323 J4 MONO TRUSS 8 1 Job Reference (opt'ona0 Chambers Truss, Inc., Fort Pierce, FL 3.4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:18 2019 Page 1 ID:PDYLfd_5MdK4MSOTz?ZfRxyuFUH-zBnwAUg9uKXkpK_gVrYTH3trCyFmO2G0_tL?efzUSgp Scale = 1:11.1 4-0-0 LOADING (psf) SPACING- 2-" CSI. DEFL. in (toe) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Verl 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 ]nor YES WB 0.00 HOa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 14 lb FT=0 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 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=20710-8-0, 4=50/Mechanical Max Hoa 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) -Max. 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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(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 pat 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 7 It, uplift at joint 4. WalterP. Finn PE No.22839 MTek USA, Inc. FL Cert6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG-Verllydeslgnpamm4Tereand READNOTES ON TNISANDWCLUDWMREKBEFERANCEPAGEMX74".. lalis fS BEFORE USE Design valid for use only with Mirek9connectors. ih8 design Is based only upon parameters shown, and 3 for an Individual building component, not �,- a truss system. Before use, the bulltling designer must verity me appllcabllity of design parameters and prapOay incorporate this design Into the overall bulltling design. Bracing lndicotel a to prevent buckling of individual nas web and/or chord members oNy. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSVrPII Cua18y Criteria, 03E-09 and SCSI NTSdkrp Component 69N Parke Ent Bli Sooty Infomsotionc,cllobie from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply M11323 ' T16686487 M11323 J6 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 10:14:19 2019 Page 1 10dP61tzj7xSx_c f)G4uz9yuFUG-SJUOghnfefa0UZt3Z3igH01 RMTjgVW9CX5YA5zUSgo Scale - 1:14.6 6.0-0 .LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ved(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 201b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2= 194(LC 10), 4=-8(LC 10) Max Gmv 3=145(LC 1), 2=279(LC 1).4=102(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph;TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat 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 Ib uplift at joint 3, 194 lb uplift at joint 2 and 8 Ib uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q IYARNING- Verify deslgn parameMrsand READ NOTES ON nds AND wCLUOEOMREKREFERANCEPAGEMO74Mmv. lort3r2O1SBEFOREUSE Design valid for use only with Mgedg, connectors. This design Is based only upon parameters shown, and Is for on InclMdual buading component, not a truss system. Before use. the bW tling designer must verity the appllccblllty of deslgn parameters and propery Incorporate this deslgn Into the overall balding deslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tobcation. storage, delivery. erection and bracing of trusses and taus systems. seeANSVIPII GuaON Citadel DS4�9 and BCSI Balding Component 69" Parka Ent Blvd. SW@ty InIOMIG OMWOaoble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandrla. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply M71323 ' T16686488 M11323 JB MONO TRUSS 20 1 Jab Reference (optional) O.cevs Vuu o Gil I a NII I eR mausmes, inc. weaH r Jiun 4:1a Luls 3.5 = LOADING (psf) SPACING- 2-" CSI. DEFL in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.62 Vert(LL) 0.26 4-7 >367 360 TOOL 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 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Harz 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. (III) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26111 FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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.Opsf; h=14fl; 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, Intenar(1) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 175 In uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33619 Date: April 3,2019 Q WARNING- Verity design parameters end READ NOTES ON MIS AND INCLUDED MDEK REFERANCEPAGE Mli7va y. 1avaeols BEFORE USE Design valid for use only with Milek® connectors. This design b based only upon parameters shown, and Is for an IndNidual bulltling campanent. not �- a VUM system. Before use, the building designer must verify the appilcabllity, of design parameters and properly Incorporate this design Into the overall building tleslgn, Bracing Indicated is to prevent bucWing of individual truss web and/or chord members only. Adnonal temporary and permanent bracing MfT18k• Is olwoys required for stability old to prevent collapse with possible personal InJury antl properly damage. For general guidance regarding he fabrication, storage. delivery, erection and brocing of trusses and truss systems, seeANSWII Quality CrBeM, DS549 and BCSI Bu9dhD Component Safety hrformationovolloble from Truss Plate 218 Street, Suite 312, Alexandria, 69N PMke East Blvd. Tampa, FL 33610 Institute, N. Lee VA 22314. Job Truss Truss Type Oty Ply ' T16686489 Lill= KJ8 MONO TRUSS 4 1 �M11323 Job Reference (optional) moers Truss, Inc., Fort Fierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J?LuEencmZr4Ob7W MyuFUF-wVvhbAiPOynR2d83dGaxMUzDGmyGurclRBg6iyzUSgn 4.5-0 7.3-4 11-3.0 1.5.0 7.3.4 3-11-12 Scale =120.3 3x4= `�� 5 3.4 = 7-3.4 3.11.12 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl Ud 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 W B 0.46 HDrz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 act pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-96 oc bracing. 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 forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=687/1126 WEBS 3-7=0/330,3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34tt; eave=61t; 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 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 205 lb uplift at joint 4, 3051b uplift at joint 2 and 286 Ib 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 (pli) 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.22639 Mirek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33910 Date: April 3,2019 AWARNNG-VedfVdeslgnP..eferaeedREADNOTESONTNISANDINCLUDWMffxREFERANCEPAGEMM17V3em.10A34L015BEFOREUSE valid for useonlywlih MRek9connectom. Thistlesign Is based only upon parameters shown and Is for on Indf duca building component, not 0 hun system. Before use, the building deagner must verity the appiicablllry of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing lndlcated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with potable personal Injury and property damage. For general guldance regarding the fobrlcollon, storage, delivery, erection and bracing of [runes and truss systems seeANSVTPI1 Duality CMeM, OSS49 and BCSI Building Component SafNy lnformatbrpvolloble from Truss Plate Institute. 218 N. Lee Sheet. Sulfa 312. Alexandria, VA 22 14. IMF MiTek' 69M Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 13�4 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MiTek 20/20 software or upon request. JI_\II *9 r,c 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 `,y/ 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: ANSIITPII: 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) Ill (Drawings not to scale) O x U 0- 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, 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 MiTekO All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed: by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with,ANSI/TPI 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 purlins 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 case 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 Iniaccordance with ANSI/TPI 1 Quality Criteria.