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HomeMy WebLinkAboutTRUSS PAPERWORKSCANNED St. �LucleCounty RE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: M11323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 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 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686487 i6 4/3/2019 12 T16686488 j8 4/3/2019 13 T16686489 ki8 4/3/2019 c )a r , PuAmGE SIT -LU I a � 13000 The buss 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 ANSlrrPI 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. J�IER 1�� •� \ G E N No 22839 9O: STATE OF :4(11'4/� Wafter p. Finn PE No.22839 MITek US& In. R . Cert 66M 6994 Parke East MO. Tampa R.33610 April 03, 2019 1 of 1 Finn, Walter True Type Cry Ply M11323T16686477 [Job— TA 3 COMMON 9 1 Job Reference (optional) Gnameem i russ, inc, Yon HUM, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:09 2019 4.00 Fl2 4x5 = 27 Scale = 1:57.8 1 Id d 17 15 " " 14 12 3x6 — 2x3 II 46 = 3x8 = 3.8 = 46 2x3 11 3xe = 67-13 124-13 21-7-3 27-4-3 34-0.0 E7-13 i 5-9-0 42-7 I 5-9A I 6-7-1n Plate Offsets (X,Y)-- f2:0-0-2 Edoe7 (10:0-0-2 Edoel LOADING (pso SPACING- 2-0-0 CSL 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 Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -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 wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. REACTIONS. (Ib/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Hors 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-932(LC 10) FORCES. (lb) - Max.. CompJMax. 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 20-4-13, Interior(1) 20-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-M zone;C-C for members and tomes & MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' 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 2-0-0 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 100lb uplift at joint(s) except 61=11b) 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 47lb up at 15-0-0. and 50 lb down and 47 lb up at 19-" 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 (pit) Vert: 1-6= 54, 6-11=-54, 18-21=-20 101134015BEFOREUSE. not Walter P. Finn PE No.22839 MiTek USA, Inc. FL Dert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 w9t MiTek' 6904 Pahl East BWd. Tampa, FL 33610 Truss Truss Type Dty Ply �M11323 T16686478 �dob M11323 A5 SPECIAL 9 1 — Job Reference (optional) Chdmbers Truss, Inc., Fort Pierce, FL B.240 s Dec 6 2018 Mil Industries, Inc. Wed Apr 310:14:10 2019 Page 1 6 5x8 MT1 BHS 11 4.00 12 13 12 SAB = 2x3 11 3x6 3x12 = 2.00 12 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 FBC20177TP12014 LUMBER - TOP CHORD 2x4 SP M 30 ROT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2= 803(LC 10), 10=-803(LC 10) Scale=1:59.8 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.85 Verf(LL) 0.76 14 >539 360 MT20 244/190 BC 0.90 Vert(CT)-1.1813-14 >344 240 MT18HS 2441190 WB 0.60 Horz(CT) 0.36 10 We n/a Maml Weight: 1551b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 cc pudins. BOT CHORD Rigid ceiling directly applied or 3-9-12 cc bracing. WEBS 1 Row at mil 6-14 FORCES. (lb) -Max.. CompJMax.Ten.-All fames 250.(lb) or less except when shown. TOP CHORD 28= 5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13= 1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293(354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDIl3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11: E>ia C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6A, Interior(1) 20-64 to31-7-3, 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) 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 verity capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=803, 10=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 3,2019 &WARNING - Venhydesign perametemand BEAD NOTES ON MIS ANOWCLUDED MREKBEFERANCEPAGEM61413 rev. 1403,2015BEFOBE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for on individual building component, not a truss system. Before use, the building designer most verify me applicability of design parameters and properly Incorporate this design Into me overall bu0dingdesign. BrocingIndicated Istoprevent buckling atIndividual trusvweband/or chord members only. Atltliflonaltemporary end permonentbrocing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSURII GuaI11y Criteria. DSB49 and SCSI Sull Component Safoty Informatbnovoilable from Truss Plata Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type Oty Pl71J,bReference 323 T76686479 Flob, 3 A6 SPECIAL 1 (optional) enarmere I,... uru., run nerve, r� o..eua a. a zara nni en umuaWea, n,c. vveu Mpr J le. le.I I rare Scale = 1:61.9 4.00 12 6x10 MT18H5= 5x6 = 5 6 0 n Id d 3,12 = 2G0 12 1L 11 5x6 = 2.3 II 3x6 = 10-6-4 5-0- 10 ifi-0-0 20-4-8 25-t1-15 34-0-0 - 1rF5-4 4-5-12 5-]-] 8-0-1 Plate Offsets (X )— [2:0-1-15 Edge] [3:0-3-0 Edge][5:0-5-0 0-1-13][7:0-2-7 Edgel f9:0-0-6,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL '20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Veri -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Hoa(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1571b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 -Except' 3-5,6-7: 2x4 SP M 31 BOTCHORD 2x4 SP M30 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 Hoa 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4= 5491/3336, 4-5=-5095/3071, 5-6= 2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123P2199, 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Interior(1) 24-13 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 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 ANS[l 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 &WARNING-Vedlydeslgn parametersand READ NOTES ON TNISANDINCLUDED MR KREFERANCEPAGEM/F7473rev. 1GOW2015BEFORE USE Design valid for use only wM MltekO connectors. this design 6 based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. Me buading designer must verify Me eppllcabilify of design parameters and properly Incorporate this design Into Me overall buildingdeal Bracing indicated Is to prevent buckling ofindividual hussweband/or chord members any. Addlflonaltemporary and permanent bracing WOW 6 always required for stability and to prevent collapse wlM possible personal injury and property damage. for general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII Quality Criteria, DSB419 and SCSI Building Component 6904 Pad. East Blvd. Tampa, FL 33610 Safety informationavolloble from Truss Plate Institute, 218 N. Lee Street Suite312. Alexandrlo. VA 22314. Truss Truss Type Oty 1323 7y, . T76666480 750bl 23 A7 SPECIAL 17 Reference (optional) 8.240 s Dec 6 2019 Mr i eK Inau9lnes, mc. wee Apr J 1 v:14:1 z zul e ChambersTrul Inc., Fort Pierce, FL 5x8 = ,—ll 3x12 = 2.00 12 5x6 = 2x3 II 10-fi-4 14-0A 20-4-8 2:34 10-s-4 M-12 6-4-% 8 5-7-711-15 -- O 8-0-1 3x6 = Scale = 1:60.8 Plate Offsets (X)1-- 12:0-1-15 Edgel I4:0-4-0 0-2-31 f7:0-0-2 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud 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) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.95 Hom(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 147 Ib 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=131210-8-0 Max Horz 2= 149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 ec pudins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (Ib) -Max. Comp./Max. 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=-812/448,5-10= 205/487, 6-10=-785/575, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design- 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph;TCDL--4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, InmrUr(1) 2-4-13 to 31-73, Extedor(2) 31-7-3 to 35-0-0zone;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 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula.. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=803, 7=803. Walter P. Finn PE No.22839 Milrek USA, Inc. FL Cert 6634 ON Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Vedtydasfgnparsmetersand READNOTES ON WISAND INCLUDED MIFEKREFERANCEPAGEMIP7V3 ay. 10,0312015BEFOREUSE. Design valid for use only with MBekc, connectors. This design Is based only upon parameters shown, and Is for on IndMdual building component, not a buss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. Addiflonal temporary and permanent bracing MHOW 6 always required for sfabiiity 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. seeANSVIPI1 Quality Criteria, DS549 and SCSI SuldhD Component 69"Parke East St Sa ely In/annationovoiiabie from aruss Plate Institute. 218 N. Lee Sheet, Suite 312, Mexcndrlo, VA 223M. Tampa, R. 33610 Truss Truss Type (2ty Ply M71323 T16686481 Fdob=AMS 3 SPECIAL 1 1 Job Reference (optional) Ch9mbers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:13 2019 3.12 = 5x6 = 4.00 12 4 21 2.0D 12 3x4 = 2x3 II 5x8 = 6 22 7 ew 12 11 5x12 = 3x4 = 10-6-4 20-4-8 22-0-0 34-0.0 10-6-4 9.10-4 1-7-8 /2-0.0 4x5 = Scale =1:601 Plate Offsets (X Y)— (2:0-1-15 Edael f7:0-5-8 0-2-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) 0.6512-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC '0.90 Ved(CT) -1.0812-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154 lb FT=0 LUMBER- BRACING- - TOP CHORD 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puffins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-e-0, 9=131210-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=3911/2497, 5-6= 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.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Exterior(2) -1-0-0 to 2-4-13, Interior(1) 24-13 to 31-73, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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 jolm(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 muss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Walter P. Finn BE No.22839 Nit ek USA, Inc. FL Cod 6634 6904 Pedro East Blvd. Tampa FL 33610 Date: April 3,2019 ®WARNING -VNIlydesfgnparemefeh,.d HEAD NOTES ON THISAND INCLUDED MmEKHEFERANCEPAGEMn-74n ev. loacaso158EFO""USE Design vend for use only with Mile& connectors. W5 design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must vent' Me applicability of design parameters and properly incorporate this design Into the overall building design. Bmdng Indicated is to buckling Individual mes web and/or chord members only. Additional temporary and permanent brcaing MOW prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of busses and truss systems, seeANSVIPII Quo1Bv Criteria, DSB-89 and SCSI Building Component 6904 PaAe East Blvd.fabricatlon, Safety Informalbnwoaoble from Truss Plate Institute, 216 N. Lee street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Thus Truss Type Oty Ply M71323 T76686482 �dob M11323 A9 HIP 1 1 Job Reference o tional Chambers Truss, Inc., FOR Fierce, FL 8.240s Dec 62018MIIeKlnawMes,mc. wea Apr 31U:14:142U19 Fagel 4x4 = 4.00 12 4 3x4 = 2x3 11 4xB = 24 525 26 6 27 7 Scale=1:58.6 i2 Dm 16 0 3x5 = 3xB = 3A = 6x6 = 34 = 3x4 = 3x5 10.0-0 20-4-0 24-0.0 34-0-0 1M10.0 10-4-0 ~ 3-8-0 - 10-D-o ' Plate Offsets (X Y1— 12:0-0-14 Edael 17:0-5-4 0-2-01 (9:0-3-14 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vital 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 WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MS Weight: 156 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-9131708, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-041/235 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 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=14f ; B=52ft; L=34f4 eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteffor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interior(l) 14-9-11 to 19-2-5, Exterar(2) 19-2-5 to 28-9-11, Interior(1) 28-9-11 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 panning. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to banning plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=430, 9=249, 13=928. Walter P. Finn PE No.22B39 li USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 &WARNING- Verifydeslgnparemeters end HEAD NOTES ON TNLSAND INCLUDED M?EKNEFEBANCEPAGEms,7473rev. lo=015 BEFORE USE De9gn valid for use onlywim MBekil connectors. This design 6 based only upon parameters shown, and Is for an indlviduol bullding component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isaiwaysrequiredforstabllityandto prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and muss systems. seeANSVTPII Quality Criteria, D3349 and BC31 Building Component 69D4 Parke East Blvd. Safety mformattunavcilable from Truss Plate Institute. 218 N. Lee sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 deb Truss Truss Type Oty Ply T16686483 M11323 GRA HIP 1 1 �141111323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:15 2019 Page 1 ID:_etC1 cxC3ixVV?huls?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAvDSAZlv7L1 KzUSgs 1-0- B-0-0 11-1-1 17-0.0 18-6-0 22-2.2 26.0-0 34-0-0 5-0- -0- 8.0-0- - 3-1-1 - 5-10-15 1-6-0 3-8-2 3-9.14 6-0-13 --- 1-0- 4x4 = 14 Scale=1:60.6 3If2 3x5 = 3.6 11 3x6 6x8 = 3.6 = 6x8 = 4x4 = 6x8 = M80 11-1-1 18-6-0 26-0.0 34-0-0 -0-'0 I 3-i-1 T4-15 f 7-6-0 Plate Offsets (X Y)-- [2:0-2-2 Edge] [3:03-8 Edge][21:03-8 Edgel [24:0-3-8 03-0] [27:0-3-8.0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (log) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ved(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Hom(CT) 0.02 22 ma n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1941b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pur ins. BOTCH_ ORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at micipt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at JI(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100Ib or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Gmv All reactions 250 Ito or less at joint(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-S-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-58WI209, 12-13=-588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280,20-21=-2230/1280,21-22=-2271/1263,6-9=-126/305, 9-11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29= 247/677, 27-29=-189/540, 26-27= 779/446, 24-26=-011/653, 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=-608/514, 19-20=-335/305, 14-15=-556/407,11-12= 254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.0psh h=14f ; B=52h; L=34tt; eave=6tt; Cat. II; Exio C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 lost 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, 14951b uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Waiter P. Finn PE No.22839 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ito up at MTek USA, Inc. FL Cart 66M 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 6904 Parke East Blvd. Tampa FL 33610 responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 ®WARNING-Veritydesf9dparameters antl NERD NOTES ON THISAND INCLUDED MIrEKREFENANCEPAGE1111 3rev. 1a4.YR015eEFONE USE Design valid for use only with Mile& connectors. Kris design Is based ody upon parameters shown. and Is for an Individual buiding component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall buildingdestgn. Bracing Indicated Isle oflntllvidual husvweb and/or chord members only. Additional temporary and permanent bracing MiTek* preventbuckling is o1wap required for stability and to prevent C0110psa with possible personal Injury and property damage. For general guidance regarding fine fabrication, storage, delivery, erection and bracing of trusses and hum systems seeANSVIPiI Quality Creeper. DSB-89 and 3CSI EuldMp Component 69" Parke East Blvd. Tampa, FL 33610 Safety Infaaoatbmvoilable from Trans Plate institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Job T1�russ Truss Type Oty Ply M71323 T16686493 M11323 GRA HIP 1 1 Inh Rwtwrwnre font mnall u uss, mm, rert rierrs, r� 8.2405 Dec 52018 Mlek lndusines, Inc. Wee Apr 3 10:14:15 2019 Page ID:_etC1 cxC3ixVV?huls?ypJyuFUK-2K6oVTeGhP99ysG5gj?mfRFCn1AvOSAZlv7L1 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=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) Truss Truss Type Oly Ply M71323 �-Qc_b T76686484 M11323 GRB HIP 1 1 Job Ref ce ( ptio a0 umume,a uwa, inc., F.a rrc,ce, rL 8.240 a Dec 6 2018 M1I ex ic. Wed Apr 3 10:14:17 2019 l7 502 MT18HS = 4x10 = Sx12 MT18HS = 4.00 12 2x3 11 4x6 = 2x3 11 Scale=1:58.6 16 15 14 13 12 11 46 = 3x6 11 54 = 6x12 = 6x12 = 5x6 = 3.6 II 4x6 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Veit(LIL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 'BC 0.68 Ver(CT) -0.3016-19 >820 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 HOrz(CT) 0.06 9 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Weight: 153 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. CompJMax. Ten. -All forces 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=-262f/33, 9-11=-241/668 WEBS 3-16=-435/1209,3-14=-1552/774,4-14=-837/691,7-13=-878f7l3,8-13=-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; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops4 h=14ft; B=52ft; L=34ft; eave=6ft; 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 MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 85311b uplift at joint 2, 2590 lb uplift at joint 13 and 345 lbuplift 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) 967 lb down and 461 Ib up at 26-0-0, and 967lb 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 (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.22939 Mlfrek USA, Inc. FL Ced 6634 0904 Parke East Blvd. Tampa FL 33610 Date: ADM 3.2019 T16686484 M11323 IGRB IHIP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) Q WABN/NG-Vergy peslgnparemeters entlgEAO NOTES ON THSANOINCLUDEDMRKBEFENANCEPAGEMM174TJree 111,034015BEFOREUSE Design valid for use only with MBekS connectors. This design Is based only upon parameters shown. and b for on individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabrlcation, storage, delivery, erection and bracing of trusses antl truss systems, seeANSUIPiI Cuallly Cdb1la, DSB-69 and SCSI Building Component 6904 Parke East Bhtl. Safety inlanaallondvoilobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ajexondtlo, VA 22314. Tampa, FL 33610' ob Truss Truss Type Oty Ply M11323 T16686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 201 g Page 1. ID:x14zSIzTbJCDIIrGPH1 OukyuFUI-VwDYzggX71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq -1-0-0 2-0-0 1-0-0 2-0-0 -- I Scale = 1:7.8 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ve I(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 8lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4SPNo.3 REACTIONS. (lb/size) 3=38/Mechanical, 2=14110-8-0, 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. (Ib) - Max. Comp./Max. Ten. -All tortes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bmcing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52tt; L=34ft; eave=6f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 psi 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 28 lb uplift at joint 3, 136 to uplift at joint 2 and 31b uplift at joint 4. Wafter P. Finn PE No.22639 Eli ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33910 Data: April 3,2019 M11323 T16686486 30, Scale=1:11.1 4-0-0 LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 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 WB 0.00 HOrz(CT) -0.00 3 TIM n/a BCDL 10.0 Code FBC2017/TPI2014 'Matrix -MP Weight: 141b FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or: 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) 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) 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 80 lb uplift at joint 3, 161 Be uplift at joint 2 and 7Ib uplift at joint 4. Walter P. Finn PE No.22639 Eli ek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33616 Date: April 3,2019 ,&WARNING -Verity tlesign pammefers antl READ NOTES ON TMSANOINCLUOEOMriEKREFERANCEPAGEMIF74lire¢ IDrD,Trz015BEFORE USE. Design valid for use only with Mnelc], connectors, The design Is based only upon parameters shown, and Is for an Individual building component. not ��- 0 truss system.. Before use, ire building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse will possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of fusses and loss systems seeANSVIP11 Quality Cdbda. Dili and SCSI Buill Component 6904 Parke East Blvd. Smrrh NloenaBomvallable from Russ Piote InsHiWe. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22344. Tampa, FL 33610 1323 IJ6 I MONO TRUSS 18 1 1 I T16686487 s 3x4 = Scale=1:14.6 -LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TPI20I4 Matdx-MP Weight: 20 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=145IMechanical, 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. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 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 lb uplift at joint 3,194 to uplift at joint 2 and 81b uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 AWARNWG-Van1ydesi9nparameferseedREAON07ESONMISANOINCLUDWMRKREPENANCEPAGEMI474".r ..fara*015REFOREUSE Dedgnvolid for use orrywlth MBekleconnectors. Thlsdesign lsbased only upon parameters showm and is for an lndivltlual building component not ��- a truss System. Before use. the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dedgn. Bracing Indicated 8 to prevent buclaing of Individual Muss web and/or chord members only. Addillanal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posvble personal lnlury and property damage. For general guidance regarding the fabrication storage, delivery. erection antl bracing of hums and hers systems, seeANSVIPII DuolIBByy Criteria, 033d9 and BC31 Building Component 69M Parke East Blvd. SahtV Informafbnovaaable from Truss Plate Institute, 218 N. Lee Sheet, Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Mi 1323 I J8 I MONO TRUSS 120 1 1 I T16686488 3.5 = LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Wait Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ved(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 VBff(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hoa(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MP LUMBER - TOP CHORD 2x4 SO M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (Ib/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Haa 2=180(LC 10) Max Uplift 3= 175(LC 10), 2=-228(LC 10),.4=-15(LC 10) Max Gran, 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 261to FT=O% 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 fill B=52ft; L=34ft; eave=6ft; Cat. II; E>Ia C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Interior(1) 2-4-13 to 3-1-13, Exterior(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 psi 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 chard and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 2261b uplift at joint 2 and 15 Ib uplift at joint 4. WaItel Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33910 Date: April 3,2019 0WARNING -VedrydesignparamefenendREADNOTES ONTHLSAND/NCLUDEDWm REFERANCEPAGEM/474Mrev.1tYDVIvISBEFOREUSE. Design valid for use only with Mgelda connectors. This design Is hosed only upon parameters shown. and Is for an Individual building component, not a truss system, Before use, the bulltling desi0ner must veary the appllcabllity, of design parameters and property Incorporate this design Into the Overall building design, Bracing Indicated 8 to prevent buckling of Individual truss web and/or chord members only, AddMonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance mgardIng the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSVIPN Quality Criteria. D3549 and SCSI luldhD Component Safety mformallor avollable from Truss Plate Institute, 218 N. Lee Street Suite 312. Mexandrla, VA 22314. �1• MiTek' 69o4 Para East BNtl. Tampa, FL 33610 Job Truss Type City Ply T76686489 M11323 �Tnuse; KJB MONO TRUSS 4 1 �M11323 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J7LuEancmZr4Cb7W MyuFUF-wVvhbAiPCynR2d83dGaxMUzDGmyGurclRBg6iYZUSgn -1.5-0 7-3-4 11-3.0 1-5-0 7-3.4 F 3.11-12 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 Scale=1:20.3 3x4 = ••,, „ 5 7-3.4 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.29 Lumber DOL 1.25 BC 0.30 Rep Stress Incr NO WB 0.46 Code FBC2017fTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Ho¢ 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8). 6=-286(LC 8) Max Gray 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (Ib) -Max. Comp./Max. 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 DEFL. in (too) Vde9 Ud Vert(LL) 0.07 7-10 >999 360 Vert(CT) -0.12 7-10 >999 240 Horz(CT) 0.02 6 n/a rda 3x4 = 3-11-12 PLATES GRIP MT20 244/190 Weight: 44 lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2051b 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 (pIQ Vert: 1-2=-54 Trapezoidal Loads (pIQ 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 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33619 Bate: April 3,2019 Q WARNWG- Vex/rydests peremefereend RE40NOTES ON TNISANDINCLUDWMREKREFERANCEPAGEM474m-K. 101DSQOISBEFOREUSE. Design valid for use only Win Mlfek® connectors. This cl Is based only upon parameters snows, and 6 for an IndMduai building component, not ��- a nuns system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stablliiy antl to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabncarlon, storage, delivery. erection and among of trusses and truss systems. seeANSVIPII QuaB1y Cii DS549 and SCSI Building Component 6904 Parke East BNd. Salary In/armatbmvoiloble ham Truss Face InsnNte, 218 N. Lee Sheet Suite 312. Moschtlrla VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plaate on joint unless x, y offsets c4 indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/Idr For 4 x 2 orientation, locate plates 0-'ne" 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 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION bytext InIndicatedby symbol shown and/or 1y/ 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 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 648 I I dimensions shown In sixteenths scale) (Drawings not To scale) 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ESReports: ESR-1311, ESR-1352, ESRI988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AL 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. S. 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 ANSWI 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 pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/rPI 1 Quality Criteria.