The URL can be used to link to this page

Home My WebLink AboutTRUSS PAPERWORKRE: M11323 MITek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL suANNED 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 6113115-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 ggrb 2/21/18 9 T13302398 12 2/21/18 10 T13302399 14 2/21/18 11 T13302400 16 2/21/18 12 T13302401 8 rj8 2/21/18 13 T13302402 2/21/18 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: Alban!, Thomas My license renewal date for the state of Florida is February 28, 2019. 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 ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1ofI PS r r p 49',,'i No 3 3 0 Jr �9 STAT O °�i c� O R 1 Q. '.S'O N A' Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 Albani, Thomas FILE COPY �44 Job Truss Trusa Type Oty Ply 62' Grand Carlton III with porch i T13302390 M11323 A COMMON 9 1 Job Reference (opl nal L,nami ers I russ, Inc., ran rlerce, rc �1 0 6.13U S bep 15 ZU17 MI I ek Induaillea,'nc. vvnu red I if; IF; do ml0 rage I ✓KnnZWBXVJckSFRnVIIFDN-iiii.An66xdm_ITrG17CZC_IGrGmYZaVX1111 xziuKK Scale=1:57.8 4.00 F12 45 = 6 27 17 "" 15 "" "' 14 12 3x6 = 2x3 II 46 = 3xB = 3x8 — 4x6 — 2x3 II 3x6 = LOADING (psf) TCLL 200 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.39 BC 0.58 W B 0.65 Matrix -MS DEFL- Vert(--) Vsrt(CT) Horz(CT) in (too) Well Ud 0.32 14-15 >999 360 -0.61 14-15 >670 240 0.12 10 n/a Ne PLATES GRIP MT20 244/190 Weight: 1631b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Hoe 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (Ib) - 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) W ind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCD-=3.0psf; h=141C B=52tt; L=34ff; Save=8tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(i) 204-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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 Ideals) 50 Its down and 47 lb up at 15-0-0, and 501b down and 471b 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 (plf) Vert: 1-6=-54, 6-1 1=-54,18-21=-20 Concentrated Loads (Ib) Vert: 26=-50(F) 27=-50(F) 1 6 Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARNING -Veiny designparemetereandREAD NOTES ONTN/SANOINCLUDEDMITEKREFERANCEPAOEMX74Mrev, 14014VI5BEFOREUSE. G' Design valid for use only with MITekO connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use the building designer must verify ate applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal lndury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/IPI I Cually Grid DSB49 and SCSI SuMhp Camparil Sal MOsmallorevollobie from Truss Plate Insfltute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. ■■ MiTek' 6904 Palle East Blvd, Tempe, FL 33610 1323 A5 % T13302391 4.00 F12 5.8 II UfmhlbZNziuKJ Scale = 1:59.6 la I[ 5x12 = 2x3. 11 3x6 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.85 BC 0.90 W B 0.60 Matrix -MS DEFL. In (loc) I/dell L/d Vall (LL) 0.76 14 >539 360 Vert(CT)-1.1813-14 >344 240 Hors(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 1551b GRIP 2441190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Herz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902,7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-194812995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560,. 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6h; Cat. 11; Exp C;. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-6-4 to 31-7-3 zone;C-Cfor members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/Tall 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 Ito uplift at joint(s) except Gt=1b) 2=803,10=803. Thomas A. Alfieri PE No.39390 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARAII Verf/y design pammerareand READ NOTES ON THIS AND INCLUDEDM/TEKREFERANCEPAOEMIF7013re 1aM=1aaEFORE USE �f■■- Design valid for use only with MRelds connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, me building designer inust verify the oppl locality 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 bral ■, M!Tek Is always required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QuillNryCdledo: DIe49 and IICll Building Component 6e04 Parke East Blvd. lately Inlommllonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tempe, FL 33610 Job Truss Truss Type Oly Ply 62' Grand Certain with porch • T13302392 M11323 A6 SPECIAL 1 1 Job Reference (aD119La1) rues, Inc., Fort Pierce, FL 8.130 s Sao 15 2017 MiTek Indgatries, Inc. Wed Feb 21 14:19:55 2018 Scale = 1:61.9 4.00 F12 6x8 = Ex6 = 3,12 = 2.00 12 5.6 = 2.3 11 3x6 = LOADING psi TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 Cl TC 0.81 BC 0.93 WB 0.86 Matrix -MS DEFL. in (loc) Wall L/d Ven(LL) 0.69 14 >590 360 Vert(CT) -0.92 14-17 >443 240 Hoa(CT) 0.34 9 n/a n/a PLATES MT20 MT18HS Weight: 157 lb GRIP 244/190 2441190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 "Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Excel 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 Hom 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ill or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=4731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13=-179/522, 8-12=-893/660, 8-11=01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14tt; B=52ft; L=34f; eave=6f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35.0-0 zone;C-C for members and 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 joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=803,9=803. Thomas A. Albani PE No.38380 fill USA, Inc. FL Cart 6634 6904 Parke Eaet Blvd. Tampa FL 33610 Date: February 21,2018 ,Q WARNING-V dT ds.1Im Pa.&ks s00READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMIF7479 rev. 14V31015 BEFORE USE. Design valid for use only with MiTelt®connectors. Tnisdeslgn is basedonly 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 pverall �- building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent broomo Is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVmI Ill CIBeria, D849 and BCSI Ill Componrrnt Ill Informallaraavalloble from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33810 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference (ontlPnal) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Feb 21 14:19:56 2018 5x8 — Eve = s and 3x12 o 2.00 12 2x3 II 3x6 = Scale = 1:60.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFLin (too) I/i L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.83 Vail 0.66 11 >616 360 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.90 Ven(CT) -1.10 10-11 >369 240 MT18HS 2441190 BCLL 0.0 Rep Stress Ini YES WB 0.95 Horz(CT) 0.34 7 Na I BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1471b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 o s bracing. WEBS 2x4 SP No.3 `Except' 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5484/3370,3-4=-5116/3126,4-5=-2229/1544,5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=.3071/5219, 10-11=-1590/2874, 9-10= 1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448, 540=-205/487, 6-10=-785/575, 8-9=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. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & Mill for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Dancing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 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 01=Ib) 2=803, 7=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 8634 004 Parke East Blvd. Tampa FL 33610 Ddb: February 21,2018 QWARNING-Verity dial"omarienand READ NOTES ON TNISAND INCLUDED MITEKREFERANCE PAGEMbTeTa rev. iWri32015eEFOREUSE. valid for use only with MRelc® connectors. this design Is based only upon parameters shown, and is for an Individual building component not Wit a truss system. Before use, the building designer must verity the appllcablllly 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. Adair temporary and permanent braaing MiTek' B 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 musses and truss systems, seeANSIyRII CualYyyy Creeds, D049 and I CN Suidbo Component 6904 Parke East Blvd. Safety trtomrallonovaliobie from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexcndrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Certain with porch I M11323 AB SPECIAL 1 1 T13302394 Job R to ante (ptlo al) Scale=.1:60.6 5x6 = 3x4 = 4.00 12 4 21 5 2x3 II 5x8 = 6 22 7 .c r, 3x12 = 2.00 12 5x12 = 3x4 = 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.6512-13 >624 360 MT20 244A 90 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 154 lb FT=0% 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 Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -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=-2fi5/263, 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; save=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 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 pat botlom 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 ANSI?PI 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 It, uplift at joint(s) except (jt=lb) 2=803,9=803. Thomas A. Alban! PE Nc.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21.2018 Q WARNING-Vaft dealgn peremetere.d READ NOTES ON THLa AND INCLUDED NMEKREFERANCE PAGE MN-74Ta rev. rWD:U2015 BEFORE USE. Design valltl for use only wlin MRak®connectors, This tlesign Is basetl only upon parameters shown, andis for an Intlividual buliding component, not a huss system, Before use, the building designer must verlry me aPpllcobllity of design parameters and properly Incorporate this design into the overall !!.p!!,FL building design. 3racing Indicatetl Is to pre vent bupkling of intlivitlual huss web ontl/ar ohom members only, Adtlltlgnal temporary and permanent bracing MOW Is always requketl for stability and to prevent collapse with possible peisonal lnlury andproperty domgge, For general guidance regarding the fobriwXon, storage, delivery, esc'.n and bracing of imsses a'd truss systems seeANBI/IP11 Gu01My CMede, DBB419 ontl BCA B. d Component East Blvd. Eafoly MOrm0lbnwolloblehem Truss Plate Institute, 278 N, Lea Sheet, Suite 312, Alexanll VA 22314, 33610 Job Truss Traps Type Oty Ply 62' Grand Carlton III with porch T13302395 M11323 A9 HIP 1 1 Job Reference (optional) unamoers I rues, Inc., ion Fierce. FL 44 = 4.00 F12 4 a.1 JU a sop 15 2U1 / MI I aK ID: _etC1 cxC3ixVV?huts?ypJyuFUK3Fgl 14 20-4-0 24-0-0 27- 14 5-1-2 3-e-0 3.4 3x4 = 2x3 11 US = 24 525 26 6 27 7 eu I ,» nuro rege r Scale = 1:58.6 3x5 = 3xB = axe = 6xs = 3x6 = 3x4 3x5 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ve I(LL) -0.18 11-21 >917 360 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(GT) 0.02 13 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matti LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Harz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Gram 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913/708, 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 PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0 Structural wood sheathing directly applied or 5-11-9 oc. pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; hl4ft; B=52tt; L=341L eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Intenor(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2.0-0 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 100 Ib uplift at joint(s) except 01=11d) 2=430, 9=249, 13=928. Thomas A. Aftil PE No.39360 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING-V"daal9npammatms and READ NOTES ON T MANDINCLUDEDMO KREFERANCEPAGEMN7473me fGM320f5BEFORE USE. Design valid for use only with Welker connectors, This design is based only upon parameters shown, and Is for an Intllvidual building component, not ��- a truss system, Before use. Me building designer must verify the opplicabilliy of design parameters and Properly Incorporate this design Into the overall bulldIng design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and bracing MiTek' permanent Is olways 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 truces and truss systems sesANSVRII CualMSyy CMedo, DSB49 and ICSI Bull Component 6904 Parke East Blvd. Sofet9 Informationalfrom Truss Plate Institute, 218 IN Lee Sheet, Suite 312, Alexandda, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty, Ply 62' Grand Carlton III with porch M11323 GRA HIP 1 1 Jab Reference (options])T13302396 Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek InduMries, Inc. Wed Feb 21 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale=1:60.6 37�L' 6 3x5 = 3x6 11 3z6 6x8 = 3x6 - 6x8 44 = 6x8 8-0.0 11-0-1 16-6-0 26.0.0 34.0.0 6-0-0 3-i-1 T-4.15 za.n Plate Offsets (X V)-- [2:0-2-2 Edde] [3:0-3-8 Edpe] [21 0-3-8 Edce] I24 0-3-8 0 3 O1 [2T0 3 8 0 3 01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vart(LL) 0.2024-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 HOrz(CT) 0.02 22 1 rVa BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1941b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purims. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at mil 8.21 BOT CHORD Rigid ceiling directly applied or 6-0-0 0o bracing. REACTIONS. All bearings 0-8-0. JOINTS i Brace at Jt(s): 7, 8, 19, 17, 14 (Ib) - Max Holes 2=-179(LC 6) Max Uplift All uplift 100 Ib or less at joints) except 2=.351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=.625(LC 8) Max Gal All reactions 250 Ib or less at joints) 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 (Ib) or less except when shown. TOP CHORD 2.3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/l209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280,20-21=2230/1280,21-22=-2271/1263,6-9=-126/305, 9.11 =-1 06/363, 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=-17661911, 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=1651 (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411;.B=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpIl8; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 Ib uplift at joint 2, 1168 Ito uplift at joint 27, 1495 He uplift at joint 26 and 625 Ib uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 967 Ile down and 461 lb up at 26-0-0, and 967 lb down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 Mil USA, Inc. FL Can 6634 B904 Parke East Blvd. Tampa FL 33610 Date: Lahrne n/01 OM a Q WARNING- Verfry Jeargn paramehreand READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGE MIF74Ydrev. 1aaSzs155EFORE USE. Design valid for use only with Mile& connectors. This design is based only upon parameters shown, and Is for an Iroldiduol bullding component, not ��- o truss system. Before use, the building designer must verity the appllcabllHy of design parameters. and propery Incorporate this design Into the overall bulltlingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent brocing s always required for sfabllM/ and to prevent collapse with possible personal injury and property damage. for general guidance regarding ma M[T®k fabrlcofion, storage, delivery, erection and bracing of trusses and truss systems, seeANBlgPll Quality CMdo, DBB419 and Ill Building Component Basally Intormatbnavallable from Truss Plate Institute, 218 N, Lee Street, Sulfa 372, Alexoni VA 22314. 6904 Pete East Blvd. Tampa, FL 33610 J06 Truss Truss Type O1y Ply 62' Grand Carlton I with porch T13302396 M11323 GRA HIP 1 1 Job fleterenra ( pllonal Chambers Truss, Inc., Fort Pierce, FL 8.130 a Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 2 ID:_etC1 cxC3ixVV?huts?ypJyuFUK-RSEZg9LDhnOwlDx?cO6cpTEfaGKGyBpOvzIM FbziuKE LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (pit) Vert: 1-3=-54, 21-23=-54, 29-30= 20, 24-29=47(F= 27), 24-33=-20, 3-1 1=-1 26(F=-72), 11-21 =-1 26(F=-72) Concentrated Loads (Ib) Vert: 29=-641 (F) 24=-641 (F) ,&WARNING-Verltytlee9.Pammeha.d READ NOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEM*74n.re. Issas 5BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not otrusssystem, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permonent brocing Is always required for stability and to prevent collapse with possible personal Injury and. property damage For general guidance regarding the MOWbuilding fabrication, storage, delivery, erection and bracing of busses and truss systems, sosANSI QualSSyy Criteria. Dill and 101 lultl9lp Camponanf Salary Informplbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandra, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610. Job Truss Truss Type Oty Ply 62' Grand Camon il with porch T13302397 M11323 GRB HIP t 1 Job Reference (optillili Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Incitl§irit", Inc. Wed Feb 21 14:20:01 2018 Page 1 I D:SrReEyyrg04M78G4raW BLW yuFUJ-TgMKFrNTBPedyW 4NkR84uuK1 w4_9O6%hNG ETJTziuKC r1-0-Q 8-0-0 13-B-0 17-0-0 20-4-0 26-0-0 34-0-0 35-0.0 h-0.0 8-0-0 5-8-0 3.4 3-0-0 5.8-0 8-0-0 1-0-0 Scale=.1:58.6 5.8 MTI BHS= 4x10 — Sz8 MT79HS= 400 12 2x311 4z6= 2z311 4x6 = 3z6 11 5zS = 6x12 = 6x12 = 5x6 = Stirs 11 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CBI. TIC0.80 SC 0.68 W B 0.90 Matti DEFL. in (loc) Wall Ud Vert(LL) 0.2216-19 >999 360 Ved(CT) -0.30 16-19 >820 240 Hors(CT) 0.06 9 Ma n/a PLATES MT20 MT18HS Weight: 153 to GRIP 244/190 244/190 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structurel 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 do 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. (Ib/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=9O(LC 7) Max Uplift 2=-853(LC 8), 13=2590(LC 8), 9=-345(LC 8) Max Grey 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. 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=-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; Inj B=52ft; L=34ft; eave=6tt; 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 20.0psf 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 beading plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hipendwith 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ideals) 967 lb down and 461 Ito up at 26-0-0, and 967 lb down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection devices) 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 (pit) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 Thomas A. Albani PE No.39310 MiTek USA, Inc, FL Cod 0634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING - VaNtydesign psmm mwdREAD NOTES ON Thai AND INCLUDED Mr KREFERANCEPAGE 10-7471 rev, 1a-Oa20ISSEFORE USE. Design valid for use only with MlTek�connectors , This design is based only upon parameters shown, and is for an individual building component, not �`- ■■ a truss system, Before use, the building designer must 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 bracing MOW permanent s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storoge, delivery, arecflon and bracing of trusses and truss systems, socAN3UIPl1 Quallllyy Cmedo, DE1419 and IIC918ulding Component 690 t Parka East Blvd. Safety edormWbnovollable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Jab Truss Truss Type y Ply 62' Grand Carton III with porch T13302397 M11323 GRB .HIP 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 ID:SrRaEyyrg04M78G4mW BLW yuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4_906XhNGETJTziuKC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 1 1=-641 (F) A WARNING- yerlly desfgnparemefine and READ NOTES ON THMAND INCLUDED MREKREFERANCEPAGE MB-T4n,ov. 1WDY1a15 BEFORE USE " Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on individual bulld rig component, not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Isto prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent brocll Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWPII QuadBB�y. Millions, DS849 and 11CSI Building Component8904 Safety Infoimationavdiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Palle East Blvd, Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carton with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (antianap Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 a Sep 15 2017 MITek IndUBldes, no. vveu red z, w:zmur zu la rage I I1):x17zSIzTbJCDIIrG PH 1 QukyuFUI-TgMKFrNTDOedyW 4NkR84uuKBb47aQKrhNGETJTaUKC LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.18 VerI LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0. Code FBC2017/TPI2014 Miatrii LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 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 Gray 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 8 to FT = 0% 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 bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34f; eave=68; Cat. II; Exp C; Encl., GCpi=0,18p 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 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 tit 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 28 lb uplift at joint 3, 136 Ib uplift at joint 2 and 3 It, uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL I8834 6904 Parke East Blvd, Tampa FL 33610 Date: February 21,2018 Q WARNI Ismedisslgn Wametersand READ NOTES ON TNIS AND a vCLUDEDMREKREFERANCEPAGEMp74m9®.. 1010342715BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �'- a truss system, Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall bullding design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bidding MOW s 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, weAll3iI IIIByCMeM, DSB49 and BCSI Building Component Sarety IMarmalbrpvallable from Truss Plate Institute, 218 N, Lee Street, Suite. 312, Alexandria, VA 22314, 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I Cry Ply Grand Calton III with porch T13302399 M11323 J4 MONO TRUSS 8 1 �62' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sao 15 2017 Mil Indueides, Inc. Wed Feb 21 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Hors 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. TOP CHORD Structural wood sheathing directly applied or 4-0-0 as purling. 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--1.2psf; BCDL=3.Opsf; Irl B=52ft; L=34ft; eave=6h; Cat. II; E>io 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 Its uplift at joint 2 and 7 lb uplift at joint 4. Thomas A. Alban! PE No.39380 MITI USA, Inc. FL Corl 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING- Vedly design peremefersand READ NOTES ON TN/BANDWCLUDEDMREKREFERANCEPAGEMX74Mme 140342015BEFORE USE. Design valid for use only with MlTelc® connectors. This design is based only upon parameters shown, and Is for on Individual 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 brading MiTek* permanent Is always required for stability and to prevent collapse with possible personal Injury and grolpGrty damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sewlili IPII QuiMy Creedal PSO-49 and Ill Dueling Component 6904 Parke East Blvd. go" IMarmatlonavallable from Truss Plate In411ute, 218 N, Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Cadton ( with parch T13302400 M11323 J6 MONO TRUSS 8 1 Job Reference (op ohall) wamoers russ, Inc., ran helps, rL a. no. s Jep m ml r lull I xlnae.W w.^^-.. u, ou a„iay.w uro 3,4 = 6.0.0 LOADING (Pat) SPACING- 2-0-0 Cat. DEFL. In (lop) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Verl(CT) -0.12 4-7 >617 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Hom 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 to Scala = 1:14.6 FT=0 BRACING - TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 6=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 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 bashing plate capable of withstanding 131 Ib uplift at joint 3, 1941b uplift at joint 2 and 8 Ib uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-Varfly dssl9n Fanmell antl READ NOTES ON MIS AND INCLUDED MFTEK REFERANCE PAGE Mn-TCT3 rev. 10/9342015 BEFORE USE. Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component not a tmss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulIdIng tlesign Bracing indicated is to prevent buckling of Indivlduol truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcotion, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/IPD Quality CMMa, D30419 and III Building Campmenl 6904 Parke East Blvd. Safety Marmalionavollobie from Truss Plate Instltule, 218 N, Lee Sheet. Suite 312, Alessandrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type Ply 62' Gmntl Carlton III with porchT13302401 M11323 JB MONO TRUSS �20 1 Job Reference (opts naI Chambers Truss, Inc., Fort Pierce, FL 6.130 a Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:04 2018 rage 1 ID:tP6jtzj7xSx_c_fX4uz9yUFUG.uPl SutpMWJOCp—pyPZinWXybuH5UdhP73ES7woziuK9 Scale=1:17.4 31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TO 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017r-P12014 Matrix -MP Weight: 26 to FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Hom 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10). 4=-15(LC 10) Max Gmv 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=52ft; L=34ft; eaVe=6tt; 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 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 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 175 lb uplift at joint 3, 228 Ib uplift at joint 2 and 151b uplift at joint 4. Thomas A. All PE No.3938D MiTek USA, Inc. FL Cent 6634 Bill Parke Eaat Blvd. Tampa FL 33610 Date: February 21,2018 AWARNING- Wirfrytlea(gnpasametersand READ NOTES ON THISANDWCLUDEDMITEKREFERANCE PAGE MM-7473mv. 1D11112015 BEFORE USE. Design valid for use only with MiTekr, connectors. IDls design Is based only upon parameters shown, and is for an Individual building component, not ��' a truss system, Before use, Me building designer must verify the appllcabllHy of design parameters and properly Incorporate the design into the overall bulldingdesign. Bracing Indicated Is to prevent buckling ofIndlvidualtrussweband/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 fabrication. storage, dell erection and bracing of fusser and truss systems, seeANSkmil Duall1yy Crlala, DSG-69 and III Building Component 6904 Parke Eaet Blvd. Sa Sty Infarmatbnavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa; FL 33610 Job Truss Truss Type Qty Pl=tall with porch T13302402 M11323 KJ0 MONO TRUSS 4 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 ID:Lcg54J7LuEancmZr4Qb7W MyuFUF-Mcbr5CQ_Hd83QB09zHD02kUrohRsM1 V GHuCgSF7I uK8 -1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 3s4 = Scale=1:20.3 3x4 = 7-34 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Inch NO WB 0.46 Horz(CT) 0.02 6 n/a hire BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4= 205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1161/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-12361755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.80 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 205 Ib uplift at joint 4, 305 Ib 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 (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) 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) Thomas A. Albani PE No.31310 MiTek USA, Inc. FL Cert 6634 OW Parke East Blvd. Tampa FL 33610 Date: February 21,2018 O WARNING- VetlrytlesigeP.hanand READ NOTES ON THIS AND INCLUDED AVIEKREFERANCEPAGEMS-74mli isaa2013BEFORE USE. Design vend for use only with MiTe'xa connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a muss system. Before user the building designer must verify the oppllcabi Ity 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 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, seeAN31/IPII Guallh CrItei DSbW and Ii lusdi Compmmt SatNy Worrrrlalonavallabie from Truss plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Z o m LW N� D J A � � Z y Ali 07G�C0�v_o� �QQq-mo° m� r ocpo n4o- K, cc Qg p�o ya �<a n GiOOOy 300 -0cO6 1w0'33 a NIF 200° p ° o�ao o> 0 2�vDa0aw :r£ >y e a no £no Q N a °a y (Dl-wmom 3cp0oQ 0cr �TOQ.aO pTjC� 6Q. 3O o(D lzm y O Q a 0o £ Q D O ° p p o n= E c o. q 5 W= mad D �Doct°Q °o£ 3a Yy (0ooz co �� 7 n O C y s 00 . 7' y p < m N o NA s m xM +� m 0 O °' D n v`= Z oa 0 C 7 L; n p r N n( O ua Zp a or ID n m- 3� 00 ,< mc� °a ooN ��a3 g °ao �P° °OOo 9' 600 3° (D3(D ; N0(D ° O N cp _ 0 � CD O IDp 0 O O:� N y. c o m ° M N fD C 2 AN n M a= =AO 3 y W? n O QO N m $� C mp mwz SOD �rn� N Hw IDa a W CD N to N M. �ti N y a �D mZ m m m= o m w? 3 O zF ' M O y< N N CD 33 tLl O• W N Ol H D to H m m C m Yn' n D CT y N N 2 3 ro' CD mN D > H1 W CL �N V m A� O m y O 'OW m Z Z3 0P y = rL:E Vw D N too N F a N N m �m m0 o D =D N °_ t m to O� D_ o m ? m c y O D Mo a CD s =p D n N < c 'D y co 00 (D y ry a - O DOOO4n N (DaD(DHm N° o 3�°'0° ID 0 0 D4-0 �D m=�aY S y- m j X C � < � H TOP CHORD Om O V W2-) N W M TOP CHORD W Z fy�D ��cB pN� O0y �NO3 p CON-00 0E. as 3 5 C 7� c`(flGp�03rOR o D��moo'' 0 'oo�g 3 no a �0 ma-m°p m ° °8322 3 5Q m3T m�mmr�.°- . Q OC ✓Q_0 c3 -0 6azo om 33'To Q o 33 m acc4 nm ° 0 Ma al O � < M. 3_O y o�o3 o TDa3amav� m'�° aceo 40 oo 3 roo C. Q m o3 oa Q _iN °�mei No ,m cD D_ o° ..a 0 ,o moJ 3ow o IV moo t3p°3c� o� Oa "nT 3o a m <m o ma mmam O o o mm m ann o �oQo oo °CA� 6 anm? o yod C 0D°nQ oa'a °mb£' °3 vo, 'yc Hxo W Ko oo 5'a a 'D on m iE ° �30� oNa a n ti ZQ N a ° °P (D3 O T rt