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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: M111323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL SCANNED BY #, Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21118 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21118 5 T13302394 a8 2/21/18 6 T13302395 a9 2/21118 7 T13302396 gra 2/21/18 8 T13302397 qqrb 2/21/18 9 T13302398 12 2/21/18 10 T13302399 14 2/21118 11 T13302400 16 2/21/18 12 T13302401 8 2/21/18 13 T13302402j8. 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: Albani, 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 ANSI/fPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. f q(e 180 ' STA E OF :��Z O t p•p ' �_�� ,•,��s`S�ONAI �C?%. Thomas A. Albert PE No.39380 MITek USA, Inc. R. Dart 66M 6904 Parke East Blvd. Tampa R. 33610 February 21,2018 -I of 1 Albani, Thomas Job Truss Truss Type City Ply Canton III with porch T13302390 M11323 A COMMON 9 1 �62'Grarrd Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ;it 2. 4.00 12 4x5 = 27 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 KnnZweXvJckSFBawFUN-iltla6GS6xdm_ITrOI?CZC_IGrGmYZaVX1111 xziuKK Scale = 1:57.8 17- 15 -- - 14 -- 12 316 = 24 11 416 3xB = 3x8 = 46 2.3 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vall LL) 0.32 14-15 >999 36D MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1631b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc puriins. 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 Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LG 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) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f; B=52ft; L=34ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7,3 to 17-0-0, Intedor(1) 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 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (tt=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 50 Ib down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-6=-54, 6-11=54, 18-21=-20 Concentrated Loads (lb) Vert: 26=50(F) 27=-50(F) Thomas A Alban! PE No,39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 OWARNING-Venlydeslgnpsrzmetersend READNO7ES ON MIS AND BICLUDEDMREKREFERANCEPAGEMg7473ne. 1DAa201SBEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and 6 for on individual building component not a moss system. Before use, the building designar must verity 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 any. Addltlonot temporary and permanent bracing MiTek- Is always requeed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobAcotlon, storage, delivery, stetson and bracing of musses and truss systems, seeANSU1Pi1 Du CtBerlo. DSB-89 and BCSI Building Component Safety Nfonnatbtpvcilablo from Truss Plate Institute, 218 N. Lee Sheef, Sune 312 Alexantltla, VA 22 14. 6904 Palle East Blvd. Tempe, FL 338ID Joh Truss Truss Type Ory Ply 62' Grand Canton III with porch T13302391 M11323 AS SPECIAL 9 1 _ Job Reference (optional) Unamp6rs I Fuss, Inc., Fort Flerce, FL 8.13U S Sep 15 2U17 MI I eK Inaustnes, Inc. Wee Yea 21 14:1 a:54 21.016 6 d Scale=1:59.8 4eO 12 5.8 ll 6 13 12 3x12 2.00 12 5x12 = 2x3 II 3.6 = = LOADING (psp 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 FBC2017/7PI2014 CSI. TC 0.85 BC 0.90 WE 0.60 Matrix -MS DEFL. in (too) Vdefl Ud Vert(LL) 0.76 14 >539 360 Vert(CT)-1.1813-14 >344 240 Horz(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 155 he 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 CHORb 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 Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10). 10110) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-194812995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-64 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 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 ANSVrPI 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 1001le uplift at joint(s) except at=lb) 2=803, 10=803. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 O WARNING- Vedrydestgn parameters and READ NOTES ON THISANO INCLUOEGM KREF£RANCEPAGEM6)473rev. 1G=0156EFOREUSE Design valld for use only with MOe'x® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not o truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabuny and to prevent collapse with possible personal Injury antl properly damage. For general guidance regarding Me fabrlcatlon. storage, delivery, erection and bracing of losses and truss systems, seeANSVTPII Quo CMeM, DSB-09 and BCSI aWdYrp Comllon�nt SaletY brfonnotbrpvaAable from Truss Plate Institute. 218 N. Lee Sleet. Sun. 312, Alexandre,VA 2231 A. MiTek' 6904 Parke East Blvd. Tampa, FL WBIO Truss Truss Type Oty Ply 62' Grand Cadton III with porch rJob T73302392 M11323 �A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6 4.00 Fl2 axle = 2.00 12 6x8 = 5x6 = B.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2018 5x6 = as II 10-6-4 150-0 0-0-08 2e5 0.0 2I10-E4 &0-1 3x6 Scale = 1:61.9 Plate Offsets (X Y)— [2:0-1-15 Edge] [3:0-3-0 Edgel [5:0-4-0 0-23]P:0-2-7 Edge][9:0-0-6 Edge] LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 nfa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1571b FT-=0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10). 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 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=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959,5-13=-405/196, 6-13=-179/522, B-12=-893/660, 8-11=0/303 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2pst BCDL=3.Opsf; h=1Art; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intenor(1) 2-4-13 to 31-7-3, Extenor(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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par 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 joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Its uplift at joint(s) except (jt=lb) 2=803, 9=803. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING -Verhydcsfgn parameters andREAD NOTES ON THISAND MCLUD£D MREKREFERANCEPAGEMIL7473 rev. faM2015BEFOREUSE Deslgn valld for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an IndNitluol buhding component, not �� a truss system. Before use, me building designer must verify the applicability of design parameters and property hcolporate this design Into the overoll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regordIng the fabrication, storage, deWery, erection and bracing of busses and truss systems, seeANSVIPII Que18v Criteria, DSB-B9 and Befit BWtlhp Component Booty Infomrafiawwallable from Tuts Plate 218 Bard Parke East 13W. Tampa, FL 33610 Institute. N. Lee Sheet Suite 312. Alexandria, VA 22314. Job Truss Truss Type ON Ply 62' Grand Carlton III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) i Chambers Truss, Inc., Fort Pierce, FL 5xB = 4 anFw 3x12 = 2.00 12 8.130 a Sep 152017 Mllex lndustnes,Inc. Wed Feb 21 14:19:56 2018 5x6 = ro g 5x12 = 2x3 II 10-fi-4 14.0-0 20.4.8 25-11-15 34-0.0 10-6-4 3-s-12 fi-4-8 s-7-7 R-0-1 3x6 = Scale = 1:60.8 Plate Offsets (X Y)-- 12:0-1-15 Edge] f4:0-4-0 0-2-31 f7:0-0-2 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 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) -1.1010-11 >369 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.95 Horz(CT) 0.34 7 1 r1/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 147 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 -Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Hoa 2=-149(LC 8) Max Uplift 2=-803(LC 10). 7=-803(LC 10) FORCES. (lb) -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, 55=-2448/1599, 6-7— 3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10— 1738/2968, 7-9>7738/2968 WEBS 3-1 1=-419/443,4-1 1=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 Stmctural wood sheathing directly applied or 2-2-0 oc puriins. Rigid ceiling directly applied or 4-0-2 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except (jt=1b) 2=803, 7=803. Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,&WARNING-Ved/ydeat9np,,--aerse-d READNOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEM/N4"rl 11YD1G01SBEFORE USE. Design valid for use only with MltekO connectors. INS design Is based any upon parameters shown, and Is for an IncMdual building component not a truss system. Before use, the building designer must verify Me opplicobillty of all parameters and properly incorporate it design Into the overall bulidingdeslgn. Bracing Indicated Is to prevent budding oflntliNdualfrussweband/or chord members only. Additional temporary and permanent bracing is always required for stablllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, Call erection and bracing of trusses and muss systems. seeANSUIPII QuiltCdbrlo, DSS419 and SCSI Bull Component Sabty Informa8emvollobie from Truss Rate Institute. 218 N. We Street Suite 312 Alexanddp, VA 22314. MiTek' 6904 Pads East Blvd. Tampa, FL M610 Job Truss Gty Ply 62 Grand Carlton III with porch T13302394 M11323 AS �Tnuss`rype SPECIAL 1 1 Job Reference (optional) cnamoers i ruse, mc., non rlerce, VL e.laUs SeD lbzuif m tex Inc. wen reo ZT 14:1 woo Lora Scale = 1:60.6 5x6 = 30 4.00 [2 4 21 5 2x3 II 5x11 = 6 22 7 9.3 12 11 Sx12 = 3x4 = 4x5 = 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 If or YES Code FBC2017/TP12014 CSt. TC 0.78 BC 0.90 WB 0.69 Matdx-MS DEFL. in (too) Vdefl Ud Vert(LL) 0.65 12-13 >624 360 Vert(CT) -1.0812-13 >379 240 Horz(CT) 0.33 9 n/a n/a PLATES MT20 MT1SHS Weight: 164 lb GRIP 244/190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 0o puffins. ROT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Itolaze) 2=1312/0-8-0, 9=1312/03-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9>803(LC 10) FORCES. gla) - 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= I705/2827 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 - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=341t; eave=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 31-73, 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 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=803, 9=803. Thomas A. Albani PE N6.39390 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 21,2018 OWAFN/NG- VerhydeslgnparamerarsmdBEAONOTES ON THISAND INCLUDED Ar EKBEFERANCEPAGEMR74Mmv. fONJlla15BEFORE USE Design valid for use only with Miele® 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 verity the applicability of design parameters and properly incorporate itrIs design Into fie overall buiidingdeegn. Brocing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and bracing M!Tek* permanent Is clwoys required for stoblilty and to prevent collapse with possible persond injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tmas systems seeANSVIPII Qualify Cmodo, D56419 and SCSI Building Component 69" Perks East Blvd. Safsty Informutionovarabie from Truss Plate Invfifule, 218 N. fee Sheet Sure 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302395 M11323 A9 HIP 1 i Job Reference (optional) unamoers use, ma,., OR rierce, rL 4.00 12 o.tauaoep amv muee muusme>, ina. xveureuu 14. 4x4 = 3x4 = 2x3 II 08 = 4 24 525 26 6 27 7 Scale=-1:58.6 w m 3x5 = 3.8 = 3x6 = axis = 1.6 = 3x4 = 3x5 C 10-0-0 20-4-0 2a-D-o F 34-a0 to-n-n tn-a-n a -an tn.an Plate Offsets (X Y)— [2:0-0-14 Edoe][7:0-5-4 0-2-0] [9:0-3-14 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell 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 FBC2017/TPI2014 Mainz -MS Weight: 156 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4SP 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 Horz 2=109(LC 9) Max Uplift 2=-430(LC 10). 9=-249(LC 10), 13=-928(LC 10) Max Gmv 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-9137708, 4-5=-8291705, 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=- 44/665, 5-13=-1215/1079, 6-13=-264/300,7-11=-255/396, 8-11=-461/521,.7-13=-837/703 Structural wood sheathing directly applied or 5-11-9 oc 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; h=14ft; B=52ft; L=34ft; eave=6U; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 10-0-0, Interior(l) 14-9-11 to 19-2-5, Extedor(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 pending. 4) This truss has been designed fora 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-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=430, 9=249, 13=928. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6834 fi904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WINNING -Verify des/SOPerameterserd READ NOTES ON THISAND INCLUDED AMEKREFERANCEPAGEMO-7473 V. 10U 20f5REFORE USE Design valid for use only with MiTeM connectors. itTh6 design Is bated only upon parameters shown and Is for an Individual building component, not ��- a puss system. Before use, ire building designer must verty the applicability of design parameters and properly Incorporate this design Into me overall buiidingdesign.Bracing indicated atoprevent buckling oflndiva ltrusweboratorchordmembersonly. Additional temporary and permanent bracing is always requlred for stability and to prevent collapse with possible personal injury and properly damage, For general guidonce regarding the fobricaflon, storage. delivery, erection and bracing of trusses and true systems seeANSVr1`I7 Guolpy Cmetb. D55419 and SCSI Suldhp Component South,Informoibrrrvalloble horn Truss Plate Institute, 218 N. Lee Street, Sulie 312. Alexandrla, VA 22314. MiTek- 69M Parke East Blvd. Tampa, FL 33610 Job Truss Tnsss Type Oty Ply 62' Grand Canton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I W d TOP CHORD -MUST -BE BRACED BY EN"ACKS,- - ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Scale=1:60.6 3 = 3.6 II 3x6 = 6xa = 3x6 = 6xa = 44 = axe = e-o-o na-1 1B-6-o 26-0-0 3a-o-o e-o-o 1 3-1-1 1 7-4-15 1 7-6-0 N 3N7 1d Plate Offsets (X Y)-- [2:0.2-2 Edgel r3:0-3-8 Edge] [21:0-0-8 Edgel 124:0-3-8 0-3-0][27:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO, WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt B-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at JI(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8). 27= 1168(LC 8), 26=-1495(LC 8). 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23.=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18=-588/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22= 2271/1263, 6-9=-126/305, 9-11=-106/363, 11-14=-193/412,14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29= 247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176, 3-27— 1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=946/617, 18-26=-2412/1474,18-24=-846/1780,21-24=-35/351,4-5=-608/514,19-20=-335/305, 14-15=-556/407.11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=14ft; B=52ft; L=3411; eave :6ff; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ib uplift at joint 2, 116B lb uplift at joint 27,1495 lb uplift at joint 26 and 62516 uplift at joint 22. 8) Girder carries hip end with a-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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967lb down and 461 Ib up at B-0-0 on bottom chord. The designtselection 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 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ndard A WARNING-Vedtydeslgnp4/amefersend READNOTES ON 7MSANDWCLUDEDMn KREFERANCEPAGEMR74Mmv 1a 016BEFOREUSE. Design valid forum oNywith M706 connectors. This design Is based only upon parametersshown, and Is for on Individual bW ding component. not a truss system. Before use, the bukd1r g designer must veefy the applicability of coach parameters and property Incorporate this design Into the overall building design. &acing Indicated 6 to prevent buckling of InOlviduol truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllry and to prevent collapse with passible personal Injury and property damage. For general guldonce regarding the fabecation, storage. delivery, erection and bracing of trusses and truss systems, meANSVIPit Quo" CdLda, DSB419 and BM Building Component Saf Informationavolloble from Truss Plate Institute. 218 N. Lee street Suite 312, Alexontlrlo. VA 22314. ��- MiTek- 6909 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Ott, Ply Grand Carlton III with porch T73302396 M11323 GRA HIP 1 1 �6Z ' Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11=-1 Concentrated Loads (Ib) Vert: 29=-641(F)24=-641(F) 8.130 s Sep 15 2017 MIek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 2 I D:_elC1 cxC3izW?huls?ypJyuFUK-XSEZg9LDhnOwiDOcO6cpTEfaGKGyBpOvzlMFbvuKE O WANNINO-Veritydesfgnpawmefeo MdNEAR NOTES ON MEANDINCLUDEOMgEKNEFENANCEPAGEMIP74MMK. 10N 0155EFO11EUSE valid for use any with MBek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not Nat a Muss system. Before use, the building designer must verify Me oppllcabllily 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 wth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of cusses and truss systems. seeANSUVII Quality CrBr.M, DSB49 and SCSI Building Component 69M Parke East BNtl. Sabin NformaBornvo0oble Mom Taus Rate Institute. 218 N. Lee Sheet Suite 312, Alexandre, VA 22314. Tampa, FL M610 Job Truss Truss Type Oty Ply Grand Carlton III with porch T73302397 M11323 GRB HIP 1 1 �62' Job Reference (optional) Chambers Truss, Inc., Fad Pierce, FL 8.130s bep Ib2U1/ MI I eK Industries, Inc. wed Feb i ia:eu:ul zuio rage i ID:SrRaEyyrgO4M78G4raW BLW yuFUJ-TgMKFrNTDOedyW 4NkR84uuK1 w4_706XhNGETJTziuKC 1-0-q 8-"0 1&8-0 17-0-0 20-4-0 26-0-0 34-0-0 35-0-0 h-0-0 8-0.0 5-8-0 3.4-0 34-0 5-8-0 F 8-0-0 1-0-0 Scale=1:58.6 5x8 MT18HS= 4x10 = 5z8 MT18HS = 4.00 12 2z3 11 46 = 2x3 I I 1;4 4z6 = 3.6 II 5x6 = 6x12 = 6x12 = 1x6 = 3x6 II 4z6 DIu2 LOADING (psf) SPACING- 2-0-0 CS1. OEFL in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(ILL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Ved(CT)-0.3016-19 >820 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1531b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 53-14 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 Holz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=345(LC 8) Max Gray 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4£=-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=-15521774,4-14=-837/691, 7-13=-878/713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Muss has been designed fora 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 an 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 8531b uplift at joint 2, 2590 lb uplift at joint 13 and 3451b uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hangeds) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ib down and 461 lb up at 26-", and 967 lb down and 461 He up at 8-0-0 on bottom chord. The desigrdselection 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 (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. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 61 Parke East Blvd. Tampa FL 3361D Date: February 21,2018 A WARNING- Verity Eeslgnparamerera andREAD NOTES ON TNISANDINCLUDED MREKREFERANCE PAGEMIP74mrsv.?oVJc!015BEFOREUSE Design valid for use only with MRekG connectors. This design is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Miss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stabrity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 69M Palle East ISafety fabrication storage, delivery, erection and bracing of busses and fruss systems saeAN51/iPll QYaIMMyy Cmsdo, D5549 and BCSI Building Component Mformatbmvoiloble from Truss Plate Institute, 218 N. Lee SfreeL Suite 312. Alexontlrlo, VA 22314. Tampa, FL 336t o Job Truss Truss Type Gty Ply Grand Carlton III with porch T73302397 M11323 GRB HIP 1 1 �6T Job Reference o lional 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:SrRaEyyrg04M78G4raWBLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4 ?OBKhNGETJTaUKC LOAD CASE(S) Standard Concentrated Loads (lb) V e rtA 6=-841(F)-11=-641(F ) QWARNING- Ved1ydeslgnparameters4nd READ NOTES ON TN/SANO INCLOOEO MITEKREFERANCEPAGEMIF74"mre 14,113aV15HEFORENSE Design voila for use only with MBeM connectors. This tleslBn Is based only upon parameters shown, and 6 for an Intllvitlual building component. not a truss system. Before use, the building designer must verify me oppllcabllliy of de4n parameters and property Incorporate this tleslBn Into me 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 wm possible perwnol Injury and property damage. For general guidance regarding me fobdCatiCA storage. delivery, creation and bracing of trusses and truss system% WeANS1/IPII Gua�y CdteM, DS349 and BCSI BuildingGmpanenl Sabin asformotbrwollobie from Truss Plate Institute. 218 N. Lee Sheaf, SUHe 312. Alexontltla, VA 22314. MiTek' 6904 Perko East Bind. Tampa, FL M610 Job Truss Truss Type Ory Ply 62' Grand Calton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference o tional waomers cuss, mu., on tierce, rL 2 3x4 - 4.00 12 ID:xl?zSlzTbJCDIIrGPH1 OukyuFUI-TgMKFrNTDOedyW 4NkR84uuKBb47aOKfhNGETJTz1uKC LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ve art -0.00 7 >999 360 TCDL TO Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. lialsize) 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=-0(LC 7) Max Gray 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. 4 Scale = 1:7.8 PLATES GRIP MT20 2441190 Weight: 8lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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.Opst h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exier or(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 28 lb uplift at joint 3, 136111 uplift at joint 2 and 3 to uplift at joint 4. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWARNING-Yentytleslgnparemefemand READ NOTES ON TN/SAND INCLUDED MTEKREFERANCEPAGEMM17473.- fava2p15BEFORE USE Design valid for use only Wth MiTek®connectors. lhb design Is based only upon parameters shown, and Is for on Individual building component not ��- a truss system. Before use. the building designer musiverify the applicability of design parameters antl properly incorporate this design Into me overall bullding design, Bracing indicated is to buckling hdlvlduol lass web and/or chord members only, Additional temporary and permanent bracing MTek prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding fie Parke East Blvd. East fobrlcatlon, storage. dallvery, erection and bracing of trusses and truss systems, seeANSUIPil Quality CMMa. DS649 and lCSI Bidding g Component Saby N/omlalbnwaJable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL P Job Truss Truss Type Ply 62'GrandCadtonIIIwithporchT73302399 M11323 J4 MONO TRUSS r 1 Job Reference (optional) unamoers r ruts, Mo., ran I' erce, I-L 3x4 = o. rou a aep m .... mi r nrt inuusmes, inc. urea reu a ,v.m.oc m r o LOADING (psf) SPACING• 2-0-0 CS'. DEFL. in (too) Well Ud TCLL 2% Plate Gdp DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 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 WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mat LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 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=900LC 1). 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 14 lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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=4.2pst BCDL=3.Opst h=14ft; B=52ft; L=34ft; save=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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7lbuplift at joint 4. Thomas A Albanf PE No.39380 MTek USA, Inc. FL Chat 0634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWARNING-Vsfiry design pa1amel4rsend READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF74T3 rev. 1GVV?015eEFOREUSE Design valid for use only with MRekO connectors, This design Is based only upon parameters shown, and Is for an IndMduol bulidiing component, not a truss system. Before use, the building designer must verify the apprwbllay of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated b to prevent bucNhg of individual truss web and/or chord members only. Additional temporary and permanent bracing 6 always required for stability and to prevent collapse with potable personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection antl bracing of trusses and huss systems M MSVIPII Quaff CMedo. DSB49 and BCSt Bulding Component Safety Informatbrgvolloble from Truss Nate Institute, 218 N. Lee Sheet. Suite312 Alexandria. VA 22314. MiTek' - 6904 Parka East Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T73302400 M11323 J6 MONO TRUSS 8 1 Jab Reference (optional) GnamDers I russ, Inc.. Fort PlerCe, I-L 3x4 = 8.13u s Sep 15'2U17 MI I ex InauMnes, Inc. Wed Fee 21 142U:03 2U18 Pagel 6 0.0 LOADING (psq SPACING- 2-0-0 CS]. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(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 [net YES WB 0.00 Horc(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Ham 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. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3, 194 lb uplift at joint 2 and 8lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473ftx 1D=Ur15 BEFORE USE a Welk' 69M Parka East Blvd. Tampa, FL M610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T73302401 M11323 JB MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 12 3x4 cc 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:04 2018 Page 1 ID.tP6jtzLj7xSx_c fXi4uz9yuFUG-uP1 SutPMWJOCp—pyPZnWXybuH5UdhP73ES7woziuK9 Scale=1:17.4 8-0-0 Plate Offsets (X Y)— (2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 WB 0.00 Horz(CT) -0.00 3 n/a Ida BCDL 10.0 Code FBC2017/TP12014 Main% -MP Weight: .261b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-M no bracing. REACTIONS. (Ib/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - Matt Comp./MaK Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=Gft; 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 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 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 Ib uplift at joint 3, 228 lb uplift at joint 2 and 151b uplift at joint 4. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WAIll Varitydeelgnparametersend NEAONOTES ON 7NISANO INCLUDED)RIEKNEFERANCEPAGEMA-747atev. IoTst2a15aEOSE USE Oes[gn valid for use only wim MlTeld]) connectom fib 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 me opplicobiilly of design parameters and properly Inca porote 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 with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of Masses and truss systems, seeANS"ll Quality Cmrrda, DSB49 and BCSI Building Component 6904 Parke East 9Nd. Safety Infarmatianc noble from Truss Plate Insfitote, 218 N. tee Sheet. Suite 312, Nexandri¢ VA 22314, Tampa, FL 33810 Job Truss Truss Type Oty, Ply Calton III with porchT73302402 M11323 KJB MONO TRUSS 4 1 F62G,—anl eference o lional chambers Thus, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 ID:Lcg54J7LuEancmZr4Qb7WMyuFUF-Mcbr5C0_Hd83Q8O9zHD02kUrohRsMI VGHuCgSEziuK8 Scale=1:20.3 3x4 = 5 3x4 = 7-34 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 ]nor NO WB 0.46 Horz(CT) 0.02 6 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 44 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SO M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SO 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=466FLC 1), 6=590(LC 13) FORCES. (lb) -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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 Wit 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 205lb uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)4o-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 OWARNNG-Verity Ees/gnp---h..ndR RD NOTES ONTHISANDMCLUDEDMREKBEFENANCEPAGEMI474MMI laM. 01SBEFONE USE Design valid for use only with MTe 0 connectors. This, design Is based only upon parameters shown, and Is for an Individual bulding component, not a truss system. Before use, the bulding deAgner must verify the appllcablllty of design parameters and propelly Incorporate this design Into the overall bufldingdesign. Bracing Indicated a to prevent bucklingofIndividual insssweb and/or chord members only. Additional temporary and pennanentbracing MiTek' Is always requked for stablllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcaeon, storage, delivery, erection and bracing of trusses and Ines systems, seeANSVIPII Quality CMelo, DS049 and BCSI Building component Safety Informationcvallable from Truss Plate Institute. 6904 Parke East Blvd. Tampa, FL 218 N. Lee Street, Sulte 312, Alexandrla VA 22314, 33610 symbols PLATE LOCATION n4� AND ORIENTATION " Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/ r 0-1 ' Id For 4 x 2 orientation, locate Numbering System 6u48 dimensions shown In ft-In-sixteenths I I (Drawings not to scale) 1 TOP CHORDS 3 Cl-2 cza Gra4may OU,3O O VX1 asx°P U 0 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-brocing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves 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 Oa c�a cat csa plates 0-'fie" from outside BOTTOM CHORDS all other Interested parties, edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE Joint and embed fully. Knots and wane otjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/IPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate lac lion decals available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/rPI 1. software rupon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SQ PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber B a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and 17 Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the in all respects, equal to or better than that specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if Indicated. Lumber design values are in accordance with ANSI[TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing. or less, if no calling Is Installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior l (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. ��e 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, IT�,\11(— ANSI/rPi l Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015