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HomeMy WebLinkAboutTRUSS PAPERWORKPermtt1n9 a v St E�tle�rrfiagt n11, RE: 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 SCANNED Lot/Block: Model: Mf1323 BY Address: N/A Subdivision: St Luole County City: PORT.ST LUCIE State: FL 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13302390 a 2/21/18 21 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 41 T13302393 a7 2/21/18 51 T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 71 T13302396 gra 2/21/18 8, T13302397 grb 2/21/18 9 T13302398 j2 2/21/18 10 T13302399 14 2/21/18 11 T13302400 16 2/21/18 12 T13302401 18 2/21/18 13 T13302402 kjB 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 Engineers Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORT,I 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. FILE COPY :�`��• • � NSF '92��: 393B0 ' O: :cc TATE OF .'tt/Z 'OTC'•. < O R l O P,: �Z4e,� Thomas A. Alban) PE No.39360 Mrrek USA, Inc. Fl. Cen 6634 6904 Parke East Blvd. Tampa Fl. 33610 February 21,2018 n.n... 1 of 1 Albani, Thomas Job Truss Truss Type City Ply 62' Grand Carlton III with porch ' T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 -7-ID:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xI dITrGI?CZ34-I0G-0GmZX11113xauKp K 70.0 rr 5-0- 4-1-3 -0-0-7 125413 43 21-7-3 ]-43I 9-6fi13 0 4.00 12 4x5 27 Scale = 1:57.8 US = 2x3 II 4x6 = 3x8 = 3x8 = 46 = W II US = LOADING (psf) SPACING- 2-M CSI. DEFL, in (loc) I/defl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Hom(CT) 0.12 10 Na rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1631la FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTION& (It/size) 2=136210-8-0.10=1362/0-8-0 Max Hoa 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (to) 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=61b Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-4-13, Interior(l) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 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 fora 10.0 fast bottom chord live load nonconcurrent with anyother live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ill down and 47 Ib up at 15-0-0, and 50 lb 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(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 9-6=-54,6-11=-54,18-21= 20 Concentrated Loads (Ib) Vert: 26= 50(F) 27=-50(F) Thomas A Afoul PE No.39380 MiTek USA, Inc. FL Cart 0634 III Parke East Blvd, Tampa FL 3361D Date: February 21,2018 Q WARNWG-Ver/IydesfenperemeferaendNEAD NOTES ON 7NLSANDMCLUDEDMDEKNEFERANCEPAGEMS7473®v. 1Gi03f?015eEFONEUSE Design volld for use only rem Mil connectors. this tleslgn Is based only upon parameters shown, and Is for an Individual bu IdIng component, not a truss system.pefore use, the building designer must verify the oppllcobllity of design parameters antl property Incorporate this design Into the overall bulltling design. Bracing lncilcated is to prevent buckling of Individual truss web and/or cnord members only. Additional temporary and permanent bracing Is always requtredfor stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, seeANSVTPI I Qualppsy. CMorb, DSB49 and Il Building Component Safety InfannatbnavaYpble from Truss Plate Institute, 218 N. We Sheet Sulie 312 Aiexondl VA 22314. rsq M(Tek' 69N Parke East Blvd. Tampa. FL U610 Jab Truss Truss Type Oty Ply 62' Grand Canton III with porch 4 T13302391 M11323 AS SPECIAL 9 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 6.130 s Sep 15 2017 MiTek Industries. Inc. Wed Feb 21 14:19:54 2018 6 0 4.00 12 5x8 II S03I0=1:59.8 m I 5x12 = 2x3 II 3.6 = 3x12 = 2.00 12 10-6-4 20-4.8 W-4-0 34-D-0 70-fi-4 9-104 5.11.8 7-8-0 Plate Offsets (X,Y)-- t2:0-1-15,Edgel, (4:0-3-0,Edgel, f10:0-0-6,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WE 0.60 Horz(CT) 0.36 10 rVa rVa BCDL 10.0 Code FBC2017/TPI2014 Mobil Weight: 1551b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puriins. BOT CHORD Rigid ceiling directly applied or3-9-12 oc bracing. WEBS 1Row at Ill 6-14 REACTIONS (lb/size) 2=131210-8-0, 10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) 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=-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=4.2psf; BCDL=3.Opsf; h=14f1; B=52ft; L=348; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interion1l) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 17-0-0. Intedor(1) 20-6-4 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=803, 10=803. Thomas A. Albans PE 1,109360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WANNWG-Ved/ydesf9npammeferaand HEADNOTES ON THISANDWCLUDEDMREKNEFENANCEPAGEM674TJmv. 101,0340155EFORE USE Design valid for use only with MQek@ connectors. Thb design Is based only upon parameters shown, and Is for on IndNidual bulltling component not a truss system. Before use, the bul ding designer must verify the applicabllny of design parameters and properly hcowncte this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addl9onal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with powllble personal II and property damage. For general guldonce regarding the fabrication, stoioge, delivery. erection and bracing of trusses and tnra systems, seeANSI/IPII CualBy CMrrda, OSB-09 pnd BCSI Bu6tllnp CompOnmt 6904 Padre East Blvd. Spby N/Ormafbrpvallable from Truss Plate Institute, 218 N. Lee Street, Sutie 312. Alexandea; VA 22314. Tampa, FL 33610 Job Theses Truss Type Oly Ply Carton III with porch T13302392 M11323 A6 SPECIAL 1 1 �62'Grend Job Reference o Bonal Chambers Truss, Inc., Fort Pierce, FL 8.130 a Sao 15 2017 Ml I ek Indufill'i Inc. Wed Feb 21 14: Scale=1:61.9 4.00 F12 GxB = 5x6 = 5x6 = 2x3 11 3a6 — 3,02 = 2.00 12 LOADING lest) SPACING- 2-0-0 CSI. DEFL. in (Ion) Vdefl 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) -0.9214-17 >443 240 MT16HS 244/190 BCLL 6.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 Na Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 157 lb FT=O% LUMBER- BRACING - TOP CHORD, 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or2-2-0 Go pudins. 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 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2— 169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. CompAAM Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 56=-2314/1551, 6-8=-239a/1533, B-9=-3199/1981 BOT CHORD 1 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13=-179/522,8-12=-893/660, 8-11=01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14h; B=52tt; L=34ft; save=6B; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 24-13 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 nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 100lb uplift at joint(s) except at=lb) 2=803, 9=8D3. Thomas A. Albanl PE No.39380 kliTek USA, Inc. FL 16634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AWARNING -VeNfydeNfrnparameferaandREADNOMSONMZMDWCLUDEDMI/EKNEFEMNCEPAGEM/N4M..lNelfaf6BEFOREUSE Design valid for use only WM MOek® connectors. this design Is based only upon parameters shown and Is for on Individual building component, not a Imss system. Before use. the bulling designer must verify me appileabeiry of design parameters and property Incoporcle this design Into the overce building design.', Bracing indicated is to prevent bui of mdWlduai muss web and/or chord members only. AddlPonaltempororyondpennanenibrocing MiTek' Is always required for stability and to prevent collapse with possible personal in)ury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and tol of muses and mas systems seeANSVm1t Cuauty Cifferia, OSEd9 and 5C51 Building Component 69M Paine East Blvd. Safety mformatbrpvallabie from Truss Elate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Carlton III with porch • T73302393 M11323 � A7 SPECIAL 1 1 �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITeK Indusmes, Inc. Wed Feb 21 14:19:56 2018 Page 7 Scale=1:60.8 5x8 = x nn 5x6 = 3r,12 = 2.00 5x12 = 2x3 II 3.6 = 12 04 I 4-0-0 I 204-2511-15-s162--7-7 A-0 Plate Offsets (X,Y)-- (2:0-1-15,Edge1 (4:0-4-0,0-2-31, f7:0-0-2 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES W B 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 147 lb FT=0% 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. (Ib/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Hom 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11— 1466/2647,4-10=-812/448,5-10= 205/487, 6-10=-785/575, 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 4-0-2 oc bracing. NOTES- 1) Unbalanced'mof 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.Opst h=14ft; B=52f ; L=34N; eave=6B; Cat. II; Exp C; End ., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-4-13, Interfor(l) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 DO 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 ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=803, 7=803. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWARN/NG- Verlry daUgnpmamelersend READ NOTES ON THSAND/NCLUDED MREKREFERANCEPAGEMLL74Vrev. 101AV1015 BEFOREDSE Design valld for use only with MOelde connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bulltling designer must veefy the applicability of tleslgn parameters and properly Incorporate this tleslgn Into the overca building design.;, Bracing Indicated is to prevent buckling of lndMtlual buss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stobllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erection and bracing of trusses and truss systems sae SVIP11 Cug81y CrBuO; DSB-89 and SCSI fluSdhly Component 6904 Parke East Blvd. Safety Inforoatlonovallobie from Truss Pote Immune, 218 N. Lee Sheet, Butte 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Thus Type Ory Ply 62' Grand Calton III with porch • T73302394 M11323 A8 SPECIAL 1 1 Job Reference (optional) Chambers .., me., ran rre6e, rL a.roos eey m mu rvi, en umuae,a> nm. vcu Fab c, r,. m.o, cam rage, ID.W SJgpGwalPpeur6hk9UjG5yuFUL-b36pOTKzAABCTmcVb48k29LBTZgUMw5SfGFAiauKG &4 I 12-4 I 12-08OI 4..812 3432 0814 -01 B-0 4-0 28-12 9-A-4A 35.40 Scale = 1:60.6 5x3 — 3x4 2x3 II 5xB = = 4.00 12 4 21 5 6 22 7 o.n a 12 11 sx12 = 3x4 = 4x5 = 3xiz = 2.co 12 LOADING (ps, TCLL 20.0 TCDL Y.0 BCLL 0'.0 ' BCDL 10:0 SPACING- 2-" Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.78 BC 0.90 We 0.69 Matrix -MS DEFL. Vert(LL) Ver(CT) Horz(CT) in (roc) Well Ud 0.65 12-13 >624 360 -1.0812-13 >379 240 0.33 9 n/a n/a PLATES MT20 MT18HS Weight: 15416 GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=131210-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb)'.- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4= 5117/3183, 4-5=2911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762,8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13=-396/420,4-13=-1028/1721,5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12= 294/391,7-11=-374/691, 8-11=-535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph: TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34h; eave=6N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 24-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and fames & 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 pat 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 betweemthe bottom chord and any other members. 7) Beading at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert 669 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNIN41-Ve11y7desl1mperamerereand READ NOMSONMI ANDINCLUDEDMREKREFERANCEPAGEN1474".V. 1�158EFOREUSE Design valid for use anlywM Mnek0 connectors. ibis derrgn Is based only upon parameters shown, and Isfor on IndNidual building component, not a huss system. Before use, Me bW dhg designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldIngdesign. BrachipMclicated4toprevent budding ofyrdMdualft=webadlorchord membersoNy. AcidiDonaltemporary and permanent bracing MiTek- Isalwaysrequiredforstabilityantltoprevent collapse with possible personal byury and property damage. For general gddcnce regarding the fabrication, ecrage, doWery, erection and bracing of trusses and lama systems. seeANSWIj CGCDty CrEeM, DSB49 and BC51 BuDdYrp Component 6904 Parke East Blvd. Safety Mformallomvallable from raze Rafe InsMNe. 218 N. Lee street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Thras 62'Grand Cadton III withporchT13302395 I 7tyPly M11323 ]Tru&sType A9 HIP 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.iau s ser, 1n ,no. wea reD zs 14ae:aa zuia 40 = 4.00 12 4 3x4 = 24 525 2[3 II 26 6 27 4x8 = 7 Scale=1:58.6 19 1L 3a5 = 3x8 = 3.6 = 6x8 = 3x6 = 3x4 = 3x5 10-0-0 2D4.0 24P0 3400 Plate Offsets (X,Y)-- f2:0-0-14,Ed0e1. 17:0-5-4,0-2-01, 19:03-14,0-1-81 LOADING (psi) SPACING- 2-M CSI. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.18 11-21 >917 360 MT20 2441190 TCDL �.0 Lumber DOL 1.25 BC 0.54 Ved(CT) -0.3811-21 >432 240 BCLL 0.0 • Rep Stress Incr YES WE 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 101.0 Code FBC2017/rP12014 Matrix -MS Weight: 1561b FT=O% LUMBER- BRACING - TOP CHORDI 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP N0.3 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=ASD(LC 10). 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1276/1025, 33= 9131708, 4-5=-829/705, 5-6=-565/807, 6-7=-565f807, 7-8=-104/278, 8-9=-3411235 BOT CHORD 2-15=-836/1187, 13-15=34/309, 11-13=-256/348, 9-11=-124/304 WEBS 1 3-15=-4251501, 5d5=-444/665, 5-13=d215/1079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7-13=-8371703 Structural wood sheathing directly applied or 5-11-9 do puriins. 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'17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Cpsf; h=14fq B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpk0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 10-0-0, Interior(1) 14-9-11 to 19-2-5. Exterior(2) 24-M to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOLL1.60 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 nonconcument with any other live loads. 5) ' 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-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 1001b uplift at joints) except OW ) 2=430, 9=249� 13=926. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Perko East Blvd. Tampa FL 33610 Date: Fehmary 9l 901 A A WARNING- VerKydeslgnparametamend BEADNOTWONMZMDNCLUDWa KNEFERANCEPAGEM674Mrev. 1011342015BEFOBEUSE Design valid far use only won MBek® connectors.lhs dedgn is based only upon parameters shown and is for an hdNdual bullding component not a true system. Before use, the building designer mint verity the appacoluMly of design Parameters and propedy incoryorale this design Into me overall bulltlingdedgn.Brachg Indicated Is to prevent bucldhg ofhdivIduat truss web ardlor chord members orry. Additlanaltemporary and permonentbracing Is always required for stabaity, and to prevent collapse with posvble personal lryury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hums and tnas systems seeANSIFIRI Quality CrMM, DSS-09 and 501 Building Component satisfy brformatlewaioble from Truss Rote Institute. 218 N. Lee Sheet Sute 312. Alexandria, VA 22314. WOW 690C Parke East Blvd. Tampa, FL W610 Job Truss OIY Ply 62' Grand Carlton III with porch • T133D2396 M11323 �Trusl;Type GRA HIP 1 1 Job Reference o Bonal Chambers Thus, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I ek Inamtnes, 1m. Wea FOD "21 14:19:b9 2U18 1;_6 d TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURHNS AS SPECIFIED. Scale=1:ffla I 3x6.- 35B 4 It 3x6 = 6xB = 3x6 = 6x8 = 4x= fiB= li-Do H-1-1 1B-&0 26-0-0 34-PO 8-0-0 3-1-1 ]-415 7-6-0 8-0-0 Plate Offsets (X,Y)-- [2:0-2-2,Edgel, [3:D-3-8,Edgel, [21:0-3-8.Edael, [24:0-3-8,0-3-0L I27:0-3-8,0-3-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) 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 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.2429-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 HOR(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 194 to FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS.I All bearings 0-8-0. (lb) Max Ho¢ 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 It, or less at joim(s) except 2=487(LC 17). 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-58B/1209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18=-58B/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=-60a/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 b-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ff; B=52tt; L=34ft; eave=68; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap 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 fora 10.0 pat bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechlanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27. 1495 Ill, uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder caries hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 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. Alban! PE No.39360 61Rek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21.2018 ndard Q wARNvvG-VeNy Oeign panmelenand REAONOIES ON MMANOWCLUDEOMREKREFERANCEPAGEMl4]4".V.. 10e12015BEFOREUSE valltl for Use onlyw8h M00k® Connectors. Rh deign is bosoo only upon parameters shown, and b for an IndNitlual bulltling component; not a buss system. Before use, the GBtling designer musfvenry me aPWkabaeY of tle9gn parameters antl WOPedy Incorporate ttJs tlesign Info the overall buliOing tlesign.Bradng lntllwletl bto prevent bucBing of NtlMtlu0l buss web and/or chord member only. Atltll6onal temporary antl pennanenf bracing Is always requketl for stab08y antl to Drevent cdlapsa corm Ixtm'ble personol Injury antl properly tlamage. For general guitlance regartling Ma fob0cotlon storage. tlelNery, erection antl Orodng of busses antl bias systems seeANSUfPn Du CdMM, D9B419 mid aC31 GIIBFg Component S.F. mfomtolbnova0abie ham Truss Rote Insefs4e. 218 N. Lee Sheet. Suite 312. Alexontlrl¢ VA 22 14. Awl' MiTek' 6904 Parke East BWd Tampa, FL W610 Job I Truss Truss Type Oty Ply Carton III with porch T73302396 M11323 GRA HIP 1 1 �62'(Grand Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8,130 s Sep 15 2017 MTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 2 ID_etC1 cxC3ixV V?huts?ypJyuFUK-%S EZg91DhnOwiDx7cO6cpTEfaGKGyBpOvzlMFbauKE LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11=-126(F=-72), 11-21=-126(F=-72) Conceritrated Loads (lb) Vert: 29=-641(F) 24=-641(F) OWARNING-Verlrydeslgnsommetemand READNOTES ON TH4SANDWCLUDEDMREKRFFERANCEPAGEM/F74Mmre 1NDY1015BEFOREUSE Design valid for use only wIM MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a fmss system. Before use, me building designer must vedy the oppllcabllity of deSlgn parameters and properly incorporate the design Into the overall building design., Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addlllonai temporary and permanent bracing MiTek' Is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcollort storage, doWery, erection and bracing of trusses and truss systems, seeANSUfPII CuoltlByy Criteria, DSB49 and BC81 brSdhO Component 6904 Parke East Blvd. Safety Infoonollonavalloble from Truss Plate Institute, 218 N. Lee Sheet Suite 31Z Alexontlrio, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply Grand Carlton Ili withporch T73302397 M11323 GRB HIP 1 1 �6Z Job Reference (optional) Chambers Truss, Inc., Fort Plerae, FL a. i 30 a Sup sa 2017 niu mui en dwu , u ma w. rreu Fvb 20.01 201 a rage , ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4 7Q6xhNGETJTziuKC 1-0-0 &0.0 13-8-0 17-0-0 I 2g-4.0 26-0-0 34.0-0 35-0-0 8.0.0 5- O 3.4-0 3-4-0 5.8.0 8-0-0 1-o-0 Scale=1:58.6 Sx8 MT18HS = 4x10 - 5x8 MT18HS= 4.00 f 12 2x3 11 4x6 = 2.3 II 46 = 3x6 II Sx6 = 6x12 = 602 = Sx6 = 3x6 II 4xfi = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 16-19 >820 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WE 0.90 HOr2(CT) 0.06 9 n/a Iva BCOL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=1269/0-e-0, 13=4057/0-8-0, 9=474/0-8-0 Max Hom 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15). 9=528(LC 14) FORCES. (lb) -Max 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=-2627733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-1552(774, 4-14=-837/691, 7-13= 8787713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814, 6-13=2198/1807 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8531b uplift at joint 2, 2590111 uplift at joint 13 and 3451b uplift at joint 9. 8) Girder caries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 967 lb down and 461 lb up at 26-0-0, and 967 Ib down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert:i'1-3=-54, 3-8=-13l(F=-77), 8-10=-54, 16-17- 20, 11-16=-49(F=-29), 11-20=-20 Thomas A Albani PE No.36360 MTek USA, Inc. FL Cert 6634 6304 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING -Veleydesl9npammefersend BEAD NOTES ON TN/SANDINCLUDED MREKBEFEBANCEPAGEMl47473mv. 1¢PoY1015BEFOBE USE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a fruss system. before use, Me building designer must verify fine applicability of design parameters and properly Incorporate this design Into the overall building deslgg. Bracing Indicated is to prevent buckling of lndMdual hues web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. SeeANSVWII criSy Criteria, DSB-09 and BCSI Building Component 69N Parke East Blvd. Safety Infonnatbrpvallable from Truss Rote Institute. 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply Grand Cadton III with porch T13302397 M11323 GRB HIP 1 1 �6Z Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wert Feb 21 14:20:01 2018 Page 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1w4_7O6XhNGETJTyuKC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) ,&WARNING,Pedly Ceslgnparameten and READNOTE5 ON MIS AND/NCLODEDMGEKREFE8ANCE PAGE MLL70]arc¢ IavaG015eEF08ED5E Design valid for use only with MBek® connectors. Uls design Is based only upon parameters shown, and Is for an Indlvldual building component, not a truss systeml Before use, the bulltling designer must verify the applicabllity, of tleslgn parameters and property Incorporate thB design Into the overall bulltling design, Bracing Indicated is to prevent bucWing of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcotlam storage, delivery, erection and bracing of trusses and truss systems, MOANSUIPII QUO' Cdfedo, D3689 and SCSI Building Campoamt 6904 Palle East Bind. Safety Infomrhtionovoiloble from nuss Plate Institute. 218 N. Lee Street Suite 312, Alexontlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type OfY Ply 62' Grand Canton III with porch T73302398 M11323 J2 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 5.13U s Sep 1 L 2ul y MI I eK InaUStneS, me. weal VeD G1 14:2U:U1 ZU1 Is rage 1 ID:x17zSIzTbJCDIIrG PHI OukyuFUI-TgMKFrNTDOedyW 4NkRB4uuKBb47a0KfhNGETJTziuKC Scale -1:7.8 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Merril Weight: 8lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-M oc puffins. BOT CHORb 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3= 28(LC 10), 2— 136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed 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 hearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February21,2018 QWABNING+VedfydeaignpammefemandflE DNOTES ON TN/SAND INCLUDED MREKBEFENANDEPAGEMO-7479mv. 10=015BEFONE USE Design valid for use only with MSek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a thus system. Before use, the building designer must verify the oppiicablllty of design parameters and properly Incorporate this design Into the overall bulding design. Bracing lndlcated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fob6coll storage, delivery, erection and bracing of busses and truss systems, seeANSWII Quo 2fy CfIl DSB49 and SCSI Suldbp Component 6904 Parke East Blvd. Safety Information Noble from Truss Plate Institute. 218 N. Lee Street Sure 312. Nora tlrl¢ VA 22314, Tampa, FL 33610 Jab Truss Truss Type Oly Ply 62' Grand Cadton III with porch T73302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) cnamoers I russ, Inc., ran rlerce, rc 3x4 = ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-yIWTBN5imUZgfalBtJR6sl_UP79mgbv DswzluKB LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d TCLL P,0.0 Plate Grip DOL 1.25 TC 0.39 Ved(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 ]nor YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP N0.3 BOT 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=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 2441190 Weight: 14 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing. 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 Ib uplift at joint 2 and 7 Ib uplift at joint 4. Thomas A Albani PE No.39380 MTek USA, Inc, FL Cert e634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 ,&WARNING-Verllydesl9nP4remetemend REAONOTES ON THISANOINCLUOEDWEKREFERANCEPAGE1V 74ointy 101112015BEFOREUSE Design valid for use only with MBek® connectors. This tleslgn is based only upon parameters shown, and is for an IndNldual building component, not ��- a truss system. Before use, the building designer must verify the opplicablllty, of dedgn parameters and properly Incorporate thus tleslgn Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, AddlBonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, orectan and bracing of trusses and buss systems. seeANSVIPI I Qua[ NV CMpdo, DSB49 and BCSI Building Component' Safety InformationG"oYabie from Truss Plate Institute. 218 N. We Sheet. Suite 31Z Alexandra, VA22314. 69N Parka East Bird. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Gmnd Cadton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.130 S Sep 15 207 MI I eK Incu mes, Inc. Wed i-eo 21 14:zu:u3 Zulu Page 1 3x4 = LOADING (psf) SPACING- 2-0-0 CST. OEFL in (roc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.36 Ved(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 - Rep Stress [nor YES WB 0.00 HDrz(CT) -0.00 3 n1a n/a BCDL 10!0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3= 131(LC 10), 2=-194(LC 10), 4=-B(LC 10) Max Grav 3=145(LC 1). 2=279(LC 1). 4=102(LC 3) FORCES. (Ib)i-Max. CompJMax. Ten. -All forces 250(Ib) or less except when shown. Scale=1:14.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directlyapplied or6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL1{.2psf; BCDL=3.Opsf; h=14ft; B=52B; L=34f1; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 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.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 hearing plate capable of withstanding 131 Ill uplift at joint 3, 194 lb uplift at joint 2 and 816 uplift at joint 4. Thomas A. Albani PE No.39380 Mirck USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AWANNING-Vedrydesfgapersmeters and READ NOTES ON MMANDWCLUDEDM?KNEFENANCEPAGEMX74n3m. 10=20158EFONE USE Design volld for use only wim MBe& connectors. this design is based oNy upon parameters shown and Is for an Individual budding component not ��- a Inm system. Before use, me buliding designer mint verity Me opplicabaily, of design parameters and property Incorporate this design into the overall bulldIngdeslgn.&aa6glndkcWedBtoWwentbucklingolindMdudhusswebond/orchudmembersordy. Addinonaltemporary and permanent bracing M!Tek' B always required for sloNity, and to prevent collapse wiih possible personal Injury and property domogo. For general gUdance regarding the fabricafloa storage. delivery. erection and bracing of husses and has systems seeAN5UIPII CuaOy Cmedo, DSB-89 and BCSI Building Component 6sa4 Parke East Blvd. Safety hrformallary vaimble ham Tnos Rate InstiVo. 218 N. We Sheet. Strife 312. Alexondrla VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply Calton 111 with porch T13302401 Ni 11323 J8 MONO TRUSS 20 1 �62'Grand Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 5.130 s Sep 152017 MI I el, Mclustnes, Inc. Wed FED 21 14:20:U4 20111 3x4 5 Scale = 1:17.4 Plate Offsets,(XY)— 12:0-3-140-1-81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/19D 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 Ho2(CT) -0.00 3 n1a rVa BCDL 1010 Code FBC2017ITP12014 Matrix -MP Weight: 261b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Harz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Gran, 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb),- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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, 2281b uplift at joint 2 and 151b uplift at joint 4. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cent 0834 6904 Parke East Blvd. Tampa FL 33610 Date: February21,2018 Q WARNING -Verily design parameters endAEAO NOTES ON TNSANOMCLU0Ep6UiEXREPERANCEPAGEW74nmr 1GD31?015SEFVRE USE. ��• Design valid for use only with Mneklaconnectors. This design Is based only upon parameters shown, and Is for an Individual buiding component, not a truss system. Before use, the bmlding designer mustverify, the applicability, of design parameters and properly incorporate this design Into Ste overall building design. Bracing indicated is to prevent hoaxing of IntlNWual buss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllN and to prevent collapse with pos,Mle personal Inlury and property damage. For general guidance regarding the fobriconon, storage, delivery. erection and bracing of trusses and Muss systems, seeANSURII Quality CmnB, DS949 and SCSI Building Component 69M Parke Bast Blvd. Safety mfotmatbnWoilable from Trust Rate Insflfufe, 21B N. Lee Sheet. Sulfa 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Oty Ply T73302402 M11323 KJ8 �TrussType MONO TRUSS 4 1 �62'GrandCaftDnIIIwfthpomch Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 1420:05 2018 Page 1 ID:Lcg54J7LuEancmZr4Ob7WMyuFUF-Mcbr5CQHd830809zHD02kUrohRsMIVGHuCgSEziuK8 -1-5-0 7-3-4 k 11-3-0 1.5-0 7-3A 3-11-12 Scale=1:20.3 3x4 = ...... �. 5 3.4 = 7-34 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (too) Vdefl L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.07 7-10 >999 360 MT20 244/190 TOOL 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 Hor4(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 44 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 12x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC B), 2=-305(LC 8), 6=-286(LC 8) 'Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236t755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins. BOT CHORD Rigid ceiling directly applied or B-9-6 oc bracing. 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); 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.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M 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 lb 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 CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=l.2$ Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)4O4=-152(F=-49, B=49), 8=0(F=-10, B=10)-to-5=-56(F=-18, B=-18) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: February21,2018 Q WARNNG-Vetlfydes,9 peremefemanOBEADNOTES ON MSANOWCLUDEDMREKBEFEKANCEPAGEMX74TJrev. fa=015BEFORE USE. Deslgnvolidforuse onlywith Mrfak9connochxs.lhB design Is bas&doNyuponparometers shown, and lsforanlndivldual bustling component not �� a hus system. Before use, the building designer must verify Me applicaUty of deygn parameters and property Incorporate this design Into fine overall buatling design. Bracing Indicated is to prevent buckling of hdMduat huss web and/or chord members only. Additional temporary and permanent bracing MiTek* 7 Is always required for stablllty and to prevent collapse with possble personal lnlury and property damage, For general guidance regarding the fabreWon, storage,delivery, erection and bracing of buses and truss system& S00ANSI/1911 QuoBty Offers. DSB49 and SCSI Buldhg Component Safety InfommdJo6avcaoble from Truss Plate Institute, 218 N. use Street. Suite 372. Alexoncrlm VA 22314. 69N Parke East Bind. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O 171dr T T For 4 x 2 orientation, locate plates 0- ha" from outside Numbering System 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS CI-2 �� WX4 p S� c m y p O a 3 pp 0 a O Q- c7a csa 0 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orx-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS edgeof 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 join} and embed fully. Knots and wane at join} required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/PI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate on details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/rPI 1. softwareoOrf upon rBQU65t.. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ]CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10, Camber is a non-structural consideration and is the 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, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and ^� /yam 7 Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at CYy// output. Use T or I bracing spacing Indicated on design, if indicated. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling 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 otter truss member or plate without prior (supports) occur. Icons vary but © 2012 MTekO 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. _� yp 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult wth Industry Standards project engineer before use. ANSIITP11: 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. a is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with - -- - - Guide to Good -Practice foo)))r-HanndIing, - - - ---k- - - -- - - ANSI/r1'I 1 Quality criteria - - Installing & Bracing of Metal Plate ' Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015