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TRUSS PAPERWORK
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 Lot/Block: Model: M111323 SCANNE® Address: N/A Subdivision: BY City: PORT ST LUCIE State: FL St Lucie CO11 }1, General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show SpQ al 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 coriforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. I. Seal# Truss Name No Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 grb 2/21/18 9 T13302396 12 2/21/18 10 T13302399 14 2/21/18 11 T13302400 16 2/21/18 12 T13302401 8 Vi18 2/21/18 13 T13302402 2/21/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPOIjTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSIlrPI 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. lofI FILE COPY �i� Cis • t,0 R �?• • C?�,�: %%%% Thomas A. Albans PE No.39360 Mfrek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 Albani, Thomas DEC 64 Zola 323 IA (COMMON 19 I 1 I T13302390 4.00 rl2 4x5 = 27 Scale = 1:57.8 17 - 15 14 lC 3x6 — 2x3 II 46 3x8 = 3.8 = 4x6 2x3 II 3x6 = I 6-7-13 12-413 21-7-3 27-4.3 34-0-0 6-]-13 9-2-7 5-9-0 6-7-13 Plate Offsets (X Y)— f2:0-0-2,Edae) f10:0-0-2 Edge) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 - Rep Stress ]nor YES WB 0.65 Horz(CT) 0.12 10 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 6) Max Uplift 2=-832(LC 10), 10=-832(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pur ins. BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5= 2771/2031, 56= 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=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 31-73 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 Oaf bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 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) of other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 471b up at 15-0-0, and '50 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6— 54, 6-11— 54, 18-21=20 Concentrated Loads (Ib) Vert: 26=-50(F) 27=-50(F) Thomas A. Alban PE No.39390 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 Q WARNING(- Vedlydesign poramerem and BEAD NOTES ON TASAND INCLUDED MNENREFERANCEPAGE111O7473rey. 1ONa401SBEFORE USE. Design valld'or use only wlh TP11 connectors. This ❑eslgn Is basetl only upon parometers shown, and Is tar on Indlvlduai building component, not a muss system., Before use, the builoing designer must verity the oppllCobillty of tlesign "ammeters and properly Incorporate this tlesign Into the overall bulltling deslign. Bracing Indicated is to prevent buckling of Individual truss web antllo'lld members only. Additional temporary and peimanant bracing MiTek' r always required for stablltiy no to prevent collapse with possible personal lnlury and property tlamage. For general guidance regarding he fabtication, storage, delivery, erection Ontl a Vng of husses and muss systems seeANSi/IPII COOTIry CMedO, OSB-09 and SCSI Buadhp C9mppnpnt SaleN Informalbrxsv."able mom Truss Plate Institute. 218 N. Lee Street State 312, Alexondrlo. VA 22 114. 6904 Parke East Blvd. Tampa, FL 33610 T13302391 d 4.00 12 ass II Scale = 1:59.8 13 12 5x12 = 2x3 II 3x6 = 302 2.00 12 10-6-4 20.4-8 26-0.0 34-0.0 70.6.4 9-10-4 &11.8 ]-8-0 Plate Offsets(X,Y)-- 12:0.1-15,Edge1.14:0-3-0,Edge1.f10:0-0-6,Edge1 LOADING (pst) SPACING- 2-M CSI. DEFL. in (loc) Udell 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 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n1a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 155 lb FT=O% LUMBER - TOP CHORD 12x4 SP M 30 BOTCHORD i2x4 SP M30 WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP M 30 OTHERS 2x4 SP No,3 REACTIONS. (lb/size) 2=131210-8-0, 10=1312/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2= 803(LC 10), 10_ 803(LC 10) BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 1Row at midpt 6-14 FORCES. (lb) - Max. CompJMax. Ten. -All tomes 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, 1 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.Opst 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, Extedor(2) 13-7-3 to 17-0-0, Intenor(1) 20-6-4 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 for a 10.0 psf bottom chard live load nonconcurrent with anyother 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=803, 10=803. Thomas A. Alban! PE No.39360 MTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February21,2018 Q WAeNINd-VeNty tleslgn perametereentl HEm, NOTES 13ANDIN ood0CLUp 0M0, NEFE "m P, , M6]4T3 rev. 1�015 BEF08E USE. Design valid for use only wim Mrtekw connectors.!his design Is basetl only upon parameters shown, and Is for an InclMdual builtling component, no' a truss sysferjr. Before use, the builtling tleslgner must verify the appllcab1* of tleslgn parameters -rd pmporly Incorporate this design Info the overall builtling tle on. Bracing indicated Isto crave0l buckling of lntlNIdual huss web and/orchord members only. AtltlklonaI temporory and permanenfbrocing MiTek' Is always requ"adfor stability and to prevent collapsewith possible personol lrtury and property damage. For general gultlance regartling the tabrlcatlor storage, delvery, erection and braaing of musses and huss systems, s..MS fP11 CualNy CmMe, DSM9 and a I Bo ng Component 6904 Parke East aNtl. Safo1Y tnlorm stbnwolioble mom Truss Fate In'Wte. 218 N. Lee Sheet. Suite 312 Alexandria VA 22 114. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T73302392 M11323 A6 SPECIAL 1 1 Job Reference o 4onal Chambers Truss, Inc., Fort Pierce, FL a.aau s bep to zuv sit I ea,naaSlneS, Inc. vveu Fair w:roan<mo Faye, ID:2GIScwwyY5hnGhXVARzUkuyuFUM-ftL-3?olieYtUEbdENAI gfd4?ABIOOoo_Ln86gziuKl 1-0- 8.11-11 16.0-0 18.0.0 20-4-8 25-11-15 i " 5-0- 8-11-11 7-0-5 2-Duo 8-0.1 -4 6, 0 4.00 12 6x8 = 5x6 = I •� 11 5x6 = US = 2x3 3xi 2 = 212 .00 10-fi-0 in-6d I 41-50-102 -00-.20-025-1]1--]15 0. 484-10 Scale=1:61.9 Plate Offsets (X Y)-- 12:0-1-15 Edge] [3:0-3-0Edge] [5:0-4-0,0-2-31 [7:0-2-7 Edgel [9:0-0-6 Edge) LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL O.b Rep Stress Inch YES WE 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.6 Code FBC2017/rP12014 Matdx-MS Weight: 157 lb 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 12x4 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) 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. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-0040/5224, 13-14— 1195/2361, 12-13=-1123/2199, 11-12=1731/3001, 9-11 =-1 731/3001 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VullI65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2- 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 nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=803, 9=803. Thomas A. Alban! PE No.39380 All USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QwABw/wq-Verity NOTESpNTNISANe ronLppEp MREKBEFEehown PAGEMLLranIreividuaQelSfiEFcompon. necAD anywparameter connectorsThs based Isfor anIndividual building component not validforuseeuswithMOliding tlrity �■- ■` amussDesign coacher applionlyuponparametersshown,odd a buss system. Ratan use, the bulltling tl mustthe must verity the applicability of desldn parameters and properly Incorporate this design Into the overall bulltlingdesign. never truss bracing bucklingopossibualtmss weband/orandchortltydomasonly. Addgeneral M1Tek• fodngidtllcoted dtis revert co eardpermanent Is always required for ton collapse with possible personal Injury guldoncetemporary regarding tl propertyFor genera raga the Storage, delivery, erection and bracing of trusses and h BCnae elivelly, ere and b truss eA seeAN9U1Pi1 CualNNyy CM�M, DSB-W and BCfiI eu1tlN0 QOmppNpl a[ Crlh. and Co Safety Tamp Parka East Blvd. I fro ot,systems, Safety Nlorrnatbrrrvoaoblehom Truss Plate InsNMe, 218 N. Lea Sheaf, Silte 312, Alexontlrlo, VA 2231 d. Tampa, FL 331310 Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302393 FJob M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers I ruse, Inc., von verse, rL 5.8 = 5x6 = 4 5 Scale = 1:60.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 2441190 TCDL 7.6 Lumber DOL 1.25 BC 0.90 Vert(CT)-1.1010-11 >369 240 MT18HS 244/190 BCLL 0.6 ' Rep Stress Incr YES WB 0.95 HOrz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matri%-M$ Weight: 1471b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. 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, 440=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCIr 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; B=52f ; L=34D; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, I112-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zohe;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSV rPI 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 (jt=1b) 2=803, 7=803. Thomas A. Alban! PE No.39380 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: February 21,2018 Q WARNING 1-Verllydeslgn,anameMreand BEAD NOTES ON TN/SAND WCLUDED MREKNEFERANCEPAGEMIN479rev. laTY2015BEFOHEUSE. vatdjfor use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not OF a truss system. Before use, the bulltling designer must verity the applicability of tleslgn parameters and papery Incorporate this allInto the overall bulltling 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 the fabrication, storage, delivery, erectors and bracing of trusses and truss systems, seeANSl/iPll Gualttyy C&I D36419 and BC81 Building Camponent Sail Informatbrpvollabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302394 M11323 AB SPECIAL 1 1 Job Reference o Oonal Chambers Truss, Inc., Fort Pierce, FL 8.130 s bep 1b 2u1 r MI I ex Inausmes, Inc. weo reo n 14:1sa7 2u1e raga 1 I D: W SJgpGwalPpeur6hk9UjG5yuFUL-b36pOTKzAABCTvncVb48k29LBTZgUMwSSfGFAiziuKG 1-0- 8.8-4 12.0.1 15.8.4 20.4.8 22.0.0 248.12 34.0.0 5.0- -0-0 B-8.4 3.3.12 3.8.4 4.8-4 1-7-8 2.8-12 1-0.0 Scale=1:60.6 5x6 — 3x4 2X3 II 5x8 = = 4.00 fI2 4 21 5 6 22 7 12 11 Sz12 = 3z4 = 4x5 = 3z12 = 2.00 12 10-6-4 20.4.E 22-0-0 34-0-0 10-s-0 9-10.4 1-7-8 12.0.0 Plate Offsets(XY)-- [2:0-1-15Edge][7:0-5-80-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES INS 0.69 Horz(CT) 0.33 9 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154 lb FT=O% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS., (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or3-11-11 oc bracing. Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ib - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5— 3911/2497, 5-6= 2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9= 3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13= 396/420,4-13=-1028/1721,5-13=-300A97,5-12=-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=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MNFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity 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=1b) 2=803, 9=803. Thomas A, Albani PE No.39380 MTek USA, Inc. FL Cort 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Job Truss Truss Type Cry Ply 62' Grend Carlton III with porch T73302395 M11323 A9 HIP i 1 Job Reference (optional) Chambers 1 mss, Inc., I.On FIOMO, FL 6.13U a beD lb ZU11 MI I eK Inc. Wee FeD z1 14:1 a:bb 2U16 N. 6 4.00 F12 4x4 3x4 = as 11 4xe = 4 24 525 26 6 27 7 Scale = 1:58.6 r9 IL 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 10.0-0 20.4-0 24-0-0 34-0-0 1 RUU 11td11 Plate Offsets (X,Y)-- [2:0-0-14,Edgel. [7:0-5-4,0-2-0] [9:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.18 11-21 >917 350 UT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Verl(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WR 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 156 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 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13>928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913//08, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 1 7-8= 104/278, B-9=-341/235 BOT CHORD ' 2-15_ 836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3.15=-425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7-13=-837/703 Structural wood sheathing directly applied or 5-11-9 oc pudins. Rigid ceiling directlyapplled 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=4.2pst; BCDL=3.Opst h=14ft; B=52ft; L=34tt; 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 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Intehor(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber D+1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=430, 9=2 9, 13428. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARN/Nd=Veritydesrgnpa-mefersand READ NOTES ON TNIS ANDINCLUDED MmEK REFERANCE PAGE MM174TJrev.'O 015 BEFORE USE. ��- Design vcllA for use only wlm MRelt®connactors. 2 design Is based only upon parameters shovm, and Is for an Indvld.-I bulltling component, not o huss system. Buse Ouse, the bulltling tleslgner must ver1, the oppllca .IHy of design parameters and properly Incorporate thus deslgn Into me overall bulltling deslgn. "..Ing Indicated is oprevenibuckling of lntlMtlual huss web pnd/or chord members only. AddOlonal temporary ono permanenibrocing MiTek' Is always repuiretl for stoblllN ono to prevent collapse wim posslble personal Injury and properly damage. For 'enrol guidance regortling m. fobriconon, storage. tlelNery, erection and bracing of busses and truss systems. se.MS61I Qu.11IryCm�M, DSM9 and SC310. dhg Component 6904 Parke East BNo. Salary 1nfolmati...0pble hom Truss Plat. InsnMe. 218 N. Lee sheet, Sulfa 312. M ..run. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Cadton III with porch T73302396 M11323 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiT6k IndusMes, Inc.Wed Feb 21 14:19:59 2018 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale = 1:60.6 31!2 0 I _ 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = x5 — 6.8 = I o-u-u r rvr-r 8-0-0 3.1-1 rd-o-u 7-4.15 zo-u-u 7-fi-0 av-u-u 8-0-0 Plate O(fsets(X,Y)-- [2:0-2-2,Edgel,[3:0-3-8,Edge1 [21:0-3-8,Edge] [24:0-3-80-3-0] [27:0-3-80-3-01 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(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 [nor NO WB 0.98 Horz(CT) 0.02 22 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1941b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD '2x4 SP M 30 Except: WEBS 2x4 SP N0.3 1 Row at midpt 8-21 BOTCHORD Rigid ceiling directly applied orb-0-0oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. I All hearings 0-8-0 (lb) Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less atjoint(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 atjoiri except 2=487(LC 17), 27=2232(LC 13). 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/120% 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.Opsf: h=14ft; 13=5211; L=34ft; eave=6ft: Cat. II; Eli C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 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 351111 uplift at joint 2, 11681b uplift at joint 27, 14951b uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 967 lb down and 461 Ib up at 26-0-0, and 96711h down and 461 lb up at 8-0-0 on bottom chord. The deslgn/selection of such connection devices) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the Muss are noted as front (F) or back (B). Thomas A. Allimi PE N4.39380 MiTek USA, Inc. FL Cad 0834 6904 Parke East Blvd. Tampa FL 33610 Date: Fohr ran, 91 9111A GASEPSInSionindi Q WARNING-Vedrydes/9nparamefers and READ NOTES ON MS AND INCLUDED MREKREFERANCEPAGEMII.7477Mv. laDM015BEFORE USE. Design valid for use only with Mrisi connectors. This design is based only upon parameters shown, and is for an Individual building component.not a truss system. Before use, the bantling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Me ovntbmcing `■ building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and p WOW always repulred for stability and to prevent collapse with poi personal Injury and property damage. For general guidance regardlinerm gMe fobricollon, storage, delivery, erection and bracing of trusses and hum systems, seeANSvrpll QualMlyy Criteria. OSi and li Building Component dly Sahrdrtnvlomvallabte from Truss Note Institute, 218 N. Lee Sheet. Suite 312 6904 Parke East Blvd. Alaxantlrlo. VA 22314. Tempe, FL W610 Job Truss Truss Type Oty Ply 62' Grend Car -ton III with porch T73302396 M11323 GRA HIP 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL e.luu s Sep 1b zul / mr r en mpusmes, Inc. wed Feb ei miu:be 26rb rage e ID _etCl czC3izVV7huls7ypJyuFUK-XSEZg9LDhnOWiDx?c06cpTEfaGKGyBpOvrlMFbauKE LOAD CASE(S) Standard 1) Dead + Roof!Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11=-126(F= 72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert' 29=-641(F)24_--641(F) I Q WANNIND-Verily 0esign paramefen antl READ NOTES ONTN/S ANDINCLUDEDM/I£KN£FENANLE PADEMl4]9]3rev. iNaYfaf59EFONE USE Design vaihl for use only wlth Mnsk0� connectors, this design Is based only upon parameters shown, and Is for on IndN d-1 bulltling component, not fat o fruss system. Before use, the bulltling tlaslgn" must verlry Me appllcablllry of design parameters and properly Ihcorpordte Mls tlaslgn Inro the overall bulltling tlaslgn. Bracing lndcoted is to prevent buc Ing of Individual hues web antl/or chord Membenonly. Add tlonoI temporary and permanent bracing p M)Tek Is always requlred for"ablllty ontl to prevent collapse w.,hposlble perscnailnlury antl property damoge. For gene,., guidance regartling the fobticoflon storage, delivery, erectlon and bracing of ._asontl huss systems seeANS61l Gua�0yIss•• Cd rW, OSM9 and BCSI Bottling Cbmpenmt Solaty NlormptbrnvaYable ham Truss %ate Ins1I1Ne, 218 N. Lee Sheet, Suite 312 AlexandAa, 22314. 6904 Palle East eNtl. Tempe, FL VA 33610 TussCity Ply 62' Grand Carlton III with porchT13302397 rlolb 323 GRB HIP 1 1 Job Reference (optional) unamuers i rues, um., rmr rieice, rL 6x8 MT18HS= 4x10 = 46 = 5 6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL. 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 TCDL 7.6 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3016-19 >820 240 BCLL O.Q ' Rep Stress Incr NO WB 0.90 HDrz(CT) 0.06 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14.7-13: 2x6 SP No.2 Scale = 1:58.6 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 53-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACTIONS. I (lb/size) 2-1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13= 2590(LC 8), 9= 345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib - Max. Comp./Max. Ten. - All forces 250 (Ih) 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 SOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-2627733, 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: ASCFr 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; 8=52ft; L=34ft; eave=6ft; Cat. II; Ex 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 alive load of 20.Opsf on the bottomchord 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 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and345 lb uplift at joint 9.. 8) Girder card8s hip end with 8-0-0 end setback. 9) Hanger(s) of other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ito up at 26-0-0, and P 67 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibilit�of others. 10) In the LOAI 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 (plo 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 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 O WARNING'-Vedry tleelge POE en'antl Mff, REFEHAMCE PADS M' ree r0/0Y10r56EFONEUSm oTES ON TNIS AND Ionly 9C Or, up0 r a7 Design ValldI or use only with Mmel9 connectors. This design Is based only upon parameters shown, antl Is for an IndN'dual bulltling component, nai ��� a I system. Before use, the bulltling designer must verify the appllcabllity of design parameters and properly Incorporate this tlesign Into me overall bulltling design. Bracing lndicafetl is to prevent buckling of lndlvitlual truss web and/or hard members only.. Atltll9anal temporary and permanent bracing T M(Iek• b always required for sfabllity and fo prevent collapse with possible personal Injury and property tlaXymage. For general Ud no. regarding the and 4u. 051 Buldlnp Como onenl SDreN Ink msar6onwolloba from Truss Plotle Irnstitufe, 218 N. Lee Sheet, Suite 312, Alexon�o, VGA 22 V14 � D584)9 antl 0 TampaaFL 33610Nd. Job Truss Truss Type oty Ply Carlton III with porch T13302397 M11323 GRB HIP 1 1 �62'Grand Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL I I LOAD CASES) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) m1 us bep 9bzU9/ MIIek Induslnes, Inc. Wed Feb ar ra2V:Vr 26i6 rage2 ID:SrpaEyyrg04M78G4raWBLWyuFUJ-TgMKFrNTDOedyW4NkHB4uuKiw4_7O6XhNGETJTauKC Q WARNING- Verity design peramefera end REAGNOTES ON MI ANG/NCLUGEUMITEKREFERANCE PAGE MIF74TJ rev. IdDY1pi6BEFORE USE Oeslgn valid for use only with MRek® connectors. This tleslgn Is based only upon parameters shown, antl Is for an Intllvltlu0l bulltling component, not ��• a fruss system. Before use, the building designer must verify the applicablllty of design parameters and propetly Incorpor.te this tleslgn Into fie overall bulltlingoesign. Bracinglndlcatatl bto prevent buckling oflndNltlupl puss web ano/ orchortlmambers only. Adtlltlonaltemporary ono permcnent bracing T M(IBk• Is always required for stpblllfy and to prevent collapse with possible personclinlury and properh/damage. tot general gultlanw regartling iha fpbrlcoHon, sbroge, tlelNery, erection ono brocing of frusses and fruss systems, seeANSURII CuoBry Ldtado, DSB-09 .d BCSI BuldYrp Componrr.1 6904 Parke East Bmu. sahty Inlmmolbrrwolloble from huss Plate Institute, 218 N. Lee Sfreaf. SuB. 31Z Alezondrlo. VA 2231,. Tampa, FL 33610 1323 IJ2 I MONO TRUSS 18 1 I T13302398 -1-0-0 2.0.0 i-0.0 I 2.0.0 Scale =1:7.8 3x4 = LOADING (psf) SPACING- 2-" CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 7 >999 360 MT20 244119D TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 8lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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 Greet 3=39(LC 15). 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 8=52ft; L=34ft; eave=6ft; Cat. II; Exp C; EAcl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 chard 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 Ib uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Thomas A. Alban! PE N0.39300 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Q WASNING-Verity design parameters'm AEAG NOTE SON TN IS ANo"'CLUeEo MGEKHEFENANCEPAGE MI})4YJray. idAi2015 aEFGNE USE Design valid for use only with MRe'� connectors. this design Is based only Upon parameters shown and Is for an Individual buIl6ing component, not ��' a huss system. Before use, the bulltling Cast gner must verity Ma aopllcablllty of design parameters and properly Incorporate this design Into the overall bulltling dedgn. firadn0 mdicatedero prevent bucking of kxki ldual huss web antl/or chord members only. Additional temporary and permanent bracing MiTek- Balwaysrequiretl for stablaty antl toprevent collapse with possible personal Injury antl pr�party damage. For general guldpnca to ordsma Me fabrication; storage. delivery, e,.0 on and braolntt of Musses antl huss systems sea�tlSUfP11 Cua1Ns. Cdt�do. D5, 9 antl SCSI Buildhp Component 6904 Parke East Blvd. Safety NI... rxrv.lable from Truss PlataInstitute.218N, Leestreat, sulfa 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ON Ply Canton III with porch T13302399 M11323 J4 MONO TRUSS 8 �62'Gramd 1 Job Reference (optional) Ghambers Truss) Inc., -on Ylerce, FL a., du s cap mzu., mu uruvusmes, nu. vveu rub ci rr.cu.uc ono 3.4 = Seale=1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.6 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a nfa BCOL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 141to FT=O% LUMBER - TOP CHORD 2x4 SP No.3 GOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I (lb/size) 3=90/Mechanical, 2=20710-8-0, 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. (Ib1- 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=4.2psh BCDL=3.Opsh h=14ft; B=52ft; L=34111; eave=6ft; Cat. II; Exp C; Ehcl., GCpl=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 gdp DOL=1.60 2) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 3) • This trussihas 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 girffer(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 7lb uplift at joint 4. 1 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 21.2018 I - Q WARNING-Vedplydestgnmmetem=dREADNOTES ON M6ANDWCLUDEDM? KREFERANCEPAGEM674"mv. 10=?aISSEFOREUSE. Design valid for use only with MReM connectors. This design Is based only upon parameters shown and Is for an Indivdual bulltling component, not a truss system. Before use, the building designer must verify the applicability of deslgn parameters and properly Incorporate this deslgn Into the overall bulltling deslgn. Bracing indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing MOW always requked for stability and to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding fie fcbricatlory storage, delivery, erection and bracing of trusses and huss systems. seeANSVrPI1 CualNy C4Ndu, DSB-89 and Ill Building Component Safety Internationa Noble from Truss Plate Institute, 218 N. Lee Sheet Sure 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 �62'Grand 11 Job Reference (Optional) GTarnners bins;/ Inc., I -on FlOrCO, 1-L 3x4 = U.IOUs JBp to L.I I IVII BK nmttU "'.s, Inc. ".0 1-Vu LI 14:LV:VJ LV 10 rage 1 Scale = 1:14.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 VerhCT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC20171TP12014 MaMx-MP Weight: 20 lb FT=0 LUMBER- I 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 Harz 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 j - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult-165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34tt; eave=6ft; Cat. II; Exp C; Ericl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load 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 bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 Ib uplift at joint 4. 1 Thomas A Albanl PE No.39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: rein um y 21,201 c O WARNING-Vedry dmrgn P.lamefera end READ NOTES ON MIS AND INCLUDED MITEK REFERANCEFAGE N&7473 rev. 1a=rols BEFORE USE. Oeeign va1tl for use only wIM Mirek® connectors. this tleslOn Is b046 only upon parameters shown, antl Is for an Indlvltlual builtling component, not a huss syslem.Before use, the bullDinB tlasigner must verlN the appllcablllN Of tlesign parametee antl properly Incorporate 1hls tlesign Into the overall blNtling tle"On. &acing lndicoletl 6 to prevent bucMing of lntlNitlU. trussweb antl/orchortl members oNy. Atltlihonal temporary and permanent bradnO Mirek' is always requlretlfor stobllay antl to prevent collapse wtth possible personal lnlury and property tlamage. For general gultlance ragprtling he fabrlcaaon; storoge, d.1"',, erection and bracing of husses antl huss systems seeANIVIPII Q.-I CM.M, BIB49.ead aC111u1pang Component 6904 Parke East BNd. SeNly ml0lmetlonavallable from Truss Plate Institute, 218 N. Lee Sheet, Sulfa 312, Alexander VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62'Grand Cadton 111 with porch T13302401 M11323 JB MONO TRUSS 20 1 Job Reference o Clonal u,ramoers cuss, nm., - IF IN II 3x4 i Scale = 1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.62 Ven(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.' Lumber DOL 1.25 BC 0.38 Ven(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOR(CT) -0.00 3 n/a n/a BCDL IDA Code FBC2017/rP12014 Matnx-MP Weight: 26lb FT=O% LUMBER- I BRACING - TOP CHORD ;2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins. BOT CHORD 2x4 SP M 31 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=188/Mechanical,2=352/0-8-0,4=103/Mechanical Max 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. (Ib) - Max. CompJMax. Ten. -All forces 250 (D) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Cpst h=14ft; 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, Interior(1) 24-13 to 3-1-13, Extenor(2) 3-1-13 to 7-11-8 z0e;C-C for members and forces & MW FRS for reactions shown;. Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 It, uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-Veevydeslgnparameters.dREADNOTES ON THISANDINCLUD£D MREKBEFERANCEPAGEM6]OJarev. 1003V015BEFOBE USE Design valid for use only with Mirada connectors. This design Is board only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabllity of design parameters and proper y 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 6 always required! for stability and to prevent Collapse with possible personal Injury and property darin0i For general guidance regarding the fabdcoaom, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVrPO CuolNayy Crisco, D911de and SCSI Budding Component safety In/onnationavalloble from buss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. M!Tek* 69N Parke East Blvd. Tampa, FL 33610 T13302402 Scale=1:20.3 3x4 = ..' .. 5 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 44 lb FT=0 LUMBER- I BRACING - TOP CHORD I 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS I2x4 SP No.3 REACTIONS.; (lb/size) 4=201/Mechanical, 2=46610-11-5, 6=576[Mechanical Max Ho¢ 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Gran, 4=245(LC 13), 2=466(LC 1).6=590(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD2-3=-1151/523 BOT CHORD I 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mphr(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14R; B=52R; L=34ft; eave=6ft; Cat. II; Exp C; Erclas b., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss heen designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This to i has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to giraer(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 It, uplift at joint 6. 6) In the LOAp CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Robf Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads.(pIf) Vert: 2=0(F=27, B=27)-to-4=152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Thomas A Albant PE No.39380 61iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNIND- Vedrxdeafanparamefersand READNOTES ON MMANDMCLUOEUMI KHEFERANCEPAGEmx7mTJ .. IWAY2a15BEFCNE USE Design valid for use only with Mge'.1a 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 this design Into the overall building tleslgn. Bracing Indicated Is to prevent buckling of Indlvltlual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wRh possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses antl muss systems, seeANSVIPiI GualBByy CMnlo, DSB-89 and BCSI luldbD Component Safety mlwmatbrgvollobie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION -11 13 74 Center plate on joint unless x, y 14- offsets are Indicated. Dimensions are in ff-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0 '10 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in M7ek 20/20 software or upon request. PLATE SIZE The first dimension is The plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards ANSI/TPII : National Design Specification for Metal -Plate Connected -Wood -Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in sixteenths scale) IIII (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MM MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See 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. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjoint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/rPi 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone - is not.sufficient— 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.