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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11323 MiTek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: SCANNED _.Customer: WYNNNE DEVELOPEMENT Lot/Block: CORP Project Name: MI i_32.3 BY Model: M11323 St. LUCIe County Address: N/A Subdivision: City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: 'FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date RECEIVED 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 2//21 18 FEB 112015 4 T13302393 a7 5 T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 aTa W3gle Geunt Permittin 7 T13302396 gra 2/21/18 8 T13302397 grb 2/21/18 9 T13302398 jR 2/21/18 10 T13302399 14 2/21/18 11 T13302400 16 2/21/18 12 T13302401 8 2/21/18 13 T13302402 rj8 2/21/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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 Mi fek 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. E SF• 9,L��,. No 39380 -0 • STATE OF ' 4/Z 00. Thomas A. Alhant PE No.39380 Mlrek USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa R33610 February 21,2018 1 of 1 Albani, Thomas Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T73302390 M11323 A COMMON 9 7 Job Reference (optional) 6 d maa, , , ' Fur. Fier , FL 4.00 12 4v5 = 27 8.13U s eep l5 2u17 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Pagel ,KnnZweXyJckSFBgyuFUN-i ltla6GS6xdm_ITrG17CZC_IGrGmYZaVX1111 xauKK Scale=1:57.8 17 -- 15 -- 14 '- 12 3x6 = 2x3 II 4x6 = 3x8 = 3xB = 4x6 — 2x3 II 3x6 = fi-7-13 12-4-13 I 21-7-3 271 3 34.0.0 6-7-13 5.9.0 9-2-7 5-9-0 6.7.13 Plate Offsets (X Y)-- [2:0-0-2 Edge] [10:0-0-2 Edae) LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1631b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directlyapplied or3-7-12 oc pudins. BOT CHORD. Rigid ceiling directly applied or4-11-7 oc bracing. REACTIONS. (Ib/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-832(LC 10). 10>832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3= 3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17— 2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12= 2132/3213 WEBS 6-14=-635/983,7-14=-313/362, 9.14=-689/499, 6-15--635/983, 5-15=313/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh 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, Extenor(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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 to 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 CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Incroase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 18.21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Thomas A.Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 OWARNING-VerllydeslgnpammeNrsend READ NOTES ON TNISAND INCLUDED MmEKREFERANCEPAGEMI47473mv la41a1015BEFORE USE. Design valltl tW use only with MTek®connecfors. lhls tleslgn b basetl only upon parameters shownand Is foI on Inc k lduaI building component, not s�- a buss system. Before use, ine builtling tle9gner must verity the copllcobilityaf tleslgn parameters and properly Inco'a ate this tleslgn Into tna overall buliding tleslgn.Bracing indicated Bfo prevent buckling of lndNlduol trussweb antl/or chortlmambers only. Atltlifional temporaryantl permanentbmcing MiTek' Is always reau6etl for etabll"y antl to prevent collapse with possible personal I antl property d -go For goneral gultlance regartling the lobrlcollon, storage: delMery, arec6on antl bracing of trusses antl buss sysfemz seeANSU1PIl OualBy Cdfldp, DSB419 and BC81 B If t: Rdponml 69N Parke East alvd. Solray Inlprmatbnovo7oto from Truss Plofe Ins6Me. 216 N. Lee Street Suite 312. Alexandra V,22 314. Tampa, FL 33610 Job Thus Truss Type Dry Ply 62' Grand Cadton III with porch T13302391 M11323 AS SPECIAL 9 1 Joh Reference (optional) I russ, Inc., ton Pierce, hL 8.130 a Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:54 2018 6 0 4.00 12 5x8 II Scale=1:59.8 13 12 3x12 2.00 12 5x12 = 2x3 II 3x6 = = 10.fi-4 20-4-8 26-4-0 34.0.0 10.6-4 9-10-4 611-8 1 7-8-0 Plate Offsets (XY)-- r2:0-1-15 Edge] 14:0-3-0 Edgel f10:0-0-6 Edgel LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (lac) Vdefl 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) -1.1813-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1551b FT=0 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 purins. BOT CHORD Rigid ceiling directly applied or 3-9-12 no bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (Ib/size) 2=1312/0-8-0,10=131210-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (Ib) -Max CompJMax. 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 root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vosd=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) 24-13 to 13-7-3, Extedor(2) 13-7-3 to 17-0-0, Interior(1) 20-64 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with anyother 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 2-0-0 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 100111 uplift at joint(s) except (jt=lb) 2=803, 10=803. Thomas A Albani PE No.39380 M]Tek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 A WARNING - V silly desl9n paremeters and READ NOTES ON THISAND INCLUDED MmEK REFERANCE PAGE M674T4 rev. l aNY1915 BEFORE USE. Design valid for use only with MFekV connectors. This design is based only upon parameters shown. and is for on Individual building component, not ��• a truss system. Before use, the building designer mustverny the applicability of design parameters and properly Incorporate this design into the overall buildingdeslgn. Bracing indicated Is to prevent buckling of individualhussweb ond/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 fobrlcofil storage, delivery, erecnan and bracing of trusses antl truss systems, seeANSVrpil Cuolfty Cill DSO4{9 and BCSI Building Component Safety InformatbMvolloba from 69M Parke East Blvd. Tampa, FL 33610 Truss Plate Institute. 218 N. lee Sheet Suite 312, Alexandria VA 22314. Job Truss Truss Type Cry Ply 62' Grand Carton III with porch T73302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers I runs, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENA1 gfd4?Aft[DOoo_LnB6ga uKl 1-0-0 8.11-11 16.0.0 18.0.0 20-4-8 25-11-15 34-0-0 i5-0-Q 1-0-6 8-11-11 —� 7-0.5 2-0-0 i 2-48 ~ 5-]-7 8-0-0 4-0-0' 4.00 12 3x12 = 2.00 12 6x8 = Sx6 = 1C 17 5x6:= 2x3 II 10-6-4 15.0-0 1fi-0-0 20-4-8 25-11-15 34-0-0 146 4-5-12 ISO- 4 5-7-7 e-0-1 Sid = Scale=1:61.9 Plate Offsets (X Y)-- [2:0-1-15 Edge] [3:0-3-0 Edgel [5:0-4-0 0-2-31 [7:0-2-7 Edge] [9;0-0-6 Edge] - --- LOADING (psf) SPACING- 2-0-0 CSI. .DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.86 HOrz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 157 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30'Except- 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14; 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2= 803(LC 10), 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD -Rigid ceiling directly applied or 2-2-0 no bracing. FORCES. (lb) - 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=-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=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-0-0 to 2-4-13, Interior(l) 2-4-13 to 31-7-3, Ektedor(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 fora 10.0 psf bottom chord live load nunconcurrent with anyother 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 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 100lb uplift at joint(s) except (jt=1b) 2=803, 9=803. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 QWARNWG-VerifydeM,9 Parametemaad READNO7ES ON MIS AND INCLUDED MIFEKREFERANCE PAGE MU74TJrev. faNAamnsBEFORE USE Design valid for use only with MmekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated lsto prevent Deciding of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA WOW IS always required for stability, and to prevent collapse with peelble personal Injury and property damage. For general guidance regarding the fabrication, storage.delivery, erection and bracing of husses and hoes systems seeANSIyIPII Quality Creeds. 11313d9 and SCSI BWtlhg Component 6904 Parke East Blvd. Safety Irdaenatbrxrvollabie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Thus Type pry Ply 62' Grand Carton III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) miss, Inc., ron rlerce, VL SAW s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 21318 Scale = 1:60.8 5z8 = Sx6 = —f ru 8 Sx12 = yp II 3x6 = 3x12 = 2.00 12 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.83 BC 0.90 WB 0.95 Matdix-MS DEFL. in (too) I/deft Ud Vert(LL) 0.66 11 >616 360 Vert(CT) -1.10 10-11 >369 240 Horz(CT) 0.34 7 Na Na PLATES MT20 MT18HS Weight: 147 lb GRIP 244/190 244/190 Fr=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 cc bracing. WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (Ito/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5.6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443,4-11=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 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.OpsF h=14ft; B=52f ; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C ExteO042) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3. Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 at I 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 beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWARNNG-Verlrydes19r P.ameten.dREADNOTES OMMISANDMCLUDEDMRENREFERANCEPAGEMIF7MIe. 10=015BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual buiding component, not truss Before the building designer the Incorporate a system. use, must verify opplicabllity of design parameters and properly this design Into the overall buildingdedgn. Bracing indicated Is to prevent buckling of Individual truss web and/or chard members only. Addillonai temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabdcaeon, storage, delivery, erection and bracing of tosses and toss systems. meANSUIPII Quality Crfub, 033d9 and SCSI Building Component 6904 Parke East Blvd. Safety Infomsationv,ollcbie from Truss Plots Institute, 218 N. Lee Sheet. Suite 312. Alexondrio, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Calton III with porch T13302394 M11323 AS SPECIAL 1 1 Job Reference o tional Chambers I ri Inc., Fort Fierce. FL 8.130 s Sep 15 2017 MiTek Industries. Inc. Wed Feb 21 14:19:57 3x12 zp 4.00 FIT 2.00 12 Sx6 = 3.4 = 4 21 5 24 II 5.8 = 6 22 7 aw i 12 11 fill = 3x4- 4x5 = Scale=1:60.6 Plate Offsets(X,Y)-- [2:0-1-15,Edge] 17:0-5-80-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ven(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 r/a Was BCDL 10.0 Code FBC2017fTP12014 Matrii Weight: 1541b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. REACTIONS. (Ib/size) 2=1312M-8-0, 9=131210-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) 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=-2663/17fil 8-9=-3021/1971 BOT CHORD 2-13=-0143/5224, 12-13=-1956/3292, 11-12— 1369/2481, 9-11=-1705/2827 WEBS 3-13=-396/420,4-13=-1028/1721,5-13=-300f797, 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: 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) and C-C Extenor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3. Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 ANSVIT I 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=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,&WARMING•Verfydeslgn parametenand NEAO NOTES ON THISANDINCLUO£O M1TEKBEFEBANCEPAOEMM174T1rev. leAGAI015BEFONEUSE Design valid for use onlywM MiI connectors. This design Is based only upon parameters shown, and Is far on Individual building component, not a huts system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Win possible personal lnlury and property damage. For general guidonceregarding me fabrication storage. deiNery, erection and bracing of trusses and truss systems seeANSV1P11 Quality Criteria, DS549 and BCSI 13u1db0 Componerrt Sabty Nformolblmollobie from Truss Plate Institute, 218 N. Ise Sheet, Suite 312. Alexorl VA 22314, ��- MiTek' 69M Parka East Blvd. Tampa, FL 33610 Job Truss, Truss Type City Ply 62' Grantl Cadtdn III with porch T133D2395 M11323 A9 HIP 1 1 Job Reference o Donal Chambers Truss, inb., r1-0-0 Pon Pierce, rL 6.7-15 10.0.0 15.2-14 6.13U s Sep ID zu17 MI I eK industries, Inc, wee Peb zl 14nu= Buis rage 1 ID:_etCI CxC3!xW?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?ojBzi uKF 20.4-0 24-0.0 27.4.1 34-0-0 - �1-_ 0 fi-7-15 3.4-1 5-2-14 �160-0 5-1-2 3-8.0 3.4.1 6-7-15 01 0 Scale = 1:58.6 44 = 2.3 II 4x8 = 4.00 12 3x— . 4 24 525 26 6 27 7 2x3 1 2x3 i - 3 8 23 Ea tO 22 29 2 n1JS n 9 10 a1 6 0 15 14 13 12 11 3x5 = 3x8 = 3x6 = 6xB = 3x6 = 3x4 = 3x5 10.0.0 20-4-0 z4-0-0 34-0-0 m.n.n m-a-n v-c-n m-n-n Plate Offsets (X,Y)-- f2:0-0-14,Edge].17:0-5-4,0-2-01 f9:0-3-14,0-1-81 LOADING (psi) SPACING- 2-M CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a rJa BCDL 10.0 Code FBC20l7/TP12014 Matrix -MS Weight: 1561b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9— 249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) BRACING - TOP CHORD. Structural wood sheathing directly applied or 5-11-9 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max CompJMax Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-0=-9131708, 4-5=-8297705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13= 256/348, 9-11= 124/304 WEBS 3-15=-425/501, 5-15=-044/665, 5-13=-121WI079, 6-13= 264/300, 7-11=-255/396, 8-11=-461/521,7-13=-837RO3 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.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, Intedor(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 90-0-0, Interior(1) 14-9-11 to 19-2-5, Extedor(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. II 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 by2-0-0 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 joinf(s) except (jt=lb) 2=430, 9=249, 13=928. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Job Thus Truss Type City Ply 62' Grand Canton III with porch T73302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers cuss, Inc., Fort Pierce, rL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 i; TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Seale = 1:60.6 3x5 — 3X6 It 3x6 = 618 = 3x6 = 6x8 = 4x4 6xB = 8-0-0 11-1-1 18-6.0 26.0.0 34-0-0 B-D-D 1 aaa 1 >-4.1e 1 za-n I A-n-n 1 Plate Offsets (X Y)— 12:0.2-2 Edge] I3:0-3-e Edgel f21.0-3-8 Edael f24:0-3-8 0-3-01 f27'0-3-8 0-3-0l LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.2024-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24. 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Mobil Weight: 1941b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib) Structural wood sheathing directly applied or 4-2-5 oc puffins. Except: 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 All bearings 0-8-0. Max Hom 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 to or less at joint(s) except 2--487(LC 17), 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) BRACING - TOP CHORD FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-58811209, 8-12=-588/1209, 12-13=-588/1209,13-15= 588/1209,15-16=-588/1209,16-18=-588/1209, 18-2D=-2230/1280,20-21=-2230/1280,21-22=-2271/1263,6-9=-126/305, 9-11=-10a/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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This tmss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ile uplift at joint 2, 116811b 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 put din representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ib up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The desigNselection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21.2018 ndard OwARNWG-VeritydeeS paFametersendRE4DN0TESONTNLSANDINCLUDEDMMEKREFERANCEPAGEM674T3mv.10=2015BEFOREUSE Design valid for use only with Ml connectors. fill design U based only upon parameters shown, and Is for an Individual building component, not a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdwign. Bracing lndicalel is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing h always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcotlon. storage. delivery, erection and bracing of trusses and truss systems, weANSVIPII Qua ft Criteria, DS6-09 and SCSI Building Component Safety Informatbrgvallabie from Taws Plate Instill 218 N. Ise Sheet. Suite 312, Alexandria. VA 22314. MiTek' 6904 Parke East Bind. Tampa, FL 33610 Job Thus Truss Type Oty Ply Carlton III with porch T73302396 M11323 GRA HIP 1 1 �62'Grand Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 152017 MiTek Industries, Inc. Wed Feb 2114:19:59 2018 Page 2 ID _e1C1 cxGSixVV?huls7ypJyuFUK-XSEZg9LDhnOvADx7cO6cpTEfaGKGyBpOvzlMFbziuKE .LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 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 (III) Vert: 29=-641(F) 24=-641(F) AWARNING -Veruydes/gnparsmetersandREADNOTES ONMIS AND /NCLUDEDMR REFERANCE PAGE M 7,179rev.1MSOMBEFORE USE. Design valid for use only with Ni connectors. fib design Is based only upon parameters shown, and Is for on Individual building component, not 0 truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desgn. Bracing Indicated is to prevent buckling of indMduol truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with pasdbie personal Injury and property damage. For general guidance regarding Me fabdcafioo, storage, delivery. erection and bracing of trusses and truss systems seeANSVrPII CuaBlr Crank, OBad9 and SCSI Balding Componsnl Snny k/ormolbrrwolloble from Truss Plate InstlMe, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply Carlton III with porch T13302397 M11323 GRB HIP 1 7 �62'Grand Jab Reference (optional) Chambers Thus, Inc., Fort Pierce, FL BA 30 s Sep 15 2017 MiTek Industries. Inc. Wed Feb 21 14:20:01 2018 Sx8 MT18HS= 4.00 12 4x6 = 3.6 11 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 2x6 SP No.2 4xl0 = as 11 4x6 = 5.6 = 6xt2 = W II 1L 6x12 = 5x6 = 5.8 MTieHS= 3x6 II Scale = 1:58.6 4x6 = CSI. DEFL. in (toe) I/defl Ud PLATES GRIP TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 WB 0.90 Horz(CT) 0.06 9 n/a n/a Matdx-MS Weight: 1531b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or3-1-14 oc pur ins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACTIONS. (Ib/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(LC8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - 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=-15521774,4-14=-837/691,7-13=-8781713,8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814,6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 25901b uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ib up at 26-0-0, and 967 lb down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17= 20, 11-16=-49(F=-29), 11-20=-20 Thomas A Albani PE No.3938D MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 O WARNING -Verlydealgnperametereand BEAD NOTES ON TNISANDINCLUDEDM/7EKBEFERANCEPAGEM674Ymv. 1G10.12015BEFOBE USE Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into fine overall bulltlingdesign. Brocing Indicated is to prevent buckling of IndIvIdual truss web andfor chord members only. Additional temporary and permanent bracing MiTek* b always required for stability and to prevent collapse wilin possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVTPi1 CualBy Cmodo, DSB-89 and SCSI Building Campontnt 6904 Parka East Blvd. Safety Informatbrpvoilable from Truss Plate Institute, 218 N. Lee Sheet Su lie 312 Alexontltla, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Callon III with porch T73302397 M11323 GRB HIP 1 1 _ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1w4_?O6XhNGETJT9uKC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) OWARNING-Vedfyd.slgnaaremefe..d REAONO7 SOMMISANOINCLUOEOMREXREFERANCEPAGEMB74"mrev 11110.i2015BEFOREUSE Design valid for use only with MTekg connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. AddF0nai temporary and permanent bracing MiTek' Is always required for slab0ily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hussies and huss systems, smdANSVIPII Quality Criteria. DSB29 and BCSI Bultlhp Component 6904 Parse East Blvd. Safety Informatblgvolloble from from Plate InsMute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type OtY Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Noa > aep I o Gar r ml r ea Inausmes, inc. wed reo Ll 14:Lu:u1 zula rage 1 ID:x17zSlzTbJCIrGPH1 OukyuFUI.TgMKFrNTDOedyW 4NkR64uuKBb47aOKfnNGETJTziuKC 3x4 = LOADING (pst) SPACING- 2-0-0 CS 1. DEFL. in (lac) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (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(LC7) Max Gray 3=39(LC 15), 2=141(LC 1). 4=31(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 244/190 Weight: 8lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.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 & 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 buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281b uplift at joint 3, 136 lb uplift at joint 2 and 3lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 O WANNWG-Vef➢y Eeslgn Paamefersand READNOTES ON TN/SANDMMUDEDMffEKAEFERANCEPAGEMX7V3ree YGIU2015D£FOHEUSE ��- Design valid for use only with Mifek® connectors. this design Is based only upon parameters shown, and Is for on IndMtlual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of incMdual 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, dellvery, erection and bracing of trusses and truss systems, seeANBUINI Quality CMedo, DSB-89 and BCSI Balding Component 6904 Parke East BNd. Safety InformationovaJable from Truss Plate Institute, 218 N. tee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Pl=62G=d ton III with porchT13302399 M11323 J4 MONO TRUSS 8 (optional) e.1 aU s aep m zu1 I Mr r ex Inousmes, mc. wee reu z1 an:zu:uz eu1 a 3x4 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (too) Well Ud TCLL 2% Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.02 4-7 >999 360 TCDL "l Lumber DOL 1.25 BC 0.37 VeR(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0.8-0, 4=50/Mechanical Max Horz 2=10110) Max Uplift 3=-BO(LC 10). 2=-161(LC 10), 4= 7(LC 10) Max Gnav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 141b FT=O% 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL.=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pi 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 801b uplift at joint 3, 161 Ib uplift at joint 2 and 7lb uplift at joint 4. Thomas A. Albani PE No.39380 01iTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: February 21,2018 Q WARNING-Vedlydeal9Ppa .Nasand RE 0N0TES ONTNISANONCLUOEOUgEKREFERANCEPAGEMX74nmre.. 10UM159EPOREUSE Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for VoblllN end to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNary, erection and bracing of musses and truss systems, seeANSVIPII Cualtly Cri DSO-09 and SCSI building Component 69U Parke East Blvd. Safety Informolbnovoaoble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type pry Ply Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 �62'Grand 7 Jab Reference (optional) �,wnmers a rvn rerun, rI. a. l dusaep l pzul r mi l exmausmes, Inc. wed renal ln:zv;udzuio rage I 3x4 = Scale=1:14.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Verrill 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Veft(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-B(LC 10) Max Gray 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. [lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opst h=14ft; B=52ft; L=34ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exiedor(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 psi bottom chord live load nonconcurnam with anyother 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 Ito uplift at joint 4. Thomas A Ali PE No.39380 MiTek USA, Inc. FL Ced 6834 6304 Parka East Blvd. Tampa FL 33610 Date: February21,2018 O WARNING- Vsd/ydsesnparamefersend NERD NOTES ON THIS AND INCLUUEDMrTEKNEFERANCE PAGE MX7473rsy. 1asaW15BEFORE USE Design valid for use only with MBeeticonnectors. Tns desgn Is based only upon parameters shown. and Is for on IndNldual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this all Into the overall building design. Braoing indicated Is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and firs systems seeANSUIPII Cuoltly CICrrM, DS549 antl SCSI Building Component Safety VA 22314. 6904 Palle East Blvd. Tampa. FL 33610 Informatprgvollobie from Truss Plate Institute. 218 N. We Street Suite 312. Alexancirlo, TrussTrussType OtY Ply 62'Grand Cedton III with porch [Jolb, T13302401 323 J8 MONO TRUSS 20 1 Jab Reference (optional) D. r au a OUP I D zu I r Np I ex mousmes, mc. vvea reD' i 14:zu:u4 zui o rage 1 1 3x4 5 Scale = 1:17.4 e-o-o Plate Offsets (X Y)-- [29-3-140-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ved(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 26 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/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 Gmv 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsh 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 2-0-13, Interior(1) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zone;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 1751b uplift at joint 3, 228 lb uplift at joint 2 and 15 Ib uplift at joint 4. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARN/NG-VerUyaesignpammetemandR"DNOMSGNTHSANONCLUDEDMREKBEFENANCEPAGEMIF74)3n:v.1DN.Yfa15BEFOHEUSE —I. Design valid!or use only wim MRel�conneGtors.Thb tleslgnQ based only upon parameters shown, and Is tar an IntlI all l bustling comp onent, not a buss system. Before use, the bulltlin9 tleslgner must verity the appllcaDllityof design parometen ontl properly Incorporate this tleslgn Info me overall bultding tleslgn.&acing lntllcatedis to prevent bucWIng of IndNitlual puss wa6 anog-hold mamba'sonly. Atldi9onal femporaryand permanent bracing MiTek' is olways requhetl far stabiliy and to prevent collapse wnh possiDl. persond lNury and property d age. Far genaral gu'd nce regartling Me fObdcoVon. storage, tleMery, erection and brodng o1 hussas and truss systems. seeAN5U1P11 CU.1 Cdbdo, DSM9 ontl aC316o1dbD Compon�nl 6904 Parke East BNd. Bal�ry N/ormalbnovoOoWe aminns Plate Instlrule. 216 N. Lee Street, Suite 312 Alexondrio. VA 2231d. Tampa, FL 33610 Truss Truss Type Oty Ply 62' Grand Carton III with porch T73302402 [olbl 323 KJ8 MONO TRUSS 4 1 Job Reference (optional) 2 3x4 = o. raa s Z m cu.. m. r er, rmuxnes, inc. vvuu reo Z. w:m:va m, o rage 1 ID:Lcg54J7LuEancmZr40b7WMyuFUF-Mcbr5CO_Hd830B09zHD02kUrohRsMIVGHuCgSEzluK8 2.83 F12 3x4 3 Scale = 1:20.3 s=1•= 6 7-3.4 3-11-12 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp 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 ]nor NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Hom 2=244(LC 8) Max Uplift 4=-205(LC 8). 2=-305(LC 8), 6= 286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=4.2psf; BCDL=3.Opst h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chard live load nonconcurent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2051b uplift at joint 4, 3051b uplift at joint 2 and 286 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(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ell) Vert: 1-2=-54 Trapezoidal Loads (pip Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=49), 8=0(F=10, B=10)-t0-5=56(F=-18, B— 18) Thomas A Alban! PE No.39380 MTek USA, Inc, FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 NOTES ON TNISANO INCLUDED MITEKREFERANCEPA0EM0.74T3rev. 11114032915SEFOREUSE Noti.4tls design Is based only upon parameters shown. and Is for an Individual building component not must verify the applicability of design parameters and properly Incorporate this desgn Into the overall buckling of Individual truss web and/or chord members only. Additional temporary end permanent bracing MiTek' lapse with posslble personal injury and property damage. For general guidance regarding the Ing of trusses and muss systems seeANSUmII Qua[ CMeM, DSO-09 and BCSI Building Component 69M Parka East Blvd. Me. 218 N. Lee street, Sune 312. Alexandrlo, VA 22 14. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3 " Center plate on Joint unless x, y /4 offsets are Indicated. Dimensions are In ft-In-sixteenths, Apply plates to both sides of truss and fully embed teeth. 1/ 0' ldr AF For 4 x 2 orientation, locate plates 0-'10 from outside Numbering System 6u4-8 dimensions shown In ft-In-sixteenths I I (Drawings not to scale) 1 2 3 TOP CHORDS CI-2 cza WEBS Qa„ 4 c ,y O �� c = U O 0- ys° U co-2 cse 0 00 a-[J� General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-bracing, is always required. See BCSL 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 edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/1PI 1, connector plates. THE LEFT. - 7, Design assumes trusses will be suitably protected from ' Plate location details available in MHek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIRPI 1. 50}fW0f0 Of UPOn rBgUBSt. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for Reports: use with fire retardant, preservative treated, or green lumber. Thefirst dimension Is the plate 10. Camber Is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that ^� 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. specified. 13. Top chords must be sheathed or purins provided at output. Use T or I bracing spacing indicated on design. If indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, If no calling Is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates Joint number where bearings occur, 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. 8 18. Use of green or treated lumber may pose unacceptable envirohmentaL health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, ■ a 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, I e ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses, Mrrek Engineering Reference Sheet: MII-7473 rev. 10/03/2015