Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKFILE COPY MiTek® ����� `��: 4 RE: M11323 62' Grand Carlton III with porch Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: M111323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL MITek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13302390 a 2/21/18 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 T13302398 R 2/21/18 10 T13302399 14 2/21118 11 T13302400 16 2/21/18 12 T13302401 18 2/21/18 13 T13302402 kj8 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 judsdiction(s) identified and that the designs comply with ANSI/TPI 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 ANSIIrPI 1, Chapter 2. 'O �'. ST T /ON AL -'1N1111111"- Thomas A. Alban) PE No.39380 MiTek Usk Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa R. 33810 February 21,2018 1 of 1 Albani, Thomas Jpb ILJob TMS Truss Type Oty Ply 62' Grand Carlton III with porch M11323 A COMMON g 1 T13302390 r Reference (optional) v____.-,-,.- 3z4 3 4.00 F12 4x5 _ 6 2.3 11 25 26 3x6 a E 4 I I 17 16 1s 30 31 3x6 = 2x3 It 46 — 3xB = 27 qcp, "r,mu. vvua reo z1 iv: t e:oa[ulu rages vKmZweXyJckSFBgyuFUN-i Itia6GS6xdm_ITrGI?CZCLIGrGmYZaVX1111 xziuKK 28 zx3 II 3x6 8 14 13 axe = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.3214-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.6114-15 >670 240 BCLL 0.0 BCD' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 Na n/a L 10.0 Code FBC2017ITP12014 Matrix -MS 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=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10),10=-832(LC 10) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=2770/2152, 7-9= 2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/983, 5-15=313/362, 3-15=-689/499 3x4 9 29 Scale=1:57.8 10 17 n Io 12 2x3 II 36= PLATES GRIP MT20 244/190 Weight: 163 lb FT=O% Structural wood sheathing directly applied or 3-7-12 oc pudins. Rigid ceiling directly applied or 4-1 1-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14h; 9=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 13-73. Exterior(2) 13-7-3 to 17-0-0, Interior(l) 20-4-13 to 31-73 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip. DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at joint(s) except ft=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501b down and 47 lb up at 15-0-0, and 50 lb down and 47 It, up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25,.Plate Increase=1.25 Uniform Loads (pit) Vert: 1-13 -54, 6.1 1=-54,18-21=-20 Concentrated Loads (lb) Vert: 26=50(F) 27=-50(F) Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-Yeiity desrgn parameters andREAO NOTES ONTNISAND INCLUDED N mIsx REFERANCEPAGEM&7473rev. 10032015BEFORE USE Design vailtl for use only with Milethk design Is basetl oNy upon parameters shown antl is for an intlMtlual bulltling component, not oil system. Before use, the bullONg tlesigner mustvetltyme applicabYlty ottle9gn porametersantl propetly Incorporate this tleslgnmo the overall ■ bulltling tleslgn. BraGng Indicafetl is to prevent buckling of Ind dual buss webantl/or chortl members only . Atld. naltemporary and permanent bracing is always requlretl torsMbllity ontl fo prevent coltop se with passble personal Nlury antl propetly tlamage. For general 8uldonca regold ing me MiTek' fabrication storage, tlelNery, erecfron and bratlng of frusses and tntss syxnot seeANSVIPII Du CMeda, D68d9 and BC91 BuIldlnp Component safety Infoonalbrxrvolabie ham Truss Note IrssfrMe, 2" N. Lee Street Suite"2. Alexantltlo, VA 22314. 6904 Parke£asi Blvd. Tampa, FL 33610 Jpb Truss Trrss Type Oly Ply 62' Grand Carlton III with porch T13302391 M11323 AS SPECIAL g 1 Job Reference o tional _ a oey..­., i muusures, mu. vveu reo zi w:ra:or zula rages ID:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21gTWR60XovFX_H1 Ubnh1 bZNziuKJ Scale = 1:59.8 4.00 12 5x8 II 6 13 12 Sx12 = w 11 3.6 = 3x12 = 2.00 12 LOADING final TOLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.85 BC 0.90 WB 0.60 Matrix -MS DEFL in (loc) Well Ud Ven(LL) 0.76 14 >539 360 Ved(CT)-1.1813-14 >344 240 HOrz(CT) 0.36 10 n/a n/a PLATES_ MT20 MTIBHS Weight: 155 In GRIP 244/190 2441190 FF=O% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3.9-12 on bracing. WEBS 2x4 SP No.3'Exci WEBS 1Row at micipt 6-14 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) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7= 2424/1902, 7-9=-2462/1813, 9-10=3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-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; TCOL=4.2psf; BCDL=3.Opsf; h=14ft; B=52h; L=34ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Intedor(1) 2-4-13 to 13-7-3,,Extedor(2) 13-7-3 to 17-0-0, Intedor(1) 20-64 to 31-7-3 zone;C-C for members and forces 8 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=803, 10=803. Thomas A..Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING -VetlryCeslgn yammeteraead READ NOTES ON TNLSAND INCLUDED MREKREFERANCEPAGE4Q)4Ydrev. iazGsoI5REFORE USE Design valid for ute only with M' connectors. Th6 design a based only upon parameters shown antl Is for on IndNitlual bu0tling component, not Nl a buss system. Beforethe building cesigner must verity me applicobmy of design parameters and propetly Incorporate this tlesign Nto ma overall binding tlesign. Bradng Indicated is to prevent buckling of Nd-ldualh_web end/or chordmembers only. Atltlitbnol temporary and pemwneni brccing MiTek' s always required forsfa Ity antl to prevent collapse wnh possible personal hlury and property tlaTooa, For general gultlance regartling the fabrication, storage, delNery, erection and bracing othusses and buss systems I.. N51/IPII OUN- Cdtede, Dii antl BCSI Bu" . CDmOdnent SDfoty mlDmratbnwa�oIn from Truss PldIs Insntifb.211N. Lee Street S.312. Alexandd¢ VA 22314. 6904 Parke East BNtl. Tampa, FL 33610 Jgb Truss Truss Type Oty Ply 62' Grand Carlton III with porch M11323 A6 SP ECIAL 1 1 T73302392 Job Reference (optional) �eP m co a ,vn i ee ,ouusmes, inc. vvea reD'c1 la:l a:b5 2u16 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fi_39olieYtUEbdENAl gfd4?Aft10Qoo Ln' Scale=1:61.9 4.00 12 6x8 = 5 Sx6 = 6 302 = 5x6 = W II 3.6 = 2.00 12 10-64 _ 160.0 16-0-0 20-48 25-11-15 34-0.0 Plate Offsets (XY)- [2.0-1-15 Edge] [3.0-3-0Edge] [5y-4-0 0-231 P'0-2-7 Edge] [9y-0-6 Edge] LOADING (psf) SPACING. 2-0-0 CS]. DEFL. in (loc) I/defl Ud 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 0.0 Rep Stress Incr YES WE 0.86 Horz(CT) 0.34 9 We Na 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 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24= 5491/3338, 4.5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981t 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) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psp 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) 24-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 ANSVrPI 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 AAlbani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-VenrVdeignParamere..d READ NOTES ON TNISANBWCLUDWMRKREFERANCEPAGEM674n.re.lNDa2p15BEFORE USE Deslgn valId for use only with MReI� connectors. This tlaslgn is baseC oNy upon parameters shown, antl Is for on IndMduel buetling component. not a mrss system. Before use, the buJtling tleslgner must ve4fy the appacablllH of tlesign parameters antl properly Incorporate fhb tlaslgn Info the overall bustling tlaslgn. Bracing lndlcafetl is to preven1bucl4ing of lntlivitluol truss web and/or chord members only. Atldaionat temporary antl pertnaneni bracing h alwoya required for sfablliN antl fo prevent collapse with possible personellryury and property damage. For general gultlance regarGing the MiTek' fobricono, storage, delivery, emc9on antl bracing of busses antl fiuss systems seeAN51/IPD QuaI9I1tyy CdraM. DSB419 end If I S... Cgmpgn.nf Spfery Inlomlafbrxrvaaoblefrem truss Rafe Institute, 216 N. Lee Street. Sulfa 312 Alexontldo, VA 22314. 6904 Palle East filvtl. Tampa, FL 33610 Truss Type Qty Ply 62'Grand Cadton III with porchT73302393 rMl'l 323 A7 SPECIAL 1 1 Jab Reference (optional) 6 5xB = 4.00 [12 5x8 = b.130 S Sep lb 201 / MI I2K Industries, Inc. Wed Feb 21 14:19:56 2018 5x12 = 2x3 11 3z6 = 3z12 = 2.D0 12 10-6.4 140-0 20.4-8 25-11-15 34-0.D 10-8-4 &5-12 8d-a s-v> Scale=1:60.8 Plate Offsets (XY)— 12:0-1-15 Edcel [4.0.4-00-2-31 [7:0-0-2 Eddel 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 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.95 HOrz(CT) 0.34 7 n/a rJa BCDL 10.0 Code FBC2017/IPI2014 MaMx-MS Weight: 147 lb FT=O% LUMBER - TOP CHORD 2x4SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepC 4-11: 2x4 SP M 30. REACTIONS. (lb/size) 2=1312/0-8-0,7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7— 803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puriins. BOT CHORD Rigid ceiling directly applied or 4-0-2 cc bracing. FORCES. (lb) - Max- Comp✓Vax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2,3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5.6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443,4-11=-1466/2647,4-10=-812/448,5-10=-205/487, 6-10=-785/575, 6-9=0/272 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=4.2psft BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; 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 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60plate 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,ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s),except (jt=lb) 2=803, 7=803. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Ced 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Truss Type Oty ply' 62' Grand Cadfon III with porchT73302394 =,bTruss AB SPECIAL 1 1 Job Reference (optional) IiYyYiYii�YifiYYYlo =w=, a. i pu s pep io eul / eu i ex inauslnes, inc. wea reD Ll 14:1U:b/ ZU1a cage 1 ID:W SJgpGwalPpeur6hk9UjG5yuFUL-b36pOTKzAABCTvncVb4Bk29LBTZgUMw5StGFAiziuKG &8-0 12-0-0 15-8-4 20-0-8 22-0-0 24&12 340.0 - 5.0- &8-0 3312 3-8-4 4-8-4 1-7-8 2-8-12 9 4 -0- Scale =1:60.6 5x6 = 3x4 _ 2x3 II 5x8 = — 4.00 12 4 21 5 6 22 7 N_ I < 0 to I^ I� 12 11 3x12 2.00 12 5x12 = 3x4 = 4x5 = = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL Y0.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS'. TC 0.78 BC 0.90 WB 0.69 Matrix -MS DEFL. Vert(LL) Ven(CT) Horz(CT) - in (loc) Vdefl Ud 0.65 12-13 >624 360 -1.08 12-13 >379 240 0.33 9 We n/a PLATES MT20 MT18HS Weight: 154 lb GRIP 244/190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 - REACTIONS. Qb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5488/3444,3-4= 5117/3183,4-5=-3911/2497,5-6=-2576/1770,6-7=-2586/1779, 7-8=-2663/1762, 8-9=3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11= 1705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cal II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exteror(2) 31-73 to 35-0-0 zone;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I 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 (tt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 61fTek USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNWG- VeMr7Ces19n Paremefers.dAR DNOTES ON WAS AND NCLUDEDMREKRUERANCEPAGEMIh747e rev. f0=2015BEFOREUSE Design valitl for use only with MRekO»connectors.TNs tle9gn6basetl only upon parameters shovm,antl Ufor an lntlNitlual bulltling component not a fruss system. Before use, the builtling designer must vetlfy the Opplicablllfy ottlesign parameters antl proIncorporate this tleslgn Info the overall bulltling de5gn. Bracing all. ad is to prevent bucWMg of Mtllvitlu.1 buss web antl/or chortl members only. Atlditlonal temporary and permanent bracng e always requlretl (or stabllIV antl'. prevent collapse wiM possible pers.na'4yury and properly damage. For general guldano. rag rat the fabticahon. storage, d.".e .erection and broc, of fnsssee antl _ systems seeANSI/IPit Cua111I11yy Cmerb, DS3 9 and BC51 BWCND Camppnont Salety N/armafbrgvolloble from Truss Poore InsiHute, 21 B N. tse Sheet, Sulie 372 Alexondkn VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type OrlyPly 62' Grand Cadton III with porch T73302395 M11323 A9 HIP 1 1 Job Reference (optional) Chymbars ,,a Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:58 2018 Scale=1:5a.6 4.00 12 4xa = 3x4 = 2x3 II US = 4 24 525 26 6 27 7 3x5 = US = 3x8 = 6XB = 3x6 = 3x4 = 3x5 10-0.0 20-4-0 24-0.0 34-0-0 -0 1n41.n Plate Offsets (XY)-- f2:0-0-14 Edgel C7:0-5-4 0-2-01 19.0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.1811-21 >917 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Martz -MS Weight: 1561to 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 Gmv 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. Comp✓Max Ten. -All forces 250 (Ib) or less except when shown.. TOP CHORD 2-3=-1276/1025, 34=-913/708, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-1D4/278, 8-9=-341/235 . BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/3D4 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=-837i703 Structural wood sheathing directly applied or 5-11-9 oc pur ins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14f,, B=52f : L=34ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 24-13, Intedor(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument With any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=Ib) 2=430, 9=249, 13=928. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 0834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-Verify0estgnparamete..dREADN0TES ON PIISANDDICLUDOD KREFERANCEPAGEM67473rev.,N DW EFORE USE Design valitl for use only whh MIFelSconnecfors.ltut tleslgn 6 based aNy upon parameters showru antl Is loran Indtvbual bulldhg component, not a buss system. Before use, the bulltling tledgner must vo Me appllcabYlfy of tleslgn parameters and properly Incorporate this tleslgn Info Me overall bdOtling tleslgn. Bracing lndicoted is to prevent buc0ing of intlivitluol truss web antl/or chord members only. Addition al temporary and pennanen}bracing MiTek' Is always required for stablllfy antl to prevent collapse w9h possblepersonallnlury antl propery damage. For general gultltlnce regartling iha fobridafbn, storage, tlelNary, erection and tirocing of trusses antl tiuss systems seeAN51/IPII CupDpfryy Cr9Drta DSB49 antl aCSI BuOdbp Component Safety Ibfarinatbrtavallable from Truss Rofe Institute. 218 N. Lee Street 6904 Palle Fast BNd. Sulfe 312 Alexandria. VA 22314. Tampa, FL 33610 Jpb Truss Truss Type Oty Ply 62' Grand Carlton III with porch T73302396 M11323 GRA HIP 1 1 Jab Reference (optional) Chambers uuss, Inc., ron Pierce, FL TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Scale = 1:60.6 3x6 II 3x6 = 6x8 = 3x6 = 3x5 = 6x8 = bxb = 6xa = 8-0-0 11-1-1 18--26.0-0 39-0.0 8-0-0 3-1-t 7%gI09 Zfi-D R.n.n Plate Offsets (X,Y)— [2:0-2-2 Edoel [3:0-3-8Edael 121:0-33 Edoel [24,0-3-8 0-3-0][27:0-3-8 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BOLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a SCDL 10.0Code FBC2017/TP12014 Matrix -MS Weight: 1941b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Structural wood sheathing directly applied or 4-2-5 oc puffins. Except: 1 Row at micipt 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 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max.Uplift All uplift 100 lb or less at joint(s) except 2=351(LC 8). 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All. reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=964(LC 14) BRACING - TOP CHORD FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=304/838, 5-7=-588/1209, 7-8=-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=-556MO7, 11-12= 254/54 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=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 It, uplift at joint 27, 1495 lb uplift at joint 26 and 625lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 It, up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A Albani PE No.39380 Wells USA, Inc. FL Cad 0834 6904 Parke East Blvd. Tampa FL 33610 Daze: Fahn uR w P 1 9n1 R ndard ®WARNNG- VerfrydesrgnpammefersandREAD NOTES ON TNISANONCLUDWAIMEKREFERANCEPAGEMO-7473 rev. 10/pa2015BEFOHE USE Design valid for use only wlM MRek®connectors. This design Is based only upon parameters shown, and Is for an hdNlduol building component not a truss system. Before use, the building designer mustvedy the applicability of design parameters and properly Incoryorate this design Into ire overall bulidingdeslgn. Brodng Indicated Bto prevent budding oflndividual trusswebantl/or chord members only. Addlflonol temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and truss system% seeANSVIPII DualBByy Criteria, DSa$9 and SCSI Building Component Safety Infermatlpnovollcbie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alezandrla, VA 22314. M[TIQk• 690,1 Parke East Blvd. Tampa, FL 30610 Jpb Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 2 ID �etC1 cxC3ixVV7huls4ypJyuFUK-XSEZg9LDhnOYADx?cO6cpTEfaGKGyBpOvr1M FbauKE LOAD CASE(S) Standard 1) Dead +Roof Live (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) ®WARNING-V.Hfydesfgnparamefe..dREADNOTES ON MSAND INCLUDED IA JUS7ERANCEPAGEMIPM4 rev. 1WA34015BEFORE USE Design valid for use only with MRek9connecfors. This design Is based oNy upon parametersshown, and Is for on Individual bullding component not ��• a hues system. Before use, the buildhg designer must verlty The oppllcabllltyd tleslgn parameters and properly Incorporate this tleslgn Into the overall buildingdesign. BrccingIndicated Istoprevent bucleingoflndMdualtuss web and/or chord members only, Additional temporary and pertnonanibrocing Is always requlred for stablllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabticaPon storage, tlelNery, erection and bracing of busses and tnrss systems seeAN51/IPII Cual@y ClRedo. DS049 and 001 Building Component Saf s InformatlonwaRobie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. MiTek' 69D4t Parke East BNd. Tampa, FL 33610 7 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 r Job Reference (ooTonall Chambers Truss, Inc., Fort Pierce, FL 4x6 = 8.130 8-0-0 5-8-0 34-0 3-4-0 Ex8 MT18HS= 4xID = 4.00 12 2x3 11 4.6 = 2.3 II 3 23 4 5 6 7 24 ax6 II Sx6 = Gx12 = 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 .Page 1 IyuFUJ-TgMKFrNTDOedyW4NkRB4uuK1 w4_?06XhNGETJTauKC 6-0-0 I 34-0-0 35-0-0 i-8-0 8.0-0 1-0-0 Scale = 1:58.6 Sx8 Mr18HS= 1L 6x12 = 5x6 = 3x6 II 8-0-0 13-8-0 I. 20-0-0 26.0.0 340-0 e-0-0 S-B-0 E8 -0 5.8.0 8-0.0 4x6 = 01f1N Plate Offsets (X,1)- 13:0-54,0-2-81[5:0-3-0 Edgel d8:0-5-4 0-2-81' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n1a We BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 15316 FT=O% 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc pudins. BOT CHORD Rigid ceiling directly applied or "-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(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15). 9=528(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 256 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4= 2080/1236, 443=-2080/1236, 6-7=-1296/2589, 7.8=-129612589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-26PJ733, 9-11- 241/668 WEBS 3-16=-435/1209,3-14=-1552/774,4-14=-837/691,7-13=-878/713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced'Ioof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52fb L=34ft; eave=6ft; Cat. 11;'.Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 853111 uplift at joint 2, 2590 In uplift at joint 13 and 345 lb uplift atjoint 9. 8) Girder carries hip end with 8-M end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 lb up at 26-0-0, and 967111 down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p[Q 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.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING-Vedlydesigepammetem and BEAD NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMP-74aPrev. 1N632015 BEFORE USE Deslgn valid for use only with MBekS connectors. This design Is bosed only upon parameters shown, and Is for on Individual building component not �,- a truss system. Before use, me building designer must verify the appllcobllity of design parameters and properly incorporate ih6 design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wtih poulble personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPI I Quality Criteria, DS9-09 and BC51 Building Component 6904 Parke East Bind. Safety Infannatbrcroolloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandrim VA 22314. Tampa, FL 33610 MY Ply 62'Grantl Carlton III with porchT73302397 [M11323 GRB HIP 1 1 Job Reference o tional ueis r s, mu., ron coerce, m 0.130 a Sep 152017 MITek Industnes, Inc. Wed Feb 21 14:20:01 2018 -Page 2 ID:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1w4_7G6XhNGETJTziuKC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F,.11=-641(F). A WARNING- Vedyydee/gnparametemend READ NOTES ON THISANDWCLUDEDWENREFERANCEPAGEMS7,03 v.1 A 015 BEFORE USE Design valid far use only wHh MReI� connectors. fits design k based only upon parameters shown, antl Is for on Indmduol building component, not a buss system. Before use, the bullCing designer musiverify the applicabYiry of tlesign Parameters and propetly Incorporate this design Into the overall binding tlesign. Brotlng intlicatetl is to prevent buckling of lntlNidual truss web and/or chord members only. Atldmonal temporary and 0 oTerentbracing 6 always requlrad for sloblllN and to prevent collapse wHh posslbla personal In jury ontl propedyodllalymage. Fargeneral guWanc_ regarding the a'. Trams Plodte Ironsctl�Ngte, 2 8 N. L e Sine, Su a 312 Ala Nontl 1 VGA 22314.MaM, DSBd9 antl 8CSI Bu001ny Component Safety MI.. MiTek' TempeF Parke 33610 M. JDb Tnxu Truss Type Oty Ply 62' Grand Cadtan III with pomh T13302398 M11323 J2 MONOTRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 5.13u s ben I zGl r vi I ex Industries, inc. Wed Feb 21 14:2u:u1 20 io rage i ID:xl?zSlzTbJCDI I rGPHI OukyuFU l-TgMKFrNTDOedyW 4NkR84uuKBb47a0KfhNGETJTzi uKC -1-0-0 2-0-0 200 _-- 3x4 = 2-D-0 Scale =1:7.S LOADING (psf) SPACING- ' 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL.1.25 TC 0.18 Verl -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Inor YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 8lb FT=O% LUMBER- 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. (lb/size) 3=38/1flechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Gray 3=39(LC 15). 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 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=6f ; Cat. II; Exp C;,Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) asone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3, 136 Ib uplift at joint 2 and 3 Ib uplift at joint 4. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING. Vedlydcegnparamefers.rd READNOTE50N T1MMDWCLUDEDMN REFENANCEPAGEM674M.re.. h1=20158EFOFEUSE Design va[ld for use only with Mrienbconnectors. This design 6 based only upon parameters shown and Ls for an indNidual bustling component not a truss system. Before use, the building designer must verify Me oppllcabllHy of design parameters and property Incorporate this design Into the overall buckling taus web and/or chord members only. Additional temporary and permanent bracing MiTek' buildingdesign. Bracing Indicated Is to prevent ofIndMdual Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and have systems seeANSVIPII Guainy Cmeda, DSB-89 and BCS] Building Component 6904 Parke East Bind. safety Infomsatbnwailable from Truss Rate Insmute. 218 N. We Sheet Sure 31Z Alexandria, VA 22314, Tampa, FL M610 JDb Truss Type Oty Ply 62'Grand Carlton III with porchT73302399 M11323 TJ4 �MONOTRUSS 8 1 Job Reference (optional) ,.,.,., v,.w o. I e.nn.m omn rune I cnamoers i russ, inc., ron Marne, rL 3x4 Scale=1:11.1 4-0-0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 'Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 141b FT=-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) -- Max 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; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zpne;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 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 basing plate capable of withstanding 80 lb uplift at joint 3, 161 Ito uplift at joint 2 and 7 Ib uplift at joint 4. Thomas A Alban! PE No.38380 MiTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 21,2018 Job Truss Truss Type City Ply 62' Grand Carlton IIIwithporch T13302400 M11323 J6 MONO TRUSS 6 1 Job Reference o tional li,Itl111UC1a IIUi], 1114., rYll fItlI W, r 3x4 = Scale=1:14.6 6-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (roc) WISH Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 4-7 >629. 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress ]net YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 20lb 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Hoa 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10). 4=-8(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=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) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=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-M 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 Its uplift at joint 3, 194 lb uplift at joint 2 and 81b uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING-Vedtydesignpammet.M end READ NOTES ON THIS AND INCLUDEDh4TEKNEFERANCE PAGE M274"M 161411220159EFORE USE MBeM This design is based only upon parameters shown, and B for on IndMdual building component not Design valid for use only with connectors. a buss system. Before use, fine building deslgner must verity the opplicoloiltyof design parameters and propery Incorporate this design Into the overall Additional temporary and bracing Welk' building design. Bracing Indicated is to prevent buckling of Individual tnusweb and/or chord members only. permanent Is always required for stability and to prevent collapse with possible personal injury, and property damage. For general guidance regarding file fabrication storage, delivery, erection and bracing of trusses and truss systems. WeMSU II 61ua1ClBelb. DSB-89 and BCSI Bu001ng Component Informatbrnvoilable from Truss Plate Institute. 218 N. Lee Sheet Suite 31Z Alexantltlo. VA 2all 4. tom Parke East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type Oly Ply Carlton III with porchT13302401 M11323 J8 MONO TRUSS 20r1b ['Grand Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:04 2018 Scale = 1:17.4 Plate Offsets (X Y)— (2:0-3-14 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MP Weight: 26 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103(Mechanioal 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 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC EMedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 175 lb uplift at joint 3, 228 It, uplift at joint 2 and 1511a uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc, FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 ®WARNWG-Veri/y Ceelgnparemetersendfi ADNOTES ON MIS AND INCLUOEOMREKREFERANCE PAGE UP-74nnw. 7aNa/10158FFORE USE Design valld for use only with MBek9 connectors. This design Is based any upon parameters shown, and Is for an Indlvidual buliding component, not o buss system. Before use, the building designer must vertty the applicability of design parameters and property Incorporate this design into me overall building design. Bracing Indicated is to prevent budding of lndt0dualtruss web and/or chord members only. Addillonal temporary and permanent bracing Is always requlretl for stablilty, and to prevent collapse with poseble personal injury and property damage. For general guidance regarding the MiTek' fobricatlon, storage, delivery, erection and bracing of trusses and truss systems, weANSVTPiI sualBy Criteria, DS11-09 and BCSI BuBding Component 69o4 Perko East Blvd. Safety Informelbmvailable from Truss Plate Institute. 218 N. We Sheet Suite 312. Alexandra VA 22314. Tampa, FL 33610 job Truss Truss Type OIy Ply 62' Grand Carlton III with porch T73302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference a tional cnamoers I russ, Inc., -on vierce, rL 0.1eu IS aep m 4v If inu an muumu a, itom. r.eu rov. Scale=1:20.3 7-34 - - 3-11-12 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 2441190 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 WE 0.46 Hom(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 441b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5,:6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Gmv 4=245(LC 13), 2=466(LC 1). 6=590(LC 13) FORCES. (lb) - 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=-12361755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 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=611; 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 fora 10.0 psf bottom chord live load nonconcurrent 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-M 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 2051b uplift at joint 4, 305 lb uplift at joint 2 and 2861b 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 (plo Vert: 1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-10-5=-56(F= 18, B=-18) Thomas A. Alban! PE No.39380 IdlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®WARNING- Veriydesignpmametwieva EAD NOTES ON MS MD WCLUDED MREK17EPERANCEPAGEUW4M ree=012015BEFORE USE Wit valid for use only with Milek0connectors. This design Is based only upon parameters shown and k for an Individual todiaing component not a truss system. Before use, the building designer must verify the oppliceb0eyof design parameters and properly Incorporate this design Into the overall bucklingofindMdualtrussmembersoNy. Additional temporary and brachg MiTek' buJdingdesign. Bracing Indicated bloprevent web and/or chord permanent is always required for stabilry and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fob0coflon, storage, delivery, erection and bracing of busses and truss Systems, seeANSVTPII Duality Oriental. , DSB-89 and BCSI Building Component Eastivd. Parke B Tampa, FL Ent Salary In/ormatbllw iloble from Tnrss Plate Institute, 218 N. We Street Sulfa 312 Alexand0a, VA 22314.33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y 14-1 offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. SIX For 4 x 2 orientation, locate plates 0 1/0 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates, 'Plate location details available in MTak 20/20 software or upon request. The first dimension Is the plate 4 x 4 width measured perpendicular 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. 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/tPll: 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 I 6-4-8 I dimensions shown Inftsixteenths tscale) Ill (Drawings not to scale) I 2 3 TOP CHORDS 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 PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311,ESR-135Z ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 ® 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 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 0 bracing should be considered. c O = 3. Never exceed the design loading shown and never U stack materials on Inadequately braced trusses. p 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 atjolnt locations are regulated by ANSI7rPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 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 size, and In all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified, truss unless otherwise Shown. 13. Top chords must be sheathed or purins provided at spacing indicated on design. Lumber design values are in accordance with ANSIfrPI 1 section 6.3 These truss designs rely on lumber values lateral 14 Bottom chords require erbracing of 10 ft. spacing, or less. If no ceiling Istat Installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. © 2012 MITek® All Rights Reserved e MiTeke Mtfek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consuff 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.