Loading...
HomeMy WebLinkAboutTRUSS ENGINEERING CRFITERIA AND DESIGN LOADSiTeko �Q) RE: M11323 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED' Lot/Block: ,. Subdivision: BY Address: N/A 'Q , � , cauly City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek.20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 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 rb 2/21/18 9 T13302398 J� 2/21/18 10 T13302399 l4 2/21/18 11 T13302400 16 2/21/18 12 T13302401 18 2/21/18 13 T13302402 i8 2/21/18 FILECOPY 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., ioads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. e``%% 10 I ff'r.. % 14 • ' • -9y°° N 39380 • ; � r r :�0:• STAT OF :•4U &/ON A' ';�`,`e� Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fi.33610 February 21,2018 Alban, Thomas 1 of 1 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON r 9 1 Job Reference (optional) .. e,... 1G nn47 KAM^L 1 A errine Inn Wed Feb 21 14:19:53 2018 Pane 1 Unamoer I fuss, Inc,, Furl merce, r'L . , v � vcF i , . ,.,, , . ,, . , .. . .. _.__ __ . _ 1) Unbalanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eave=6ft; Cat. II; E lei C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 1 �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 OL=1.60 3) This ;truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' Th s 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 f` between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2= 2, 10=832. 6) Han' er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47lb up at 15- 110, and 501b down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of o hers. 7) In t $ 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) Dell,[ + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unit e}rm Loads (plf) Vert: 1-6=-54, 6-11— 54, 18-21=-20 Co 6entrated Loads (lb) T Vert: 26=-50(F) 27— 50(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& M�gn ARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. valid for use only with MITek8 connectors. This design is based or dy upon parameters shown, and Is for an Individual building component, not ' a tfoss 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 individual truss web and/or chord members only. Additional temporary and permanent bracing Is ways required for stability and to prevent collapse with possiNe personal Injury and property damage. For general guidance regarding the MiTek' fa ication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUIPl1 GualSyCdleda, DSB-89 and SCSI BaOd/gg Component 6904 Parke East Blvd. SatetvinfarnraBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 Job Reference (optional) III- L IndLinn Inn IA/nl Ceh 91 1A-1a-AA 2016 Pane 1 Gnanlber I russ, Inc., rOn coerce, FL o. ion a .�GN i cv i, .— Q�,��....�,�.��, �..... ....... .... ......... . �...., _,_ . I D:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFIdcR21 qTW R6QXpvFX_H1 Ufmh1 bZNziuKJ 1-0- 7-8-5 10 6-4 17-0-0 20-4-8 26-4-0 34-0.0 5-0- 1-0-0' 7-8-5 2-9-15 6-5-12 3-4-B 5-11-8 7-8-0 -0-0 Scale=1:59.8 i 4.00 12 5xB I I 6 20 11 2x3 11 5x6 WB- 22 7 3x6 5 2x3 � 4 8 3x4 3 9 ILI 21 23. In 14 10 11 o I 5x12 MT18HS = IJ, � 13 12 5x12 = 2x3 11 3x6 = � = 3x12 2.00 12 I 10-6-4 20-4-8 25 it 0 34-0-0 10-6-4 9-10-4 5-11-8 7-8.0 Plate Of ets KY) - 2:0-1-15,Edge], 4:0-3-0,Ed e , 10:0-0-6,Edge] III LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 111 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ` Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT C 6RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHE I i 2x4 SP No.3 REACT S. (lb/size) 2=131210-8-0, 10=1312/0-8-0 Max Harz 2= 179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORC S. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPIC ORD 2-3=-5529/377613-5=-5164/3538, 5-6= 5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 1 9-10— 3195/2210 BOT C ORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12-1948/2995 WEBS II 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=01269 1) Unb''alanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh Cat. 11; E, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 17' 0-0, Interior(1) 20-6-4 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip) , OL=1.60 3) All p ates are MT20 plates unless otherwise indicated. 4) Thisruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` Th § 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 between the bottom chord and any other members. 6) Bea ng at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap, city of bearing surface. 7) ProVide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=8 3. 10=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® I WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE UII-7473 rev. 101012015 BEFORE USE ' a sign valld for use only with INAI k9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not iss system. Before use, the bultding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall b Iding design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fat Icatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIDI► QualltyCdteft DSB-89 and BCSI BuffI Component 6904 Parke East Blvd. So tV (nloanaBonava fable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply' 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) ,. Cnn 4a on17 MiTu4 industries Inc Wed 21 1d-19:55 9n1R Pana 1 Wed Feb___. " I fuss, inc., on: rnerce, PL ...,.,.,.,..ter, �.. �.,�. �...�..�..��.............I ....,. .... _.____._ I D:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?ol ieYtU EbdENAI gfd4?AftIOQoo_Ln86gzi uKl 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 $5-0- 1- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 0-0 Scale=1:61.9 4.00 F12 6k8 — 5x6 = 5 6 2x3 3x4 5x6 W B � 5x6 W B 34 78 I 21 22 t4 2 9 ,D I^ df 5x12MT18HS= 13 tM 3x4 Zz 12 11 5x6 = 2x3 11 3x6 = 3x,2 = 2.00 F12 10-6-4 15-0-0 6-0- 20-4-8 25-11-15 34-0-0 10-6-4 4-5-12 1_ 4-4-8 5-7-7 8-0-1 Plate Of ets X,Y -- 2:0-1-15,Edge], 3:0-3-0,Edge], 5:0-4-0,0-2-3 , 7:0-2-7,Ed e , 9:0-0-6,Ed e LOADI (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 157 lb FT = O% LUMBEJ- BRACING - TOP C RD 2x4 SP M 30 `Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. P 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCF9RD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 5-14: 2x4 SP M 30 OTHER 2x4 SP No.3 REACT LNS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) FORCE . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CAr)RD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9= 3199/1981 BOT CHERD 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=170712959, 5-13= 405/196, 6-13=179/522, 8-12=-893/660, 8-11=01303 1) Unboanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34ft; eave=6ft; Cat. II; E Ip C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 3 �0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro de adequate drainage to prevent water ponding. 4) All p tes are MT20 plates unless otherwise indicated. 5) ThIsJ1,russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Th 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 f�� between the bottom chord and any other members. 7) Bea iIng at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap City of bearing surface. 8) Pro Iflde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=ib) 2=816, 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 ® ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USE. De Ign valid for use only with MITek8 connectom This design Is based only upon parameters shown, and Is for an individual building component, not a f binding v system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is I�vays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fat 11cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GuaillyCrBeda, DSB-89 and SCSI Building Component Sdfefy UformaBotnvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Type city Ply 2'Grand Carlton III with porch T13302393 M11323 ]Truss A7 SPECIAL 1 1 Job Reference (optional) I russ, Inc., ton tierce, t-L o.. _.F...,.......... I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-7tYRC7J LPsOLrICQxuZvBrcAj3DQlsZxD7 W ieGziuKH 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 35-0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1 -o-0' 5x8 = Sx6 = 4.00 12 4 5 2x3 -Z�- 3x4 3 6 18 11 1 ? Sx12 MT18HS = 0 10 9 5x12 = 2x3 11 3x12 = 2.00 12 m rzn n n cA__1 19 Scale=1:60.8 LOADI1 ) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL L20. Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 2441190 BCLL Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL Code FBC2017/TPI2014 Matrix -MS Weight: 147 lb FT = 0% LUMBER- BRACING - TOP C PRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT C RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACT ONS. (lb/size) 2=131210-8-0, 7=1312/0-8-0 Max Harz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORe S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3= 5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOT C ORD 2-11 =-3071/521 9, 10-11 =-I 59012874, 9-10_ 1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11=-I466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 1) Unb; anced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=341t; eave=6ft; Cat. II; Et' C; Lncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extefior(2) 31-7-3 to 36���'.o-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pl,411& adequate drainage to prevent water ponding. 4) All p I tes are MT20 plates unless otherwise indicated. 5) This;rruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Th 8 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 between the bottom chord and any other members. 7) Bea ng at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap ity of bearing surface. 8) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=8 3. 7=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®& WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE �lgn valid for use only wlfin MtTe1tID connectors. This design Is based only upon parameters snown, and Is for an individual building component, not a t'rss system. Before use, The building designer must verify the appllcabOlty of design parameters and properly Incorporate this design Into The overall b ding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is ways required for stability and to prevenl collapse wfih possible personal Injury and property damage. fror general guidance regarding the to Icatlon storage, delivery, erection and bracing of Trusses and truss systems, seeANSU1P1► Aua/6yCdteda DSB-89 and SCSI Bugdling Component 6904 Parke East Blvd. Sa�etvin/onnafbrruvailoble f om Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302394 M11323 A8 SPECIAL 1 1 Job Reference (optional) Inner I russ, Inc., iI Fierce, rL o• � �� . �=N —.., , - . _�� 1 In.wR.Innl waIPnaur6hk9UiG5vnFUL-b36oOTKzAA8CTvncVb48k29LBTZaUMw5SfGFAiziuKG 15-8-4 3-3-12 ' 3-8-4 ' 4-8-4 ' 1-7-8 ' 2-8-12 5x6 = 3x4 = 4.00 12 4 21 5 2x3 3 �20 13 '1 r; 5x12 MIT18HS = 6 3x12 = 2.00 12 TCLL TCDL BCLL BCDL LUMB TOP C BOT C WEBS TOP C BOT C WEBS 2x3 11 5x8 = 6 22 7 12 11 5x12 = 3x4 = 2x3 8 Scale=1:60.6 23 I v �e 10I� lr -- �d o 4x5 = 111, 10-6-4 9-10.4 1-7-8 12-0-0 lsets X,Y -- 2:0-1-15,Ed e , 7:0-5-8,0-2-8 G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft I PLATES GRIP 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 2441190 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 154lb FT=0% BRACING- HiORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. riORD 214 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. 2x4 SP No.3 i f ONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9— 803(LC 10) S. (ID) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ORD 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 RD2-13=-3143/5224,12-13-1956/3292,11-12=-1369/2481, 9-11=-1705/2827 3-13=-396/420, 4-13=-1028/1721, 5-13=-3001797, 5-12=-894/60116-12=-265/263, 110 7-12=-294/391, 7-11=-374/691, 8-11= 535/502 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; Ei C; End., GCpi=0.18; MI (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 3510-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro46e adequate drainage to prevent water ponding. 4) All tes are MT20 plates unless otherwise indicated. 5) This',russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Tfi s 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 7) Bea between the bottom chord and any other members. ng at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capt ity of bearing surface. 81 Proe mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) , 9=803. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARN/NG - Verity design Parametero and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO.7473 rev. 10/032015 BEFORE USE. tn vaild for use only wifh NtITeL� cohhectors. This design h based only upon parameters shown, cnd Is for an 6ndividuai twl'dtng component, trot s system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall ng design. &acingIndicated isto prevent buckling of Indlvidual trussweand/ochord members only.Addillonal temporary and perrnanenT bracingMOW �dl ays rquired for stability and topreventcollapsewith possibieuryand propertydamage. For general guidance regarding thecatron, storage, delivery, erection and Ixac'ng of trusses and Truss sysTems, seeANS!/►PII AuolftyCdfeda, DSB-09 and BCSI BOOding Component 6904 Parke East Blvd. Sa�ety7nfotmoHonovailable from Truss Plate InsfiMe, 2t 8 N. Lee StreeI, Suite 3t 2, Aiexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62Grand Carlton III with porch T13302395 M11323 A9 HIP 1 1 Job Reference (optional) moer,�j i cuss, inc., MR rierce, ru Plate TCLL TCDL BCLL BCDL LUMBI TOP C SOT C WEBS TOP BOT 11MI.1 ID:_etC1cxC3i.G?huls?W yuF6K' gBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34-0.0 35.0-0 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0-0 4x4 = 4.00 12 3x4 = 4 24 525 2x3 3 23 22 15 14 3x8 3x6 = (psf) SPACING- 2-0-0 20.0 Plate Grip DOL 1.25 7.0 Lumber DOL 1.25 0.0 Rep Stress Incr YES 10.0 Code FBC2017/TP12014 2x3 11 4x8 = 26 6 27 7 2x3 i 8 28 13 i2 11 6x8 = 3x6 = 3x4 = CSI. DEFL. in (too) Well L/d TC 0.35 Vert(LL) -0.1811-21 >917 360 BC 0.54 Vert(CT) -0.3811-21 >432 240 W B 0.89 Horz(CT) 0.02 13 n/a n/a Matrix -MS BRACING- D 2X4 SP M 30 TOP CHORD D 2x4 SP M 30 BOT CHORD 2x4 SP No.3 S. (lb/size) 2=663/0-8-0, 9=346M-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) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3=-127511025, 3-4=-913f708, 4-5— 829f705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9= 341/235 D 2-15= 836/1187, 13-15=-34/309, 11-13= 256/348, 9-11 =-1 24/304 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— 837f703 Scale=1:58.6 29 m 9 10 Jo 3x5 PLATES GRIP MT20 244/190 Weight: 156 lb FT = O% Structural wood sheathing directly applied or 5-11-9 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1) Unb' anced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft L=34ft; eave=6ft; Cat. II; E r 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 10-0 , Interior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lum " er DOL=1.60 plate grip DOL=1.60 3) Pro' i e adequate drainage to prevent water ponding. 4) This toss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Th 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 between the bottom chord and any other members. 6) Pro Fide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=430, 9=249, 13=928. Thomas A. Albani PE No.39380 67iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 L! ARNlNG - VeNty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIF7473 rev. f0/03/20f5 BEFORE USE.gh!!dfwuhlyth �J�d rvllTt:0 conrcotsdesign is based only Upon parmetowd Is for ctr Individual W dng compoheht, hotysteforu, Tbuilding designer mustedry the applicability ofdesign pmetnd properly Incorporatethis design Into The overalling design. Bracing IndicatedIstont buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek'eilityanevent collapse with possible personal InJury and property damage. For general gWdance regarding e."0.,strarection and bracing ofndtrusssystemseglySUIP11lGDSB$9nd ®CSIgdCompn®n►6904 Parke East BNd. ty(n/oBnaHorgvalloble hom Truss Woie Institute, 218 N. Lee Street• Suite 312, Alexanddo, VA 22314. Tampa, FL 33610 Job u Truss Truss Type city Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) rruss, Inc., Fort Pierce, FL 1-0-0 8-0-0 3-1-1 5-10-1 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 8.130 s Sep 15 20117 Mi I ex industries, Inc. Vied reu c i 19: 19:59 20 18 rage r ID:_etCi cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE 1-6-0 22-2-2 26-0-0 34-0-05� 1-6-0 3-8-2 3-9-14 8-0-0 -0.0 Scale=1:60.6 3x5 - 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 8-0-0 Plate Of'ets X,Y -- 2:0-2-2 Ed e , 3:0-3-8,Ed e , 21:0-3-8,Edge], 24:0-3-8,0-3-0 , 27:0-3-8,0-3-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.91 Vea(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL L20.O Rep Stress incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL Code FBC2017/TPI2014 Matrix -MS Weight: 194 lb FT = O% LUMBTt - TOPCRD 2x4SPM30 BOT CRD 2x4 SPM 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puriins. 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 INS. All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORC S. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP C JORD 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- 1261305, 9-11 =-1 06/363, 11 - 1 4=- 1931412, 14-17= 94/271, 19-21 =- 143/272 BOT C ORD 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 1) Unbalanced roof live loads have been considered for this design. 2) Win if ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh Cat. Il; Expp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Pro�%e adequate drainage to prevent water ponding. 4) All pEates are 2x3 MT20 unless otherwise indicated. 5) This, russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Th 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 fP betvveen the bottom chord and any other members, 7) Progjde mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at jointl�7, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Glrc� r carries hip end with a-0-0 end setback. 9) Grhical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 6; 0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the re§ onsibility of others. 11) In Jose LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®� ARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' grt valid for use only with MITeka connectors. This designs based only upon parameters shown, and Is for on Individual building component, not a 4 Lss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall b6 iding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa rtcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSyMII GuaOtyCdteda, DSB-09 and SCSI Build61g Component 6904 Parke East Blvd. Satetytatomlationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ri Job Truss Truss Type Qty Ply �62'Gra M 11323 GRA HIP 1 1 Job Re Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 ID:_etClcxC3ixVV?huts?ypJyuFL LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifori Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11 =-1 26(F=-72), 11-21= 126(F=-72) Cancel trated Loads (lb) Vert: 29=-641(F) 24=-641(F) T13302396 14:19:59 2018 Page 2 ALARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M71-7473 rev. 1010312015 BEFORE USE. t�gn ' valid for use only with MITek0 connectors: This design Is bawd only upon parameters shown, and Is for an individual building component, not as Ir rss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu Iding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew prevent Is ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa y rlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANS&7PII Quality 0fledd, DSA-09 and SCSI Building Component 6904 Parke East Blvd. Sdtety Intormationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty i Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) imoers I russ, Inc., raft rlerce, rL •.1-A1 8-0-0 l 5x8 MT18HS = 4.00 FIT 3 I �1 6 14x6 = 16 3x6 11 I D:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC 17-0-0 20-4-0 26-0-0 34-0-0 35-0-Q 3-43-4 0 3-4-0 5-8-0 8-0-0 1-0-0 Scale=1:58.6 4x10 = 5x8 MT18HS = 2x3 11 46 = 2x3 11 23 4 5 6 7 24 8 t2 9 10- ' ... i C? 0 15 14 13 12 11 5x6 = 6x12 = 6x12 = 5x6 = 3x6 11 4x6 = Ill 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate 0(1Sets (X Y)-- [3:0-5-4 0-2-8] [5:0-3-0 Edge], [8:0-5-4,0-2-8] LOADI (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 153 lb FT = O% LUMBiR- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puriins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REAC ONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCEIS. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 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 C ORD 2-16= 1729/3460, 14-16=-1753/3525, 11-13= 262l733, 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 1) Unb lanced roof live loads have been considered for this design. 2) Win 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 DOL=1.60 3)'Proljlge adequate drainage to prevent water ponding. 4) All p tes are MT20 plates unless otherwise indicated. 5) This fuss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' Thy � 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 I between the bottom chord and any other members. 7) Pro% de mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at jointll73 and 345 lb uplift at joint 9. 8) Gird rcarries hip end with B-0-0 end setback. 9) Han er(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, and 967 lb down and 461 lb Lip at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the res I�nsibllity of others. 10) In (he LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ASE(S) Standard 1) DeA + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unif�rm 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.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. D gn va!!d for use only with MiTeW connectors. T-rls design Is based only Upon patdmeters shown, and is for an Individual building component, not a I. system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu��iii Ing design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is Mays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the to t11catlon, storage, delivery, erection and bracing of trusses and truss systems, seeANsLapll euality crBarla, DSB-69 and SCSI Building Componanf 6904 Parka East Blvd. Sa ty Wdimallomvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 41 Job Truss Truss Type city Ply 62Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) !14 nn!D Donnas truss, Inc., Fort fierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16= 641(F) 11= 641(F) 1 D:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW 4NkR84uuKI w4_?Q6XhNGETJTziuKC ®'I WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/20I5 BEFORE USE. vld for use only vAfh NIITeICCD connectors. this design Is basednlyuponparshown, and is for ati IndlWduai tw�ding component, notyoreuse ' The building designer must verityhacablllly of design parameters and properly incorporate this design Into The overallj�clin Bracingndcato buckling of Individualand/ochord membersracing iwiTek'ired ngdesign. prevent for stability and a catlon, storage, delivery, erection and bracing of Trusses and truss systems, seegNSUIPII Cualtly Cdterla DSB-09 and SCSI Bu�dfng Component 6904 Parke East Blvd. Iv /nlorma/bmvaliabie from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231,. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch � T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) I russ, Inc., von Fierce, vL 1-0-0 3x4 = O. IOU Soup I D LU I ! Ivll I — I.Iuuou Iva, a 1- v nUo ID:xi?zSlzTbJCDIIrGPHi QukyuFUI-TgMKFrNTDOedyW4NkR84uuKBb47aQKfhNGETJTziuKC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 LUMB TOP C ORD 2.4 SP No.3 BOT C , ORD 2x4 SP No.3 (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0 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. 1) Win 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; E C, Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions sho ; Lumber DOL=1.60 plate grip DOL=1.60 2) Thi I russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` Th 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 it between the bottom chord and any other members. 4) Ref' to girder(s) for truss to truss connections. 5) Pro,, de mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3, 136 lb uplift at joint 2 3 Ib uplift at joint 4. Scale = 1:7.8 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® - Verify design parameters andREADNOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGEMII-7473 rev. 101032015 BEFOREUSE. se a^,y with MfrekD connectors. This design is based only upon parameters shown, and Is for an individual building component rota tARNING ss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall & tiding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is' ]]ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the to 4rication, storage, delivery, erection and bracing of trusses and truss systems, weANSUMII QualtyCdferla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sc fely infoanallomvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, A,exandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch � I T13302399 M11323 J4 MONO TRUSS 8 �62'Grand 1 Job Reference (optional) 9maer5l rru5s, mu., rust riei ue, r, 1-0-0 3x4 = I D: PDYLfd_5MdK4MSQTz?ZfRxyuFU H-y 1 wiTBN5_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB Scale=1:11.1 4-0-0 4-0-0 LOADI 13 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT = 0% LUMBt BRACING - TOP C iORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT C 2x4 SP NO.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT IORD OINS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Harz 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) FORCE[S. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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; E C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions Sho ; Lumber DOL=1.60 plate grip DOL=1.60 2) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - Th' 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 between the bottom chord and any other members. 4) Ref to girder(s) for truss to truss connections. 5) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 an) 7 Ito uplift at joint 4. Thomas A. Alban! PE No.39380 61iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®,I �VARN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EIVREFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. 4g gn vaild for Use only with MITekV connectors. This design is based only Upon parameters shown, and is for on Individual building component, not ' o rirss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Iding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is (ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iq rication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/1P11 QualByWorld, DSB-89 and BCS/BuOding Component 6904 Parke East Blvd. fy lnformoflonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302400 M11323 1 J6 MONO TRUSS 8 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.13u s Sep i o 20i I Ivll l ex inausmes, arc. wed rev 2 i i4:2u:uo zu r o rdye i I D:tP6jtzLj7xSx_c_fXi4uz9yuFUG-QDT4gXOkIOuLBgEmrsBYzJPU Dtd4uE9zgajZOMziuKA 1-0-0 6-0-0 1-0-0 6-0-0 Scale = 1:14.6 3x4 = 6-0-0 6-0-0 �yII LOADItfG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL ! 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rita n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 20 lb FT = 0% LUMBE� - BRACING - TOP C I ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT C I, ORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT ONS. (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=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCE, . (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wiri : 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; jC; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C formembers and forces & MWFRS for reactions sh; Lumber DOL=1.60 plate grip DOL=1.60 2) Thuss has been designed fora 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) 'Ttruss 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 it between the bottom chord and any other members. 4) Ref, to girder(s) for truss to truss connections. 5) Proy de mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at join( and 8 lb 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 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE.' ig gn valld for use only with MITek0 connectots. This design Is based only upon parameters shown, and Is for an individual building component, not o' (uss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall b tiding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is ilways, required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa rication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPif GualUyClfleda, DSO-89 and BCS1 BuQding Component 6904 Parke East Blvd. Scfety/nformallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch I T13302401 M11323 L J8 MONO TRUSS 20 1 Job Reference (optional) I fuss, Inc., run r-mice, rL 3x4 I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-uP 1 SutPM WJOCp_pyPZinW XybuH5 UdhP73ES7woziuK9 Scale=1:17.4 Plate Offsets X,Y -- 2:0-3-14,0-1-8 LOADI JG (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nla n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 26 lb FT = O% LUMBER - TOP CORD 2x4 SP M 30 BOT C , ORD 2x4 SP M 31 (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 Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) (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. 1) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=14ft; 13=5211; L=34ft; eave=6ft Cat. II; E 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 3-1-13, Exterior(2) 3-1-13 to 7 1-8 zone-C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' p 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 it between the bottom chord and any other members. 4) Ref ri to girder(s) for truss to Miss connections. 5) Prode mechanical connection (by'others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at join, 2 and 15 lb uplift at joint 4. Thomas A. Albani PE No.36380 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. ' Ign valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not al. uss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bt Riding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing MiTek Ise ilways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f ricatlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCrBedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SOtety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 2231A. Tampa, FL 33610 Job Truss Truss Type Qty, Ply 62' Grand Carlton III with porch T13302402 M 11323 K.18 MONO TRUSS 4 1 Job Reference (optional) i russ, inc., rorr t-iewe, rL 1-5-0 2 .,ter ,.. �.. . . .... . .... ................. ..._. .. I D:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CQ_Hd83Q809zHD02kUrohRsM 1 VGHuCgSEziuKB 11-3-0 2.83 12 3x4 3 Scale=1:20.3 4 D 6 7 2x3 II 5 3x4 = i 3x4 = 7-3-4 11-3-0 7-3-4 3-11-12 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 HOrz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 44 lb FT = 0% LUMBE{R- BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS I 2x4 SP No.3 REAL ONS. (lb/size) 4=20 1 /Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Gram 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORC S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCORD ORD 2-3= 1151/523 BOT C WEBS!'I ORD 2-7= 687/1126, 6-7= 687/1126 3-7=0/330, 3-6= 1236l755 1) Wi'b: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52fh L=34ft; eave=6ft; Cat. II; C; Encl., GCpi=0.18; MW FRS (directional); 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) - s 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 Willi! t between the bottom chord and any other members. 4) Ref r to girder(s) for truss to truss connections. 5) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at join 2 and 286 lb uplift at joint 6. 6) In th LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD IFASE(S) Standard 1) D �'I + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UnIi l'Irm Loads (pit) Vert:1-2=-54 Trapezoidal Loads (plf) I, Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B= 49), 8=0(F=10, 13=10)-to-5=-56(F=-18, B=-18) Thomas A. Albani PE No,39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®J WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' a sign vdld for use only with MITe.8 cohttectors. This design is based only Upon parameters shown, and Is for an Individual buTding component not truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ilding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is rriways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f' rlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII QualifyCrSedd, DSB-89 and SCSI SuBd/ng Component 6904 Parke East Blvd. Satetvintonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. c1-2 c2-3 IN 2. Truss bracing must be designed by an engineer. For truss lateral themselves WEBS q�� 4 wide spacing, individual braces may require bracing, or alternative Tor I c p p bracing should be considered. p U 3. Never exceed the design loading shown and never inadequately braced trusses. dy�° stack materials on 0 a0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�$ c� 7 c� BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1114' from Outside 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 JOWIS 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/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BYEND JOINT the environment in accord with ANSI/TPI 1, 'Plat® location deiarls avar7able in M�Tek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for fire ICC-ES Reports: use with retardant preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, 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 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 purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values g Y 14. Bottom chords require lateral bracing th 10 is spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil 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. a BCC - _.RuiLding2gprn _ogept Safety c Ice or an Information, Guide to -Good PraTing; - - _ - - 20. Design assumes manufacture in accordance with 1-QuaIl - -ANSI . - _ rite_ ua Installing & Bracing of Metal Plate - -- Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015