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HomeMy WebLinkAboutTRUSS PAPERWORKiiiiiiiiiiiiiiilim M i Te ko \\-\ C'nG�..ec..a RE: M11323 MiTek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323� Lot/Block: Subdivision: Add' ess: N/A City: PORT ST LUCIE State: FL®� General Truss Engineering Criteria & Design Loads (IndividualTruss Design Drawings Show Sp2cibl 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 grb `2 2/21/18 9 T13302398 10 T133023919 j4 2/21/18 11 T13302400 16 2/21/18 12 T13302401 JJ8 2/21/18 13 T13302402 kj8 2/21/18 I 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 OA:6634 i IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (eg., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. e � s 9380 �0: S TAT OF : •�IJJ Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 1 of 1 Albani, Thomas Job Truss Truss Type oty Ply 62' Grand Carlton III with porch T13302390 M71323 A COMMON 9 1 Job Reference (optional) unamoers truss, Inc., t-ori coerce, t-L 4.00 FIT 4x5 = 6 27 /KnnZweXyJckSFBgyuFUN-illia6GS6xdm_ITrGI7CZC_IGrGmYZaVX1 H 1 xziuKK Scale=1:57,8 2x311 25 26 28 2x3 Ii 3XG = 5 7 3x6 Zr 8 3x4 � A 3x4 -� 3 9 24 29 n 2 10Y1,o Im O 17 16 15 30 31 14 13 12 a 3x6 — 20 11 4x6 = 3x8 = 3x6 = 46 — 2x3 11 3x6 = 6_7-13 12.4-13 21.7-3 27.4-3 34-0-0 6.7-13 5-9-0 9-2-7 5.9.0 6 7-73 Plate Offsets (X,Y)-- (2:0-0-2,Edgel,(10:0-0-2,Edge) LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 7.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 * Rep Stress Incr YES WB 0.65 BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUIMBER- DEFL. in (lop.) Well Ud PLATES GRIP Vert(LL) 0.3214-15 >999 360 MT20 244/190 Vert(CT) -0.61 14-15 >670 240 Horz(CT) 0.12 10 n/a n/a Weight: 163 lb FT = 0% BRACING - TOP CHORD 214 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc puffins. BOT CHORD 2 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (II/size) 2=1362/0.8-0,'10=1362/0-8-0 Max Herz 2=-179(LC 8) Max Uplift 2=-832(LC 10). 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 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=-126912000, 12-14=-2132/3213, 10-12— 2132/3213 -WEBS 6-14=635/983, 7-14=-3131362, 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, �1-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Enci.j 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 17-0-0, Interior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will tit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (t=lb) 2=832,10=832. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb tip at 15-0-0, and 50 Ib down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the race of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Lie (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11= 54, 18-21_ 20 Concentrated Loads (lb) Vert: 26=-50(F) 27— 50(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL $3610 Date: February 21,2018 ® WARNING - V¢rlry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for (ise only with rvllTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use. the building designer must verify the applicability of design puromeiers and properly incorporate this design Into the overall building design � &acing indicated is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing NI iTek' Is always requir d for stabllity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storhge- delivery- erection and bracing of trusses and truss systems, seeANSUIPIi Quality CrHada, DSB-89 and BCS1 Bugdtng Component 6904 Parke East Blvd. Satetylnfwmoffanavoilable from Truss Plate Institute, 210 N. Lee Street, Suite 312, Nexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 162'Grand Carlton 111 with porch T13302391 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:54 2018 Page 1 I D:2GIScwwyY511nGhXVARzUkuytiFUM-BURgnSH4tFldcR21(ITW R6QXpvFX_Hl Ufmhl bZNziuKJ n-o•0 7.8.5 10.6.4 17.0.0 20.4.8 , 26.4.0 34.0.0 �5.0.0 4.00 FIE 5x8 11 6 3x12 2.00f 12 0.6-4 20.4-8 Scale = 1:50.8 is is 5x12 = 20 11 3x6 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 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 LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3'Except' WEBS 6-114: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. M (Lze) 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. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 21 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 2rr14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12= l948/2995 WEBS 3L14=-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 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 155 lb FT = 0% Structural wood sheathing directly applied or 1-7.8 oc puffins. Rigid ceiling directly applied or 3.9-12 oc bracing- 1 Row at midpt 6-14 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=5211; L=34ft; eave=6ft; Cat. II; Exp C; Encl., IGCpl=0.18-, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intertor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-6-4 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has'been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 10=803. 1 lM 6 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert $634 8804 Parke East Blvd. Tampa FL $3610 Date: February 21,2018 A WARNING- V rW design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mg-7473 rev. 10/0312015 BEFORE USE. Design valid for use only wllh ivtllekV connectors. ills design Is based only upon parameters shown, and Is for an Individual building component- not a truss system. Before use, the building designer roust verify the applicability of design parainelers and property 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 ; p Ml lek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANS&7P11 QualifyCtlNtla, DSB-89 and BCSf Build/ng Companonf 6904 Parke East Blvd. Safely lnfotmaBottavallal�le 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 T13302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss,. Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2018 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-th 37oiieYtUEbdENAlgfd47AftlOQoo_Lne6gziuKl {I-0•Q 1 B-11-11 18.0.0 18.0.0 20•M11 , 25.11.15 34.0.0 Q5.0•Q '1.0-00— 6.11-11 7.0.5 2-0-0 2.4.8 5-7.7 8.0.1 1.0 0 Scale = 1:61.9 4.00 F12 6x8 = 5x6 = di 0 5x6 = 2x3 11 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DUL 1.25 TG 0.81 Vert(LL) 0.69 14 >590 360 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30'Except' 315,6-7; 20 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 5;14: 2x4 SP M 30 OTHERS 2Ix4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 157lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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 2-4-5491/3336, 4-5-5095/3071, 5-6-2314/1551, 6-8— 2398/1533, 8-9=-3199/1981 BOT CHORD-14-3040/5224, 13-14=-1195/2361, 12-13-1123/2199, 11-12-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513, 5-14-1707/2959, 5-13=-405/196, 6-13=-179/522, 8-12= 893/660, 8-11=01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=521t; L=34ft; eave=611; Cat. 11; Exp C; Encli, G41=0.18; MW FRS (directional) and C-C Extertor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35.0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between) the bottom chord and any other members. 7) Bearing at joinli(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. � Thomas A. Albani PE No.39380 Wok USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII--7473 rev. 10/03/2015 BEFORE USE. Design valid for rise only will) MllekO conneclois, this design is based only upon parameters shown, and is for an Individual bu iding component• not a Truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.) Bracing Indicated Is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal I,Imy and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII QualityCrE®rla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntoanaRonavallabte from Truss Plate Institute, 218 N. Lee Meal. S Ile 312, Alexandila, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 62' Grand Carlton III with porch i T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ,1.0.0 B-10.10 c%1 6 5x8 = a.i30 s ID:WSJgpGwalPpe 5x6 = b 2a1 / MI I ex Indu51rre5, 1nL;. VVeu reu c 1 1-f: i a.00 cv 10 raga 1 UjGSyuFUL-7tYRC7J LPsOLrICQxuZvBrcAj3DQIsZxD? W ieGziuKH 5x12 = 2x3 II 3x12 � 2.00 12 3x6 = Scale = 1:60.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Verl(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 147lb FT = 0% LUMBER-- T BRACING - TOP CHORD 214 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. BOT CHORD PX4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1312/0-8.0, 7=1312/0-8-0 Max Horz 2=149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOT CHORD 2-11— 3071/5219, 10.11=-1590/2874, 9-10— 1738/296B, 7-9— 1738/2968 WEBS 3-11= 419/443, 4-1 1=-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 7110; Vult=165rnph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=521t; L=34ft; eave=6tt 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 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 00 plates unless otherwise indicated. 5) This truss ties been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will III between the bottom chord and any other members. 7) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED WEIVREFERANCE PAGE MO-7473 rev. 1010312016 BEFORE USE. Design valid for use only with M1TeW connectors. lhls design is based only upon parameters shown, and is for an individual (wading component. nor � a hiss system. Bbfore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Info the overall building design.) Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing McTek' prevent Is always required for stability and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CuaMyCrUedb, DSO-89and SCSI SuBdrng Component 6904 Parke East Blvd. SatYlyinimmaBoaavairabie from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss buss Type Uly fry uz' cdrano uarnon m wun porch ' T13302394 M11323 IA8 I SPECIAL 1 1 s 10:57 2018 Page 1 5x6 = 3x4 = 4.00 12 4 2*1 5 2x3 II 5x8 = 6 22 7 9v.I // Scale = 1:60.6 0f 2 O 12 '11 5x12 = 3x4 = 4x5 = 3x12 2.0 = I 0 12 34-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL '1.25 TC 0.78 Vert(LL) 0.65 '12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Verl(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 'i Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 154 lb FT = 0% LUMBER- 1- T._ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2r3=-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 3i 13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12= 894/601, 6-12_ 265/263, 7,112=-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=128mp1n; TCDL=4.2psf; BCDL=3.ops1; h=14fh B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl.,',GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss haslbeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=803, 9=803. Thomas A. Albani PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMM-7473 rev, f0/03/2015 BEFORE USE Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown. and is for an Individual building component not a iruss system. Before use, the building designer must verify the applicability of design poiameleis 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANS&VII GuolByCrtleft DSB-69 and SCSI BuRd/ng Component 6904 Parke East Blvd. Sefelyrnfenneftnavdiable from Truss Plate Institute, 218 N. Lee Street Sulfe 312, Mexancirkz VA 22314. Tampa, FL 33610 Job i Truss I Truss Type City Ply 62' Grand Carlton III with porch T13302395 M11323 A9 HIP 1 1 Job Reference (optional) nae o...... 4 Gnambers Truss, Inc., t-ori Fierce, 1-L a. r0u a Dep to du r ,wn on u,vuauroa, i1c. rr cu -emoyo , ID:_elCl cxC3ixVV?huts?ypJytIFUK-3FgBdpKbwTG353Mp3JbNGGides?ZDm3EgJ?ojeziul(F 11.0.0 6.7.15 10.0.0 15.2.14 20.4 0 24.0.0 27.4.1 34.0.0 35.0•Q 1-0 0 6.7.15 3-4-1 5.2-14 3.4-1 6.7-15 1-0-0 Scale = 1:58.6 4M — 2x3 d 4x8 4.00 12 4 3x4 = 6 24 525 26 27 7 nI1 6 14 .G 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 20.4.0 LOADING (pst) I SPACING- 2-0-0 CS. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BOLL 0.0 'i Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 156lb FT = 0% LUMBER ^^ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Id/size) 2=663/0-8-0, 9=346/0-B•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) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4— 913/706, 4-5= 829/705, 5-6= 565/807, 6-7= 565/807, 7-8=104/278, 8-9=-341/235 BOT CHORD 2-15=836/1187, 13-15=-34/309, 11-13_ 256/348, 9-11= 124/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13= 264/300, 7-11=-255/396, 8-11=-461/521, 7-13=-837/703 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=14fh B=521t; L=3411; eave=6ft; Cat. 11; Exp C; Encl.,IGCp1=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterlor(2) 5-2-5 to 10-0-0, 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 S MW FRS for reactions shown; Lumber DOL=1160 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has Been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has'been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ot=lb) 2=430, 9=249, 3=928. 0 `o 3m 6 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: February 21,2018 a WARNING - Ve�fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2016 BEFORE USE. Design valid for use only with MiTeW conrleclors. This design is based only upon parameters shown, and is for an Individual building component, not � a Iniss system. Before use, the building designer must verity the applicability of design parameters and property 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 r McTeV Is always required for stabllly and 10 prevent collapse with possible personal Injury and property damage. For general guidonce regarding the fabrication, storage, delivery, erection and bracing of IR1SSe5 and truss systems, seeANS&V11 CualByCrBeila, DSB-89 and BCSf BuBderg Component 6904 Parke East Blvd. Safety lntamiaBor available from Truss Plate Ins111u1e. 218 N. Lee Street. Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch i T13302396 M11323 GRA HIP 1 1 Job Reference o lional Chambers Truss, Inc., I -on Pierce, I-L Lr 6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. e.1 ;�U s aep 1 b eui I MI i eK mousures, inc. vveu r•eo e r r w; i e;oa eu i s rage i I D;_o1C 1 cxC3ixVV?I1uts?ypJyuFUK-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziuKE Scale = 1:60.6 3x5 — 3.6 Ii 3xG = 6x9 = 3x6 = Gx8 = 4x4 = 6x8 = 8.0.0 11-1-1 18.6.0 26-0.0 34.0.0 ~� 8.0 0 3-1.1 i-- 7-4-15 7.6-0 r 8.0-0 Plate Offsets (X,Yt)-- [2:0-2-2,Edgej�f3:0-3-8,Edgej, [21:0.3.8,Edge), 24:0-3-B4O-L-QL[27:0-3-8,0-3-Oj LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well 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 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2.017/rP12014 Matrix -MS Weight: 194 lb FT = 0 LUMBER- �— — —� � BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2xp SP No.3 1 Row at midpi 8-21 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. JOINTS 1 Brace at JI(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. M �x Horz 2=-179(LC 6) (lb) - Max Uplift All uplift 100 lb or less ai joints) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), j 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) FORCES. (Ib) -flax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-3— 621/387, 3-5=-304/838, 5-7— 588/1209, 7-8=-588/1209, 8-12— 588/1209, t2 N 3 'n 1m 6 12-13— 588/1209, 13-15= 568/1209, 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= 84611780, 21-24=35/351, 4-5=-608/514, 19-20=-335/305, 14-15— 556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14ft; B=52ft; L=34ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 pfate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has lieen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss hasl 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 [lie 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 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with B-0-0 end setback. 9) Graphical puritn� representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Alban[ PE No.39380 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 Wok USA, Inc. FL Cert8634 26-0-0, and 967 lb down and 461 lb up at B-0-0 on bottom chord. The design/selection of such connection device(s) is the 6904 Parke East Blvd. Tamf P a FL 33610 responsibility oothers. 11) In the LOAD C,ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: February 21.2018 ndard ' ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEIWI--7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mifek® connectors. This design Is based only upon parameleis shown, and is for cm Individual building component, not a truss system. Bdiore use, the building de-Jgner muslverify the applicability of design paiarneieis 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 M� l�p e�• Is always teclulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSYWI1 GuaBtyCttfedlrr DSB-89 and SCSI Butfd/ng Component 6904 Parke East Blvd. Sorolyinfortnatibnavailable from Truss Plate Institute. 218 N. Lee Slreet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply 62"Grand Carlton 111 with porch T1330239G i M 11323 GRA HIP 1 1 Job Reference (optional) Ghambers I ruse, Inc., I -on Nlerce, rL v. o cF . I . I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-XSEZy9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl(pll) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-1 1=-126(F=-72),11-21=-126(F=-72) Concentrated Loads (lb) Vert: 2I = 641(F) 24=-641(F) 0 WARNING - Nerdy deslga parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters showrL and is for an Individual building component, not a truss system. B fore use, the bulld'np designer must verify the applicability of design parameters and property Incorporate this de (in 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 MiTek' Is always required for stabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrleatlon, storage, delivery, erection and bracing of trusses and truss systems. SeeANS&WII Qual/lyCtBaft DS8-89 and SCSI Bu1IdInQComponent 6904 Parke East Blvd. Safety/nforma8onavallable from Truss Plate Institute. 218 M. Lee Street. Shiite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL � 6 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 u.13u s Sep 15 2u1 / MI i ex mausmes, inc, Wed Feb z i i 4:zu:u I 2018 raw i ID:SrRaEyyrg04M78G4raWBLWytiFUJ-TgMKFrNTDOedyW4NkR84LIuKlwA ?Q6XIINGETJTziuKC 5x8 MT18HS = 4x10 4.001r2 2x3 II 46 = 2x3 It 3 23 4 5 6 7 24 5x8 MT18HS = 16 15 14 13 12 11 3x6 11 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 5x6 = 6x12 = CST. TC 0.80 BC 0.66 WB 0.90 Matrix -MS LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 21i4 SP M 30 WEBS 2x4 SP No.3'Except' 4-14,7-13: 2x6 SP No.2 REACTIONS. (Ili/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) 6x'12 = Sx6 = 3x6 it Scale = 1:58.6 46 = DEFL. in (loc) Weil Ud PLATES GRIP Vert(LL) 0.2216-19 >999 360 MT20 244/190 Vert(CT) -0.3016-19 >820 240 MT18HS 244/190 HDrz(CT) 0.06 9 n/a n/a Weight: 153 lb FT = 0°! BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8— 1296/2589, 8-9= 751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 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, -11=-432/1204, 6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=14f1; B=5211; L=34ft eave=6fh Cat. 11; Exp C; EncIJ GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequite drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This MISS 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 tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility oflothers. 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 (Pit) 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 h1lTek USA, Inc. FL Cert 0634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 1 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 101032015 BEFORE USE -- ' Design valid for use only with Milek4a connectors. Tins design is based only upon parameters shown, and is for an Individual building component, not a truss system. B61ore use, the building designer must verify the applicability of design praiamelers and properly Incorporate this design Into the overall Wilding design. J&acing Indlcaled Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss system% seeANS(/IPII QualByCllt ft DSB-69 and BCS1 BaBd/ng Component 6904 Parke East Blvd, Safety intolmallotgvaibable from Truss Plate Insillule, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply Carlton III with porch T73302397 M11323 GRB HIP 1 1 162'Grand oRotT L IolnIfacl ANrnn rnto,r Pnn 91 14,gn•n1 9nta pnnn 9 Chambers Truss, Inc., Fort Pierce, I-L LOAD CASE(S) standard Concentrated Loads (lb) Vert: 16- 641(F) 11=-641(F) ID:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC f ® WARNING - Ve*design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMH-7473 rev. 1010312015 BEFORE USE Design for use only with Mllek0 conneclors. lnls design Is based only upon parameters shown, and Is for an individual buildinq component. not Valid a Truss system. Before balding design. use, the building designer must verity the applicabilily of design ryirarneters and properly incorporaie this design Into the overall I Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required fabricallon, storage. for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the delivery, erection and bracing of trusses and Iatss systems. seeAMUWII AuW§yCrffeda, DSB-89 and SCSI SuIdtng Componanr 004 Parke East Blvd. Safoly Inlomra11onavailable from Truss Plate Institute. 218 N. Lee Street. Isulle 312, Alexandria. VA 22314. Tampa, FL 33610 Job 1 Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, !Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 ID:x1?zSlzTbJCDI I rGPH 1 OukyuFU I-TgMKFrNTDOedy W 4NkR84uuKeb47aOKfhNGETJTzi uKC .1-0.0 2.0.0 1.0.0 2.0.0 Scale = 1:7.8 3x4 = -- ——`T_"---- LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vett(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.0-1 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stresslncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc pUrlins. BOT CHORD 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 or, bracing. REACTIONS. (Ib/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 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 7410; Vult=165mph (3-second gust) Vasd=128n1ph; TCDlr4.2psf; BCDL=3.Opsf; h=14ft; 13=5211; L=34ft; eave=6ft; Cat. II; Exp C; Encl.i GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 'the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb upfif� at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dato: February 21,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 101032015 BEFORE USE ' Design valid for trse only with MiTekfrt connectors. This design Is [rased only upon parameters shown, and Is for an Individual (wading component not a truss system. Bdfore use, the building designer must verify the applicability of design parareters and properly incorporate this design info the overall building design. I&acing Indicated Isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanenl bracing MOW Is always required for stability and to prevent collapse with possible petsonal injury and property drnnage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPII QaallfyCl@ed e, DSB49 and BCSIBu8d/ng Component 6904 Parke East Blvd. Safety lnfonnaBonavailabte from Truss Plate Institute. 218 N. Lee Street. SWIe 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton 111 wills porch T13302399 iMI;323 J4 MONO TRUSS 8 1 L Job Reference o tional i.; r Mn,' P-b 2i 14:20:02 oma Pann 1 Chambers Truss, Inc., Fort Pierce, FL a. wu a aep is cv 1 , M. I o.. ,, �....�,� ...... ..., ...__.__ __ . _ ID:PDYLfd_5MdK4MSOTz7Zf RxyuFUH-yt wiTBN5_imUZgfalBfJR6sl_UP79nvgbwzOswziuKB 4.0.0 1.1•00•0 4-0.0 3M = Scale = 1:11.1 I — 400 —— — LOADING (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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc puffins. BOT CHORD 2x4 SP 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. (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=4.2pst; BCDL=3.Opsf; h=141t; B=52ft; L=341t; eave=6ft; Cat. II; Exp C; Encl.,' GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumbe� DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.OpSf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 80lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift!: at joint 4. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING- Uel rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMX7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeW connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a in= system. fore use, the building designer must verify the appticablilty of design pararneieis and property Incorporate this design into the overall bustling design racing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permaneni bracing Mire k' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guldance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss syslerns. seeAN8U1P11 Quality CrIted d, DSB-69 and BCS1 Building Component 6904 Parke East Blvd. Sofe/ydnfwmallonavoilable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply 62' Grand Canton III with porch T13302400 Mt 1323 J6 MONO TRUSS 8 1 Job Reference optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:03 2018 Page 1 ID:tP6jiz- j7xSx_c_fXi4uz9yuFUG-ODT4gXOklOuLBgEmrsBYzJPUDld4LiE9zgajZOMziuKA 1.0-0 6-0.0 I 1.0.0 6.0.0 Scale = 1:14.6 3x4 = 6-0-0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 2441190 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 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 I Matrix -MP Weight: 20 lb FT = 0°6 LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 3= 1 45/Mechanical, 2=279/0-8-0, 4=71/Mechanical M� x Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2= 194(LC 10), 4=-B(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES 1) Wind: ASCE 7- 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=141t; 8=5211; L=34ft; eave=6ft; Cal. 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; LumberlDOL=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 hasl 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 glider(S) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 Q WARNING- Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGEMB-7473 rev, 10=015 BEFORE USE Design valld for use only with M1100 connectors. this design is Lased only upon parameters shown, and Is for an indvdual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buiding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce, regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSYNII QualByCtBedo, DSB-69 and SCSI BttYding Component 6904 Parke East Blvd. Safety trifammBonava➢.able from Luss Plate InsiiMe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply 62' Grand Carlton III with porch T13302401 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) cnamoers I ruse, I nc., rorr rrerce, t-L 8.0-0 3x4 MI nu s aep 10 zu If Iva I ex mousures. Inc. vveu reu e I I,+:au:uv eu Io rage I xSx_c_fXi4uzgyuFUG-uPt SutPMWJOCp_pyPZinWXybtiFl5UdhP73ES7woziuKg LOADING (psf) I SPACING- 2.0.0 CSI. DEFL. in (tor,) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 TCDL I Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr I YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x`4 SP M 31 BOT CHORD REACTIONS. (It"/size) 3=188/Mechanical, 2=352/0,8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4_ 15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Flax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% Structural wood sheathing directly applies! or 6-0-0 oc purlins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-'10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(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;F-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 Iti uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL $3610 Date: February 21,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312e15 BEFORE USE. Design valid for use oNy with MITekkr) connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpImAe 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 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the MiTek7 fabrication, storage, delivery, erection and bracing of trusses and truss sysierns, seeANSWIr QuarByCfflada, DS8-89 and BCS1,80drnp Component Safety intonnallonavallabte from Truss Plate Institute, 218 N. Lee Slreel. Suite 312. Alexandila, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 I D: Lcg54J?LuEancmZr4Qb7W MyuFUF-Mcbr5CQ_Hd830809zHD02kUrohRsMi VGHuCgSEzjtIK8 1-6.0 7.3.4 11-3.0 1-5.0! 7-3.4 3.11.12 Scale = 1:20.3 3x4 = 3x4 = LOADING (pst) ,^ SPACING- 2.0.0 CSI. DEFL. In (too) Well L/d ^ PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Verl(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 1 Rep Stresslncr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS I Weight: 44 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (I/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Holz 2=244(LC B) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Giav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1151/523 BOT CHORD �-7_ 687/1126, 6-7_ 687/1126 WEBS 3-7=0/330, 3-6= 1236/755 Structural wood sheathing directly applied or 6-0.0 oc purlins. Rigid celling directly applied or 8.9-6 oc bracing. NOTES- 1) Wind: ASCE 7110- Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=14ft; B=521t; L=34ft; eave=6fh Cat. II; Exp 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) - 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 Ehe bottom chord and any other members. 4) Refer to girder(§) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 Ib 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 (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2 �O(F=27, B=27)-t0-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: ....... ,I .,r_v .. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 911-7473 rev. f0/0312015 BEFORE USE -- Design valid for use only with MllekID connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Mofore use, the building designer rnust verify the applicability of design parameters and properly incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek I,, 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 irusses and truss systems, seeANSUTPII AuafEy CIftft DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. SaMfvfnfonmogonavallable, from Truss Plate Institute. 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORENTATION _ 131, Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 2 orientation, locate )-ids" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 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/TPI l : National Design Sp_ ecification for Metal Plate Connec ed Wood Truss Constru lc Ic DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 8 7 6 5 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 NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss systern, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 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. Comber 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 specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. �4u 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words — and pictures) -before -use. -Reviewing -pictures alone - Tek is not sufficient. Mi 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015