Loading...
HomeMy WebLinkAboutTRUSSLumber desi n values, ire_ in accordance with ANSI/TPI 1 section 6.3 These truss designs r;?ly on lumber values established by others. SCANN• MITek� � l��i a c, �� �t�«�B Y��� RE: M11323 - 62' Grand Carlton III with porch Site Information: Customer Info: WYNNNE DEVELOPEMENT CUR Lot/Block: Subdivi; Address: N/A City: PORT ST LUCIE State: FI Name Address and License # of Structural Engii Name: Address: City: General Truss Engineering Criteria & Design Lo Loading Conditions): Design Code: FBC2017/TP12014 I Wind Code: ASCE 7-10 Roof Load: 37.0 psf This package includes 13 individual; dated Truss D With my seal affixed to this sheet, I hereby certify tl conforms to 61G15-31.003, section 5 of the Florida No. _Seal# Truss Name Date 1 T13302390 A 2/21/18 2 _ 3 J13302391_ T13302392 A5 I A6 L2/21/18J 12/21/1 g 14 I T13302393 A7 2/21 /18 I5 I T13302394 I A8 1 2/21/18 I6 I T13302395 I A9 2/21/18 I i 7 I T13302396 I GR_A 2/21/18 I8 IT13302397 1 GRB 12/21/18 I I9 I T13302398 I J2 12/21/18 I 110 I T13302399 I J4 12/21/18 11 I T13302400 1 J6 2/21/18 112 I T13302401 1 J8 _12/21/'-- 113 I T13302402 I KJ8 12/21/188 I MiTek USA, Inc. 6904 Parke East Blvd. Project Name: M11323 ModeITVTIa ff(310-4115 er of Record, If there is one, for the building. License #: State: (Individual Truss Design Drawings Show Special sign Program: MiTek 20/20 8.1 nd Speed: 165 mph )or Load: NIA psf gn Drawings and 0 Additional Drawings. I am the Truss Design Engineer and this index sheet lard of Professional Engineers Rules. The truss drawings) 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. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI i. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which' were given to MiTek. Any project specific information included is for MiTek's 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. I V,AM 0, is fill,, ° e A. e �e .E.NS..�9�'� ��gi .• No 39380 p : STATE OF •���°ASS ... R O P` % °°°,,1p1111 N A; ►E,% Thomas A. Alban) PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: "February 21,20,18 Albani, Thomas 1`of A11 _, _ Job Truss Truss Type City Ply 62' Grand Carlton III with porch i 1 T13302390 M11323 A COMMON 9 1 Job Reference o tional unamoors I russ, Inc., run rwit;u, rr. .,. .,.. .,w �.. .. , ,.........,,.,, ,,,... ........... _ . . . . 4 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xdm_ITrGI?CZC_IGrC 1-0-q 6-7-13 12-4.13 17-0-0 21-7-3 27-4-3 34-0-0 n a-,-ia .r,-4-n 4-7-3 1 4-7-3 5-9-0 6-7-13 4.00 12 4x5 = 6 27 2x3 II 25 26 28 2x3 II 3x6 % 5 I 7 3x6 3x4 4 8 3x4 3 9 24 ni 2 0 17 16 15 3P 31 14 13 12 3x6 = 2x3 11 46 3x8 = I 3x8 = 4x6 = 2x3 11 1 29 JX111 lxziuKK Scale = 1:57.8 10itto ICI, 0 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 Na n/a BCDL 10.0 Code FBC2017JTPI2014 Matrix -MS Weight: 163 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 ! REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2— 832(LC 10), 10= 832(LC 10) FORCES. (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=-2770/21521 7I9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15= 1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14= 635/983, 7-14— 313/362, 9-14=-689/499, 6-15=-635/983, 5-15=-3 13/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--3.2psf; BCDL=3.Opsf; h=1411t; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 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 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832, 10=832. 1 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 50 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front! (F) or back (B). I LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 18-21= 20 Concentrated Loads (Ib) Vert: 26=-50(F) 27=-50(F) I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7479 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a taus 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 IY p� iTek• 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, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available 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 u T13302391 M11323 A5 SPECIAL ' 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ts.1 au s Sep 15zui r Mi i ex inausuies, mu. vveu reu c r iw: i a.aw c0 1 o rage t ID:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR2l qTW R6QXpvFX_H1 Ufmhl bZNziuKJ 1.0•Q 7-8-5 10-6-4 17-0-0 1 20-4-8 26-4-0 34-0-0 35-0-Q 1 0 0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1.0-0 Scale = 1:59.8 i 4.00 FIT 1 5x8 I I I 6 2x3 11 2x3 11 6x6 W B % 22 7 3x6 5 S 3x4 2x3 � 4 3 9 I 21 23 14 n1 2 i0 11 a r 5x12 MT18HS = I Icy o 6 13 12 5x12 = 2x3 11 3x6 = 3x12 � 2.00 12 20-4-8 -8 34-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) 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 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 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 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=131210-8-0 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 2-3=-5529/3776, 3-5=-5164/3538, 5-6— 5209/3667, 6-7=-2424/1902, 719_ 2462/1813, 9-10=-3195/2210 1 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-19481/2995 = — WEBS 3-14355/314, 5-14293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560, 9-12=0/269 I 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; BCD11=3.0psf; h=14ft B=52ft; L=34ft; eave=6fh Cat. 11; Exp 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, 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withliany other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 6) Bearing at Joint(s) 2 considers parallel to grain value using ANSIIfPI 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. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING • Veiify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCS PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into fhe 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22,314. Job Truss Truss Type City Ply 62' Grand Carlton III with porch a T13302392 M11323 A6 SPECIAL 1 1 I" Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.13u s Sep 1b 2u1 t MiTek ek industries, Inc. vied Feb zi 14n a:55 zui a rage i t I D:2GIScwwyY5hnGhXVARzU kuyuFUM-fh_3?ol ieYtU Ebd ENAI gfd4?AftlOaco_Ln86gzi uKl 1.0• 8-11-11 16-0-0 18-0-0 20-4-8 2%11-15 34-0-0 5-0- 0- 8-11-11 7-0-5 2.0-0 2-4-8 5-7-7 8-0-1 1.0-0 Scale = 1:61.9 4.00 12 W 1= 5x6 = 2x3 � 3x4 5x6 WB% 5x6 WB-- 34 78 r 21 22 �1 2 i4 I 9 10 Im Sx12 MT18HS = 13 3x4 o 12 11 5x6 = 2x3 11 3x6 3x12 = 2.00 12 10-6-4 1 15-0-0 16-0-01 20-4-8 , 25-11-15 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0,81 BC 0.93 WB 0.86 Matrix -MS DEFL. in (loc) Well L/d Vert(LL) 0.69 14 >590 360 Vert(CT) -0.92 14-17 >443 240 Horz(CT) 0.34 9 n/a n/a PLATES MT20 MT18HS Weight: 157 lb GRIP 244/190 244/190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6= 2314/1551, 6-8=-2398/1533, 8� 9— 3199/1981 BOT CHORD 2-14=-3040/5224, 13-14= 1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731 /3001 WEBS 4-14=492/513, 5-14=-170712959, 5-13=-405/196, 6-13� 179/522, 8-12=-893/660, 8-11=01303 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) 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 & MW FRS for reactions shown; Lumber bOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 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 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 MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters sho+ and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters,and properly incorporate this design into the overall building 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 property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302393 M 11323 A7 SPECIAL 1 1 Job Reference (optional) .. c.... 1 nA1T Ind,iN.inc Inn M/I A Geh 21 14:19:56 2018 Pane 1 Chambers Truss, Inc., Fort rlerce, rL v. i w o A ' c.. , , m,�.,.,,...,I �� ••,. ...... ..., �. .... _..... �_ ... _�_ . ID:WSJgpGwalPpeur6hk9UjG5yuFUL-7tYRC7JLPsOLrICQxuZvBrcAj3DQIsZxD?W ieGziuKH 1-0- 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 5-0- 0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0- Scale = 1:60.8 5x8 — 5x6 = 4.00 12 4 5 2x3 3x4 3 I 6 � 18 I 19 i 11 7 Ir �1 2 �j 5xl2 MT18HS = 8 n Im o • 10 g 5x12 = 2x3 II 3x6 3x12 = 2.00 F12 10-6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6-4 3-5-12 I6-4-8 5-7-7 8-0-1 Plate Offsets (X Y)-- f2:0-1-15 Edgel f4:0-4-0 0-2-31 f7'0-0-2 Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(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 FBC2017/TP12014 Matrix -MS Weight: 147 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Harz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showr TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, I BOT CHORD 2-11= 3071/5219, 10-11= 1590/2874, 9-10=-1738/2968, 7-9_ 1738/2! WEBS 3-11= 419/443, 4-11=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-1 6-9=0/272 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. 7=-3169/1993 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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 IDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSIIrPI 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=80317=803. i I I I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 10/0=015 BEFORE USE Design valid for use only with MITek® 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 properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord mdmbeis only. Additional temporary and permanent bracing MiTeW 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, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA �2314. Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302394 M'11323 AB SPECIAL 1 1 Job Reference (optional) unamoers I russ, Inc., ron Fierce, t-L 11-0-0 8-8-4 4.00 12 2x3 3 20 f 2 o 3xl2 = 2.00 12 10-6-4 10-6-4 Plato Affect. IY Vl__ r9-0_1_1 r Frinal f7-0-5_R 0_9_I LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 0.1 JU 5 aep 10 ZU I / Ml I UK I IUUbrl le,, IT lu. VVUu re U G I 1'; 1 w.-I "I o raye , I D:W SJgpGwal Ppeur6hk9UjG5yuFU L-b36p0TKzAABCTvncVb48k29 LBTZgUMw5SfGFAizi uKC- T 4-8 22-0-0 , 24-8-12 34-0-0 15.0-Q 4-8-4 1-7-8 2-8-12 9-3-4 5x6 = 3x4 2x3 II 5x8 = 4 21 5 , 6 22 7 13 5x12 MT18HS = 20-4-8 12 11 5x12 = 3x4 = 2x3 8 Scale = 1:60.6 23 11 v 9 10It2 Ir o 4x5 = SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a Code FBC2017lrP12014 Matrix -MS Weight: 154 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. REACTIONS. (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) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5488/3444, 3-4= 5117/3183, 4-5— 3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9_ 3021/1971 1 BOT CHORD 2-13— 3143/5224, 12-13= 1956/3292, 11-12=-136912481, 9-11= 1705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12— 894/601, 6-112— 265/263, 7-12= 294/391, 7-11=-374/691, 8-11=-535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-113, 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. I 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain !formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=80319=803. I i i I i Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek® 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 properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only. Addilional temporary and permanent bracing qq MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage• dellvery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch �62'Grand T13302395 M11323 A9 HIP 1 1 Job Reference (optional) Gnambers i russ, Inc., Fort Nlerce, I-L 6.130 s Sep 1 b 2ul / mi I eK maustrles, Inc. Wed reb 21 14:1 y:b6 201 ti Page 1 • ID: etCl cxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3J bNGGidcs?ZDm3EgJ?ojsziuKF r1-0-q 6-7-15 10-0-0 15-2.14 20-4-0 24-0-0 27-4-1 , 34-0-0 �5-0-Q 1-0-0 6-7-15 3-4-1 5-2-14 5-1.2 3-8-0 3-4-1 6-7-15 1-0-0 Scale = 1:58.6 4x4 = 2x3 II 4x8 = 4.00 12 3x4 = 4 24 525 26 8 27 7 2x3 2x3 i 3 8 23 28 N 22 r 29 0 n1 2 T,1r, 9 10 t2iE o 6 15 14 13 12 it 3x5 = 3x8 3x6 = 6x8 = 3x6 = 3x4 = 3x5 10-0-0 20-4-J 24-0-0 34-0-0 10-0-0 10-4-01 3-8-0 10-0-0 Plate Offsets (X Y)-- f2:0-0-14 Edge1 f7.0-5-4 0-2-01 (9:0-3-14 0-1-81 I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) ' I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 rVa n/a BCDL 10.0 Code FBC2017[FPI2014 Matrix -MS Weight: 156Ib FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh TOP CHORD 2-3=-1275/1025, 3-4-913/708, 4-5= 829/705, 5-6-565/807, 6-7= 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, 8-11=-461/521, 7-13=-837l703 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1=-255/396, 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=52f; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 10-0-0, Interior(1) 14-9-11 to 19-2-5, Extedor(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.OpSf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=430, 9=249, 13=928. 1 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 10103R015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trrtss system. Before use, the building designer must verity 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. Addillonal temporary and permanent bracing MiTeW 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available 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 T13302396 M 11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 1 I I D:_etC1 cxC3ixVV?huts?ypJyuFU K-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziu KE r1-0-q 8-0-0 11-1-1 17-0-0 18-6-0 22-2.2 26-0-0 34-0-0 35-0-0 1-0- 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 1-0-d TOP CHORD MUST BE BRACED BY END JACKS, Scale = 1:60.6 ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4x4 = 11 14 9 7x10 17 6x10 4.00 12 4 3x6 19 3 = 13 16 5x 21 10 rn 1 2 ���223 ,n N lm 6 29 28 27 26 25 24 6 3x6 II 3x6 6x8 = 3x6 6x8 = 4x4 = 3x5 = 6x8 = 8-0-0 11-1-1 18-6.0 26-0-0 34-0-0 8-0-0 3-1-1 7-4-115 7-6-0 8-0-0 Plate Offsets (X Y)-- f2:0-2-2 Edge], j3:03-8 Edgel 121:0-3-8 Edgel (24:0-3-8,0-3-0), f27:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 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 FBC2017ITP12014 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 pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 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 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26= 1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5= 304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-58811209, 13-15=-588/1209, 15-16=-588/1209, 16-18— 588/1209, 18-20= 2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9= 126/I 05, 9-11= 106/363, 11 -14=-1 93/412,14-17=-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, 13'126=-946/617, 18-26— 2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5= 608/514, 19-20= 335/305, 14-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ito 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 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selecilon of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fro nt (F) or back (B) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARMING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCiE PAGE 111II.7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek8 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 oppiicabillty 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 Welk' 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA122314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP- 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Sep 15 2017 MI I ek Industries, Inc. Wed Feb 21 14:20:01 201 o rage r I D:SrRaEyyrg04M78G4raW BLW yuFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC 1-0- 8-0-0 13-8-0 17- -0 20-4-0 26-0.0 34.0.0 5-0- 1-0-0 8-0-0 5-8-0 3-4 0 3-4-0 5.8-0 8-0-0 1-0-0 Scale=1:58.6 5x8 MT18HS = 4x10 = 5x8 MT18HS = 4.00 12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 8 m n1 2 i N 9 10 t2 6 1 o 0 16 15 14 13 12 11 3x6 II 5x6 = 6x12 = 6x12 = 5x6 = 3x6 11 4x6 = 4x6 = 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-5-0 5-8-0 8-0-0 Plate Offsets (X Y)- r3:0-5-4 0-2-81 f5:0-3-0 Edge1 f8:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 Verl(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 FBC2017/TP12014 Matrix -MS Weight: 153 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-6-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9= 345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show TORCHORD 2-3_ 3625/1950, 3-4= 2080/1236, 4-6=-2080/1236,.6-7=-1296/2589, 8-9— 751 /370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262l733, 9-11=-241/6E WEBS 3-16=-435/1209, 3-14=-15521774, 4-14= 837/691, 7-13=-878/713, 8- 8-11= 432/1204, 6-14=-1453/2814, 6-13=-3198/1807 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, 6-13 296/2589, 919, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DO111=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 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 B-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8= 131(F= 74 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 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® 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 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 MiTek` Is always required for stability and to prevent collapse with possible personal Injury and propertyPamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA122314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 J62'Grand ob Reference (optional) Chambers Truss, Inc., Fort Pierce, LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] 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/rPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 ed Feb 21 14:20:01 2018 Page 1 184uuKBb47aQKfhNGETJTZiuKC Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 8 Ito FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4= 3(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 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft Cat. il; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C forimembers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.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 uplift at joint 4. i Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 10/03/2a15 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters sh¢wn, and is for an Individual building component, not �" a truss system. Before use, the building designer must verify the appllcabBity of design parametgrs and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord r embers only. Additional temporary and permanent bracing �A 4 8� i Is always required for stability and to prevent collapse with possible personal injury antl properly damage. For general guidance regarding the i eW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available 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 T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., R 3x4 = 1 14:20:02 2018 Page 1 I_U P79nvgbwz0swziuKB Scale = 1:11.1 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 I 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 I Weight: 14lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCD4=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpj=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.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 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. I I Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 I ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek® 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 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 MiTeW 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, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnformatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 2231,4. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) unamDers I russ, Inc., i-on Nlerce, t-L 3x4 = a.i au s Sep i 5 zui i MI I eK Inausines, Inc. vvea rev n i-+:zu:uj zu I a rage I I D:tP6jtz-j7xSx_c_tXi4uz9yuFUG-QDT4gXOklOuLBq EmrsBYzJPU Dtd4uE9zgajZOMztuKA 6.0-0 Scale = 1:14.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 20 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Harz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4— 8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) -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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL'i=3.Opsf; h=14ft; B=52fh L=34fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. i Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®WARNING - verUv design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10I03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design B based orgy 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 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 WGIC 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, seeANSI/TPI1 Quality Cliterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available 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 T13302401 M11323 JB MONO TRUSS 20 1 Job Reference o tional Urtarrruers r ru5s, Inc., ran deice, rL 8-0.0 8-0-0 I I.00 F12 I 9I 8 2 1 3x4 3 4 Scale = 1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 I Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 26lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical I 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) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- I 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=I 4.2psf; BCDL=3.opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 lb uplift at joint 4. Thomas A-Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING -Verify desfgn paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev, f0/0.?/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and'is for an Individual building component, not �' a fnrsa 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 MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damag4. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch T13302402 M11323 KJB MONO TRUSS 41ob [2'Grand Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -1-5-0 8.130 S Sep 1 b Put / MI I eK mausiries, Inc, vvea "D zi 74:za:Do zui o rage I I D:Lcg54J? LuEancmZr4Qb7 W MyuFU F-Mcbr5CQ_HdB3QB09zH D02kUrohRsM 1 VGHuCgSEziuK8 __ 11-3-0 Scale = 1:20.3 3x4 = I ✓.v 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017lrP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 7-3-4 CSI. I DEFL. in (loc) I/defl Ud TC 0.29 I Vert(LL) 0.07 7-10 >999 360 BC 0.30 Vert(CT) -0.12 7-10 >999 240 WEB 0.16 Horz(CT) 0.02 6 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) I Max Uplift 4_ 205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. I TOP CHORD 2-3=-1151/523 BOT CHORD 2-7= 687/1126, 6-7= 687/1126 WEBS 3-7=0/330, 3-6= 1236/755 NOTES- 1) Wind: 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; 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 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 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. I 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 (plf) I Vert: 2=0(F=27, B=27)-to-4=-152(F= 49, B= 49), 8=0(F=10, B=10)-to-5= 56(F= 18, B=-18) Thomas A. Albani PE No.39380 MITek 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 PAGE MII-7473 rev. r0/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a inrss 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. IFor general guidance regarding the lT ek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. I Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 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 SCSI. 1 r c1-2 c2a 2. Truss bracing must be designed by an engineer. For o WEBS V 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I T I c �y - � 0 O= bracing should be considered. O x, 2 = 3. Never exceed the design loading shown and never inadequately braced trusses. stack materials on a 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 cba c,6 BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-'/id' 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 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably y protected from ' Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19�o at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports; use with fire 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-13-11.,-ESR-1352 ESR-1-988 --- — responsibility of truss fabricator. General practice is to __ _ _ to-slots,Secondalmenslon s 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 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIIIIIIIN'st 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek" 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate . Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015