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MiTek` I **'.CDANNEA-umber design values are in accordance with ANSI/TPI 1 section 6.3 BY hese truss designs rely on lumber values established by others. St Lucie County 3 RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke ee3East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelT1a13233610 4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 _ T11697376 P 7/27/17 12_ (_T11697377 A5 7/27/17 13 T11697378 1 A6 1 7/27/17 14 I T11697379 I A7 1 7/27/17 15 1 T11697380 1 A8 1 7/27/17 1 1697381 A9 7/27/17 k_Tl T11697382 GRA 7/27/17 18 1 T11697383 _ GRB 7/27/17 19 I T11697384 I J2 1 7/27/17 10 IT11697385IJ4 7/27/17 11 IT11697386 1 J6 1 7/27/17 1 112 I T11697387 1 J8 1 7/27/17 1 113 I T11697388 1 KJ8 1 7/27/17 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. AY ft m r 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 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek'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. 0 9380 r � • r : 3 ' A E OF •:�441 . .o OR ,e� ���N9111f11�� Thomas A. Alban) PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Ply 62'Grand Carlton III with porchT11697Ml 1323 ACOMMON 7"y 1 Job Reference (optional) Chambers truss. ion rlerce. r-L ....�.. ., ..y. .���... ......... ...-. ...---•-• --.._. .. __.. -._- ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7Yi W e3167Hxl MQymOMHytwSO r1 0 Q 6-7-Y3 12-4-13 17-0.0 21-7-3 27.4.3 34-0-0 35-0-9 6-7-13 5-9.0 4-7-3 4-7-3 5-9-0 6-7-13 1.0-0 �1 6 4.00 12 04 = Scale = 1:59.2 4x5 = 2x3 II 46 = 3x8 = 3x8 = 4x6 = 2x3 If 4x5 = I6 6 LOADING (psi) SPACING- 2-0-0 CSi. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 163lb FT =0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz2=179(LC 9) Max Uplift2=-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=-3188/1919, 3-4=-2663/1632, 4-5=-2616/1640, 5-24=-2668/1752, 6-24=-2608/1747, 6-25= 2608/1747, 7-25=-2668/1752, 7-8=-2616/1640, 8-9= 2663/1632, 9-10=-3188/1919 BOT CHORD 2-17=-1693/2972, 16-17— 1693/2972, 15-16= 1693/2972, 15-26= 967/1925, 26-27— 967/1925, 14-27=-967/1925, 13-14=-1693/2972, 12-13=-1693/2972, 10-12— 1693/2972 WEBS 6-14=-559/948, 7-14=-328/330, 9-14— 550/403, 6-15= 559/948, 5-15— 328/330, 3-15=-550/403 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=4.2psi; BCDL=3.0psf; h=14f1; B=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Intedor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 ib uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24= 50(F) 25=-50(F) ® WARNING- Verity des)gn parameters and READ NOTES ON THIS AND INCLUDED AIITEH REFERANCE PAGE MR-7473 rev. 1010312016 BEFORE USE Design valid for use only with MllelaD connectors. this design Is based only upon parameters shown, and Is for on rndlvldual building component, not a fnrA system. Before use, The building designer must verify The applicability of design parameters and property incorporate tills 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 MiTeli 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 Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 ob Tr— S -- Truss Type Qty Ply s2' Grand Calton III weh porch T11697377 M11323 A5 SPECIAL 1 Job Reference o tional v unn S An. 19 9n1a ;k Indochies. Inc_ Thu Jul 27 09:15:41 2017 Pane 1 Chambers Truss, Fort Pierce, FL ""'"""r""- -""'-'-'..----.-_. _-- ID:2GISewwyY511nGhXVARzUkuyuFUM-601 EuZGAMi82RVbrf6y7YIWXdll6HyJM0ymOMHytwS0 7-8-5 10.6.4 17-0-0 1 20-4-8 26.4.0 1 _ 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 = 1:61.2 �1 6 3x10 = 2.00 12 4.00 F12 LOADING (pst) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 I TCDL 7.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except" 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz 2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) 5x8 I I 3x6 = 5x12 = 2x3 11 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.74 14 >553 360 MT20 244/190 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 Horz(TL) 0.43 10 n/a rda Weighs: 154 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-10 cc bracing. WEBS ' 1 Row at midpl 6-14 FORCES. (Ib) - Max Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5402/3206, 3-4= 5047/2950, 4-5— 5005/2952, 5-6=-5093/3071, 6-7— 2352/1568, 7-8— 2330/1486, 8-9=-2383/1472, 9-10=-2979/1784 BOT CHORD 2-14=-2938/5142, 13-14— 1023/2054, 12-13= 1553/2765, 10-12=-1553/2765 WEBS 3-14=-342/317, 5-14=-297/321, 6-14= 1867/3265, 6-13=-261/514, 7-13=-259/252, 9-13— 634/444 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis arid design of this truss. ® WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0312015 BEFORE USE. � Design valid toy use only vAth Mllelc® connectors. This design is based only upon paramelers shown, and Is for arr Individual 1xIDtling component. not alruss system. Before use, the bLdldfng designer must verify II1e applicability, of design parameters and properly Incorporate 1111s design into the overall building design. Bracing Indicated is to prevent txlekling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek is aiways reci Bred for stability and to prevent collapse wilh possible personal Injury and property damage. For general guldance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of tnizes and truss systems, see-ANSI/TPII Quality Criteria, DSB-69 and BCSI Buliding Component Safety Information available from Truss Plate Instiiule, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply Carlton III with porch 162'Grand T11697378 M11323 A6 1 1 (SPECIAL Job Reference (optional) Chambers Truss, Fort fierce, FL P1 1v <u v 11. .e ,—9.—•, y" . ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9MuOKDVecV_ujytwS? 1-0- 8.11.11 16.0.0 18-D•0 20-4-8 25-11-15 34-0-0 5-0- -0.0 8-11-11 7-0-5 2-0-0 2-4.8 5.7.7 8-0-1 •0.0 4.OD 12 3x10 = 2.00 12 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 Iner YES Code FBC2014ITP12007 CS1. TC 0.76 BC 0.90 WB 0.83 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2=-796(LC 10), 9— 811(LC 10) 6x8 = 5x6 = 5x6 = 2x3 11 DEFL. in (loc) I/dell Ud Vert(LL) 0.68 14 >601 360 Vert(TL)-1.1314-17 >362 240 Horz(TL) 0.41 9 n/a n/a Scale; 3/16"=1' 0 11h 6 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3234, 3-4=-5240/3235, 4-5= 4981/2977, 5-6=-2255/1506, 6-7_ 2312/1473, 7-8= 2320/1451, 8-9= 3010/1835 BOT CHORD 2-14_ 2960/5111, 13-14=-1169/2301, 12-13— 1098/2141, 11-12=-1604/2799, 9-11=-1604/2799 WEBS 4-14=-487/502, 5-14=-1654/2900, 5-13=-402/193, 6-13— 176/517, 8-12=-764/560, 8-11=0/257 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) and C-C Interior(1) 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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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 ANSUTPI 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 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED ATrTEK REFERANCE PAGE M1h7473 rev. 1010312015 BEFORE USE. ' Design valid for use only vAlh MlTek0 conneclots. this design Is biased only upon rxrarnetersshown- and Is fot an Individual building cornponenf, not a h rss system. Before rue. the building designer must verify the applicability of design parameters orrd properly incorporate this design into the overall building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only. AddBbonal temporary and permanent bracing MITek" Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guldance regarding Me fabrication, storage, delivery- erection and bracing of trusses and truss systems; seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type (]ty R y I with T71697379 M11323 A7 SPECIAL 1 1 Job Reterencen(olpti nal�rch Chambers Truss, Fort Pierce, FL 7.640 a Apr 19 2016 MI I ek Industries, Inc. Thu Jut 27 09:15:43 2017 rage 1 I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHOuKOmgpIDnX_bdjbtrYjW Iki ftGFXOAytwS_ r1.0•Q 8-10.10 14-0-0 20-0-0 25-11.15 34.0.0 35.0-Q 1-0-0 8-10-10 5-1-6 6.0.0 5-11-15 8.0-1 1-0- 6 3x10 = 2.00 12 6x10 MT18HS = 5x6 = 9 Sx12 = 2x3 11 4x5 = -15 Scale = 1:62.3 LOADING (pst) TOLL 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 FBC2014/TP12007 CS1. TC 0.77 BC 0.88 WB 0.99 (Matrix-M) DEFL. in (loc) Udell Ud Vert(LL) 0,66 11 >623 360 Vert(TL) -1.40 10-11 >291 240 Horz(TL) 0.41 7 n/a n/a PLATES MT20 MT18HS Weight: 147lb GRIP 2441190 244/190 FT = O% LUMBER- 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 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2= 149(LC 8) Max Up1ift2=-795(LC 10), 7=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 4-5= 2157/1487, 5-6=-2364/1533, 6-7=-2960/1830 BOT CHORD 2-11= 2981/5096, 10-11= 1552/2801, 9-10=-1593/2746, 7-9= 1593/2746 WEBS 3-11=-412/429, 4-11=-1413/2588, 4-10=-810/448, 5-10=-174/455, 6-10=-636/458 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=34fh eave=6ft; Cat 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) 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) 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 ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED AfirEX REFERANCE PAGE 101.7473 rev. 1010312015 BEFORE USE. Design valid for use only wihi MITekV conneclors. Tilts design Is based only upon rxuarnetets shown, and Is for an IndhAdual IxAldfng component, not a truss system. Before use, the bolding designer rust ve4ly the applicab@ty of design parameters and properly Incoiporale 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 Mffek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. Foi general guidance regarding fhe fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVTPI I Quality Crileda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instltule. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jo cuss cuss ype T^---' ' Qty 62' Grond Carlton 111 with porch T11697360 M11323 AB SPECIAL 1 JPly 1 Job Reference (optional) 017 P 1 Chambets Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mffek Industries, Inc. Thu Jul 27 09.15.43 2 age I D: W SJgpGwai Ppeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpiDnX_bdjbuZYjblpgftGFXQAytwS_ T1 0 8-8-4 12-0-0 15 8-4 1 20-4-8 22-0-0 24.8-12 34.0-0 35-0.0 �1-0.0 8-8-4 3-3-12 3-8-4 4-8-4 1-7.8 2.8-12 9-3-4 1-0-0 5x6 = 4.00 12 3x10 = 2.00 12 3x4 = 2x3 II 4x8 = 20 5 6 21 7 12 11 5x12 = 3x4 = 06 = Scale = 1:62.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n1a Iva BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- 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 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Uplift2= 794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4=-4970/3077, 4-20=-3801/2422, 5-20= 3B01/2422, 5-6— 2464/1693, 6-21 =-2472/1702, 7-21 =-2472/1702, 7-8=-2492/1650, 8-9=-2808/1824 BOT CHORD 2-13= 3045/5078, 12-13=-1898/3180, 11-12= 1269/2331, 9-11=-157312593 WEBS 3-13=-389/401, 4-13=-981/1665, 5-13=-301/796, 5-12-894/602, 7-12=-352/452, 7-11=-235/474, 8-11� 408/419 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=52f1; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intertor(1) 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) 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 ANSIfTPI 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 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with M,Tek9 connectors, This design Is based oNy upon parameters shown, and Is for an Individual tnwOding component• not' a truss system. Before use, the building designer mint verify the applicability of design parameters and properly Incorporate this design Into,the over.,, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/ot chord members only. Additional temporaty and permanent bracing {� A MiTek` is always reclulred for stability and to prevent collapse with possible personal infury and property damage. For general guidance regarding the fabrication. storage, delivery. erecllon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Sidle 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Tr Truss ype 'Cityrand Carlton III with porch T11697381 �1323 �A9 1 Reference (optional) Chambers Truss, Fort Pierce, FL r.— s nPr , a w i o m i nR nmw, ina, , — , C F va. 1- . ga I D:_etC1 cxC3ixVV?huls?ypJyuFUK-W Nj N W bi3fdW dlzKOLEVgAx8Bwy9gUDQo6w_4ycytwRz i•0-Q 6.7.15 10-0-0 15-2-14 20.4-0 24-0-0 27-4-1 34-0-0 35-0.0 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 1 Scale = 1:60.1 4x4 = 2x3 II 4.00 12 3x4 = 4 22 5 6 23 48 = 15 14 13 12 11 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. (lb/size) 2=687/0-8.0, 9=382/0.8-0, 13=1554/0-8-0 Max Horz2— 109(LC 8) Max Uplift2=-441(LC 10), 9=-262(LC 10), 13= 904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196f/54, 3-4=-874/537, 4-22=-797/532, 5-22=-797/532, 5-6— 404l747, 6-23= 404/747, 7-23=-404/747, 7-8=-88/269, 8-9= 295/175 BOT CHORD 2-15=-590/1091, 14-15=-64/316, 13-14=-64/316, 12-13=-245/289, 11-12=-245/289 WEBS 3-15=-349/348, 5-15=-271/615, 5-13_ 1162/851, 6-13=-260/267, 7-11=-163/325, 8-11= 387/373, 7-13=-762/484 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; 6=52tt; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in aii 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 441 lb uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek8 connectors. Oils design Is based only upon parainefers shown, and Is for an Individual txIIlding component not a tnrss 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 txrckling of Individual truss web and/or chord members only. Additional letnpotary and permanent bracing MiTek` prevent Is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and txacing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSE-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite; 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 62'Grand Carrion III with porchT17697382 71— M11323 GRA HIP 1 Jab Reference (optional) unsmners l russ, ron rle[Ce, rL ...,•... o ..pi i c.. � .o� „.-....... . I D;_etC 1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8hBKM Wj DeuyLakeU2 ytwRy T1-0-Q 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 $5-0.0 1.0.0 8-0-0 3.1-1 5.10-15 1-6-0 3.8-2 3-8-14 8-0-0 1-0-0 3x5 = r4A 3x6 It 3x6 = 6x8 = Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 6x8 = 3x6 = 6x8 = 4X4 = N 3 t2 0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 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 Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-561/338, 3-5— 306/839, 5-7= 584/1206, 7-8=-584/1206, 8-10= 584/1206, 10-12= 584/1206, 12-13=584/1206, 13-15— 584/1206, 15-16— 584/1206, 16-18=-584/1206, 18-20= 2121/1203, 20-21= 2121/1203, 21-22=-2176/1197, 4-6=-173/256, 6-9— 134/313, 9-11= 114/371, 11-14=-200/419, 14-17=-102/280, 19-21 _ 151 /268 BOT CHORD 2-29= 195/591, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26=-393/630, 24-25=-393/630, 22-24=-1014/2010 WEBS 3-29=-457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26=-537/346,13-26=-934/608, 18-26=-2360/1437, 18-24— 782/1690, 21-24=-38/353, 4-5= 618/520, 19-20= 342/310, 14-15= 549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mp11; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34111; eave=6ft Cat. II; 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 376 lb uplift at joint 2, 1146 lb uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967lb 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. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on pacie 2 ® WARNING - Verify design pammelers and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MR-7473 rev. 1=12015 BEFORE USE Design valid for use only with IvBTekO connectors. This design is based orgy upon pammelers shown, and Is for an Individual buiding component, not � a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the over.,, building design. Bracing Indicated Isio prevent buckling of individual truss web and/or chord members orgy. Additional temporary and permanent tracing M!Tek° Is always required for stability and 10 prevent collapse xvith 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 BuBding Component 6904 Parke East Blvd. Safety Informalfon.ava,lable from Truss Plate Institute, 21814. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job rush— s� --- T Truss Type Ply Grand Carlton III with parch T11697382 M11323 GRA ]Qty HIP 1 1 162' Job Reference (optional) Chimbers Truss, Fort Pierce, FL I D:_etC 1 cxC3ixVV?hull?ypJyuFUK-_ZHljxJhQxeUw7vcuy03iBhBKMWj DeuyLakeU2ytwRy LOAD CASE(S) Standard 1> Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3_ 54, 21-23=-54, 29-30= 20, 24-29= 47(F= 27), 24-33=20, 3-11_ 126(F= 72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24= 641(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE mn-7473 rev. 101031201E BEFORE USE. Design valid for use only With MITela) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, file building designer must verify the applicability of design parameters and property Incorporate this design Into file overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord rnernbers only. Addillonal temporary and permanent bracing McTek' Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and tfss systems, seeANSI/1113I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss . Oty Ply 62' Grand Calton III with porchT11697383 M11323 1GRB 7,russype �1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 any, ,a 2016 • nM1 muu-a-, m . � a� I D:SrRaEyyrgO4M7BG4raW BLWyuFUJ-Slr7xHKJAFmLXHToSfYIFMDOkmpl y5g5ZETBOVytwRx r1 0 Q 8-0-0 , 13.11-0 17.0.0 , 20-4.0 26.0.0 34-0-0 _ 35-0-0 �1-0-0 8-0.0 5-8.0 3-4-0 8-0-0 1-D-0� 5x8 MT18HS= 410 = 4.00 12 2x3 11 4x6 = 2x3 II 3 23 4 5 6 7 24 5x8 MT18HS= Scale = 1:60.1 16 15 14 13 12 1' 3x6 II 6x10 = 6X10 = 3x6 Ii 4x5 = 4x6 = 4X6 = 4x5 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 125 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014ITP12007 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 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 BC 0.57 Vert(TL)-0,2714-16 >912 240 MT18HS 2441190 W B 0.98 Horz(TL) 0.07 9 n/a n/a (Matrix-M) Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at midpt 8-13, 6-13 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=5i0/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=-871(LC 8), 13=-2549(LC 8), 9= 369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7=-1265/2545, 7-24=-1265/2545, 8-24=-126512545, 8-9=-692/331 BOT CHORD 2-16= 1655/3336, 15-16= 1676/3398, 14-15=-1676/3398, 12-13=-246/658, 11-12— 246/658, 9-11= 225/595 WEBS 3-16— 402/1155, 3-14=-1431/700, 4-14=-847/699, 7-13=-886/720, 8-13=3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13_ 3151/i776 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=1411; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided Sufficient to support concentrated load(s) 967 lb down and 461 lb Lip 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 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 (pit) Vert: 1-3= 54, 3-8=-131(F=-77), 8-10=-.54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 Continued on page 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANOE PAGE M11-7473 rev. 10103120Is BEFORE USE ' Deslgrn valid for use only with NlllekB conneclors. Bits design Is based only upon r.xuameters shown. and Is (or an Individual building component, not a truss system. Before tile, 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 members only. Additional Temporary and permanent bracing MiTek• B always required for stabllity 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 avallabie from Truss Plate Institute. 218 IL Leo Sireet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job fuss Truss Type �pQty Ply 62' Grand Carlton III with porch T11697383 M11323 GRB HIP ��� 1 1 Job Reference (optional) Chambers Truss. Fort Pierce. FL LOAD CASE(S) Standard ,Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) pi i v cv,v ,vu, vn i.we.nvv1 T.U. I D:SrRaEyyrg04M78G4raW BLW yuFUJ-Slr7xHKJAFmLXHToSiYI FMDOkmpi y5g5ZET6OVytwRx ® WARNING - Verity design parameters and READ NOTES ON TNIs AND INCLUDED MITEK REFERANCEPAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek& connectors. Bds design Is based only upon parameters shown, and is for on Individual building component, not a lnrss system. Before use, the brdlding designer roust verily the applicability of design parameters and property Incorporate Ihts design Into the overall building design. Bracing Indicated Is to prevent Txickling of Individual truss web and/or chord members only. Additional temporary and permanenl bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlort, storage, delivery. erection and bracing of Misses and inns systems, sPeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taiss Plate Instifule. 218 N. Lee Streel. Sulle 3'12. Alexandria, VA 22314. Tempa, FL 33610 b '��Truss Fype ' Oty Ply 62'Grand Carlson III wish porchT11697384 1323 PM1 ]Tr'uss J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:46 2017 Page 1 I D:xi?zSlzTbJCDIIrG PH 1 OukyuFU I-SIr7xHKJAFmLXHToSfYI FMDYOmx3yK95ZETBOVytwRx -1-0-0 2-0-0 1.0-0 2.0-0 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid 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 0.05 Vett(TL) -0.00 7 >999 240 BCLL 0.0 " Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=37/Mechanicai, 2=143/0-8-0, 4=21/Mechanical Max Horz 2=67(LC 10) Max Uplift3=-30(LC 10), 2=-131(LC 10), 4= 3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C interior(1) 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 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 10/03/2015 BEFORE Design valid for use only with MI Iek6 connectors. Tints design is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the btAlding designer must verify the applicability of design parameters and property 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 MiTek° prevent Is always required for stability and to prevent collapse with possible petsonal Injury and property damage. For general gddat'rce regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet. Sufte 312, Alexandria, VA 22314. Tampa, FL 33610 ob �� Truss -- - -- —, ems^ iype ' ` Qty PTy- 62' Grand Carlton III with porch T11697365 M11323 J4 MONO TRUSS �� 8 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 Page 1 I D: PDYLfd._5MdK4MSQTz?ZfRxyuFUH-xyOV8dKxxYuC9Q2?ON3XnZmiTAFQhnP FouDlZxytwRw 1-0-0 4-0-0 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Uplift3=-75(LC 10), 2= 171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% 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; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat.11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces 8r 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 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllef(D connectors, this design is based only upon parameters shown, and Is for an individual building component, not o fniss system. Before use, the brrllding designer must 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 MOW Is always required for stability and to prevent collapse wilh possible personal hJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Sireet. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Job Truss (Truss Type Q�PIy 62"rand I with T11697366 J6 MONO TRUSS B 1 JobGReferenoen(oipti (optional) Chambers Truss, Foil Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Jul 27 09:15:47 2017 Page 1 ID:tP6jtz j7xSx_c_fXi4uzgyuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABWhnPFouDlZxylwRw 1-0-0 6.0-0 Scale = 1:14.8 3x4 = 6-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1-25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a nta BCDL 10-0 Code FBC2014/TPI2007 (Matrix-M) Weight: 20lb FT = 0% LUMBER - TOP CHORD 20 SP No.3 GOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz 2=142(LC 10) Max Upifft3— 117(LC 10), 2� 218(LC 10) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. GOT 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=42psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C, Interlor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load 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 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) 'Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10103/2015 BEFORE USE ' Design volld for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building cornponenl, not a truss system. Before use, the building designer must verify the applicablilly of design parameters and properly Ircotporate 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!Tek° prevent Is always required for stabilflyand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdterfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalton avallable from Truss Plate Institute, 2'18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss r� uss ype Qty ly Carlton III with porch T11697387 M11323 JB MONO TRUSS 20 1 162'Grand Job Reference(optional) Chambers Truss, Foil Fierce, FL �,. �..Y, I D:tP6jtz_j7xSx_c_tXi4uz9yuFUG-PByuMzLZisO3nadBa4amKnJrKZRCQEfO1 Yyl5NytwRv -1-0-0 8-0-0 1.0.0 8-0-0 Scale = 1:17.7 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 26lb FT=0% LUMBER - TOP CHORD 2x4 SP K4 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 10) Max Uplift3— 160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 or. puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=14ft; B=52ft; L=341t; eave=bit Cat. II; Exp C; End., GCpi=0.1 B; MW FRS (directional) and C-C Interior(1) 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 psi 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 tail by 2-0-0 wide will tit 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 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ARI-7473 rev. 1010312015 BEFORE USE Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an IndhAdual building col nponent not a puss syslenr. Before use, the building designer must verify the oWicabxlity of design parameters and property incorporate this design Into the Overall MOW building design. Bracing Indicated Mo prevent buckling of individual truss web and/or chord members Orly. Additional lemporary and permanent bracing MOW Is always tegl9ted for stability and to prevent collapse wlih possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, ereeflon and bracing of trusses and 1111%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 22.114. Tampa, FL 33610 Jo Truss Truss Type Oty Ply76'Gfaenfdanton Ill with porchT11697388 M11323 KJB MONOTRUSS 4 ence (optional) cAamberstruss, i-onrierce,rr.,.'^��..�,��..,..,..o............. .___..._,_. ID:Lcg54J?LuEancmZr40b7WMyuFUF-P8yuMzLZisO3nadBa4amKnJsZZZLOBw01Yyl5NytwRv 1-$_0 7.3-4 11.3.0 1-5-0 7-3-4 3.11-12 JAY — Scale = 1:20.8 3x4 = LOADING (pst) 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 NO Code FBC2014/TP12007 CSI. TC 0.26 BC 0.26 WB 0.43 (Matrix-M) DEFL. in Vert(LL) 0.05 Vert(TL) -0.11 Horz(TL) 0.02 (loc) I/dell L/d 7-10 >999 360 7-10 >999 240 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8), 2= 312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6=-1177/727 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34f; 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 is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277lb uplift at joint 6. 7) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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) 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) WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M I.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MIiekG conneetots. 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 appileabillty of design parameters and propody incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lempotary and permanent baacing MOW is always required for siability and to prevent collapse with possible personal iniury and property damage. for general guidance regarding the fabilcalion, storage, delivery, erection and bracing of trusses and miss systems, seeANSI1TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available front hubs Plate Institute. 218 N. lee Street. Suite 312. Nexandrla. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 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. 0' 71 ar - -I- For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular F X 4 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 ell if indicated. 5 ►a 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ' Connected Wood Trusses, Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 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 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 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 190/. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structurol 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 an 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, 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 is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.