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HomeMy WebLinkAboutTRUSS PAPERWORKSite Information: 6904 Parke East Blvd. -Customerinfo: `RON-RAYMOND—Project Name: LEDBETTER Model: Tampa, Fl33610-a115 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: PAUL WELCH, PE License #: 29945 Address: 1984 SW BILTMORE STREET City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): ++ Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 SGANNED Wind Code: ASCE 7-10 Wind Speed: 170 mph By Roof Load: 37.0 psf Floor Load: N/A psf Snuciec®uw This package includes 33 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date No. I Seal# I Truss Name Date_ 1 1 T16617923 1 A 3/26/19 118 T16617940 J3 13/26/19 2 T16617924 J Al 13/26/19 119 T16617941 I J3P 13/26/19 3 T16617925 I A2 13/26/19 120 I T16617942 I J5 13/26/19 14 T16617926 I A3 3/2:11: 21 T166179431,5P 13/26/19 15 I T16617927 I A4 3/2/1 I22 1 T16617944 I J7 13/26/19 16 1T166179281A5 13/26/19 123 �T7617 9' I3/26/19 J 161799239 A6 3/26/19 I24 JT161794 I JS3 13/26/19 87 I T1 13/26/19 125 I T16617947 I JS5 13/26/19 19 T1 6617931 I AS J 3/26/19 126 I T16617948 I JS7 13/26/19 110 I T1 6617932 I B 13/26/19 127 J T16617949 I JX 13/26/19 Ill T16617933181 3/26/19 28 T16617950 KJ7 13/26/19 112 I T16617934 I B2 3/26/19 I29 T16617951 1 KJS 13/26/19 I 113 I T16617935 I B3 13/26/19 130 I T16617952 1 KJX 13/26/19 I 114 I T16617936 I B4 13/26/19 131 I T16617953 J V4 13/26/19 15 1 TT1661177987 3/26/1932 I T16617954 I V8 /26//119 j116 JGR 1 3/26/19 �33 T16617955V12 I3369 117 I T16617939 1 J1 P 13/26/19 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANTNOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designscomply with ANSI/rPI 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/rPI 1, Chapter 2. `%J111Flllq,� R P. 0 22839 9O: STATE OF s ONA' % Walter P. Finn PE N0.22839 MiTek USA Inc. Fl. Celt 6634 6904 Parke East BNd. Tampa Fl. 33610 , Date: March 26,2019 Finn, Walter 1 of 1 J Truss Truss Type 2 T Oty Ply LEDBETTER �7ob T16617923 5880 A Roof Special 3 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL B240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:45:39 2019 Sz6 = 5.00 12 Scale=1:66.5 __ G 3z5 = 5x6 azlDf 10-10.2 14-9113 19 9-0042-2225-1-60 53-a13 I 3]8-0-Dao 2 -4--00-1i 3 P]9< -11- Plate Offsets(X,Y)-- 19:0-MEdge] [11:0-2-0Edge] 112:0-1-130-0-01 [13:0-0-00-1-121.f15:0-3-12Edgel 119:0-6-00-3-81 f21:0-3-8,0-2-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) -0.50 12-14 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ved(CT) -0.93 14-15 >488 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.49 11 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.72 12-14 >633 240 Weight: 217 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc puffins. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 3-11-7 oc bracing. Except: 4-20,22-23,23-24,24-25:2x4 SP No.3 4-6-0 oc bracing: 14-15 WEBS - 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 15 19-21,7-17,15-18: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1527/0-8-0, 11=1411/0-8-0 Max Horz 2=358(LC 11) Max Uplift 2=-1053(LC 12). 11=-869(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3037/2082, 3-4=-3423/2437, 4-6=-2714/2003, 6-7=-3508/2434, 7-8=3638/2503, 8-10=-4690/3227, 10-11=-5356/3722 BOT CHORD 2-21— 1805/2762, 4-19=-475//65, 18-19=1998/3133, 14-15=-2727/4398, 12-14=-3350/4982,11-12=-3347/4968 WEBS 3-21=-765/606,19-21=-1817/2807,3-19=-235/449,7-15=-1575/2443, 6-18=-944/606, 4-18=-927/635,15-18=-1795/2919,6-15=340/833,10-14=-719/614,8-14=-174/404, 8-15=-1175/899 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=45tt; L=38tt; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Intedor(1) 1-8-15 to 19-M, Exterior(2) 19-M to 22-9-10, Interior(1) 22-9-10 to 38-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.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 joints) 11 considers parallel to grain value using ANSUTPI 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 100lb uplift at joint(s) except Ot=lb) 2=1053, 11=869. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cad 6634 OSO4 Padre East Blvd. Tampa FL 33610 Date: March 26,2019 ®WARNNG- Venfyd.WgnpardmefenenEREADNOTE ONMSANDN'CLUDMU6 KREFERANCEPAGER674TJrev. I(MV2015BMAIEUSE - Deslgn valid for use onlywith MITsk0 connectors. This design Is based only upon porameters 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 the overall building design. Bracing indicated is to prevent buckling of Individual hubs web and/or chord members only. Additional temporary and permanent bracing 11A Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricoflort storage, delivery, erection and bracing of in¢ses and fuse systems. seeANSVrplt 42aarty Classic, VS549 and SCSI BurdMp Component s904 PeAe Eest BNtl. Safety mftsmur chavoilabie from Truss Rate Institute. 218 N. Ise Sheet. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Tmss Truss Type i 1 Oty Ply LEDBETTERT7661792480 rob— Al Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:45:41 2019 0 3x5 = 5.00 12 5x6 = Sx6 = 2.50 LI2 7-9A I 10.10.12 14-9-13 19-0-0 1 10.�222.2A 2$-ly 29-11-15 380-0 7-6-4 3-2-8 3-11-1 4-2.3 0.10. 2 2-3�a A3 8-1-7 Scale =1:66.5 4x10 Plate Offsets (X,Y)-- f9:0-3-O,Edgel, rl l:0-2-O,Edgel, r14:0-2-8,Edgel,f18:06-0,D-3-81 f20:0-3-8,0-2-81 LOADING (psq SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ved(LL) -0.49 12-13 >927 360 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.85 Ved(CT) -0.9412-13 >487 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.46 11 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Wind(LL) 0.7012-13 >648 240 Weight: 216 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 3-11-5 oc bracing. 4-19,21-22,22-23,23-24: 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 14 WEBS 2x4 SP No.3 *Except* 18-20,14-17: 2x4 SP M 30 REACTIONS. (lb/size) 2=1527/06-0, 11=1411/0-8-0 Max Horz 2=358(LC 11) Max Uplift 2=-1053(LC 12), 11— 869(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3037/2083, 3.4=-3423/2437, 46=-2706/2003, 6-7= 2967/2131, 7-8=-3039/2208, 8-10=-4300/2943, 10-11=-5317/3660 BOT CHORD 2-20=1805/2763, 4-18= 476/766, 17-18=-1996/3132, 13-14=-2306/3853, 12-13=-3275/4935,11-12=-0276/4931 WEBS 3-20=-765/607, 18-20=-1818/2808, 3-18=-234/448, 7-14=-1424/2091, 10-13= 10961869, 10-12=0/282,8-13=-750/1227,8-14=-1499/1111,4-17=-925/630, 6-17=-507/339, 14-17=-1667/2708, 6-14=-13/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--3.Opsf; h=15N; B=451t; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 19-0-0, Exterior(2) 19-0-0 to 22-8-12, Interior(1) 22-8-12 to 38-0-0 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) All plates are 3x4 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=1053. 11=869. Waiter P. Finn PE No.22339 MTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33B10 Data: March 26,2019 OWARNING- VenydadgaparametersanJREAG NOTES ON IN/SANG INCLUDED AIMEKREFERANCE PAGE M 74Mrcv. fo=zols BEFOREUSE Design valid far use only with MRek® connectors. This tledgn b based oNy upon parameters shown, antl b for on IntlMtluol bulitling cOmponenl, not w'' a floss system. Before use, the bulling tlasigner must verity m0 opplicabllI of design porarron"' antl properly Incorporate mis tleslgn Info the overall buetlingtlesign.&adng Ndkafetlkto prevent buckling of lndMdual muss web pntllor chord members only. Atldiflonal temporary and permanent bracing np C�T Is always required tar slab" and to prevent collapse wlm possUe personal injury antl property damage. For general gultlanCe ragartling me IYlllek• fobrlcoHon. storage. tleMery, erecflon and bracing of trusses and buss systems. L. MSU1P11 Guo@y Canal, VSs-0g antl a 31 euid 11 Component 6904 Parke East Blvd. S. ty 1. Ma tbgay. ioble from Truss Rate InstiMa. 21 a N. Lee Sheet Sidle 3,2. Alexandria. VA 22314, Tampa, FL 33610 Jab Truss Truss Type a I Oty Ply LEOBETTER T16617925 75880 A2 Roof Special 1 1 Job Reference [optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2016 MiTek Industries, Inc. Tue Mar 26 08:45:42 2019 Page 1 3x5 = 5.00 F12 3x10 = " 5x6 = 2.50 L12 Scale=1:66.5 400 1 0-10.12I 1491--113 I 19-03-0 19-i r222.I 2D-a1d I 2541-5 3 L.9:A i]Tedd 3-2-8 3-14-20-en3 Plate Offsets MY)— I9:0-3-0,Edael. [11:0-2-O.Edae],f14:0-2-8,0-2U1.117:0-1-8,0-2-01.118:0-6-0.0.3-81, [20:0-3-8.0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.48 12-13 >940 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.91 12-13 >502 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.99 Horz(CT) 0.45 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.7012-13 >650 240 Weight: 215 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' BOT CHORD 4-19,21-22,22-23,23-24:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 18-20: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1527/0-8-0, 11=1411/0-8-0 Max Harz 2=358(LC 11) Max Uplift 2=-1053(LC 12), 11=-869(LC 12) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3037/2082, 3-4=-3431/2442, 4-6=-2705/2002, 6-7=-2745/2009, 7-8=-2826/2055, 8-10=-4625/3187, 10-11=-5347/3704 BOT CHORD 2-20=-1805/2763, 4-18=482/776, 17-18=-2002/3140, 13-14=-2577/4163, 12-13=-3327/4968, 11-12=-3326/4959 WEBS 3-20= 772/611, 18-20=-1820/2812, 3-18=-240/457, 7-14=-1248/1845, 8-13= 749/1235, 10-13=-784/647,8-14=-1827/1345,4-17=-937/640,6-17=-266/190,14-17=-1604/2606 Structural wood sheathing directly applied or 2-6-5 ors pudins. Rigid ceiling directly applied or 3-11-10 oc bracing. Except: 4-7-0 oc bracing: 13-14 1 Row at midpt 7-16. 8-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ff; L=38ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2)-2-0-11 to 1-8-15, Interior(l) 1-8-15 to 19-0-0, Extedor(2) 19-0-0 to 22-9-10, Interior(i) 22-9-10 to 38-0-0 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) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Bearing at)oint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 Its uplift at joint(s) except at=lb) 2=1053, 11=869. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 O WARNING- Vermdesignpmametemand REAONOTES ONTN/SANOP/CLUOEOM?KBEFERANCEPAGEMX74Mmv. 1aVVz0?SBEF0REUSE Design void for use only with M9ek 9 connectors. Ws de9gn Is based only upon parameters shown, and Is for an Individual buading component, not a truss system. Before use, me building designer must verify the applicoblllty, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of lnclMdual muss web and/or chord members only. Additional temporary and permanent bracing a always requlretl for stoblliry and to prevent collapse wlth possible personal lrlury and property damage. For general guldance regarding me fabrication, storage, delivery, erection and bracing of musses and muss systems seeANSVTPII QuaOy Crania, OSE49 and BCSI Building Component Safety IntonnalBrwallable mom Truss Plate Institute. 216 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek' 6904 Parke East BVd. Tampa, FL 33610 Tnus Type r ;Job:::: �T� �Laty ]Ply�IEDBET'TER.T16617926 Hip (optional) ors Truss, Inc., Von tierce, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:45:44 2019 Page 1 ID:AkDTnXOzghkBAwRLygJBNNzXNsE-gGhv9BSNwN6yK2OFtTdMi 1_NUbxuiO1_zEg2DXCgzX6jr _ I t-22-.24 z2-09t10-0.12P1� -B DUz-121-1<h1-2i 2&1a8 3a11-12 I- 3B-pa 4-6a 14-ti >-a4 5.00 12 5x8 = 6xia MTIBHS Q 6 7 B 3x5 = 3x10 = " 32 2.60112 22-2d ]-ed t0.10.12 I]-00 19-1e12 1 2&10.B 30.11-12 38-0-0 4x10 Scale =1:69.6 Plate Offsets(X,Y)- f4:0-3-0,Edgel,f6:0-5-12,0-2.81 f8:0-5-0Od-111110:0-3-DEdae7 112:0-2-0Edgel 114:0-7-40-3-01(16:0-2-80-3-41121.0-6-40-4-121123:0-3-80-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.49 14 >933 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.9314-15 >493 240 MT18HS 2441190 BCLL , 0.0 ' Rep Stress Incr YES WE 0.90 Horz(CT) 0.43 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS WincI 0.72 14 >631 240 Weight: 219 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except- 5-22,7-18,15-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 21-23: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 cc purims. BOT CHORD Rigid ceiling directly applied or 3-9-2 cc bracing. WEBS 1 Row at midpt 5-20. 8-14 REACTIONS. (lb/size) 2=1520/0-8-0, 12=140310-8-0 Max Horz 2=324(LC 11) Max Uplift 2=-1055(LC 12), 12=-871(LC 12) FORCES. gle) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3016/2259, 3-5=-3556/2804, 5-6=-2408/1978, 6-7=-2677/2218, 7-8=-2689/2224, 8-9=-4916/3903, 9-11=-4860/3685, 11-12=-5323/3961 BOT CHORD 2-23=-198312731, 5-21=-533/880, 20-21=-2409/3287,15-1 6=-1 720/2681, 14-15_ 1738/2679, 13-14=-3582/4951, 12-13= 3575/4936 WEBS 3-23=-884/746, 21-23= 2014/2840, 3-21=-447/623, 5-20=1366/1107, 6.20=-280/153, 6-16=-685/1000,9-14=-347/457,11-14=-505/429,16-20=-1456/2315, 8-16>125/293, 8-14=-1911/2356 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 17-0-0, Exterior(2) 17-0-0 to 26-4-8, Interior(1) 264-8 to 38-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load noreconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Beading at Joint(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except Ut=lb) 2=1055, 12=871. Walter P. Finn PE No.12339 MTak USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 26,2019 AWARNING -Vent' desgnperametenendREADNOTES ONTN/SANDINCLUDED Mm KREFERANCEPAGEM674Mrev.14=I015eEFOREUSE Design volid for use only with Mlrek1sconnecton. fib design Is hosed only upon parameters shown and Is for an hdMdual building component, not a fans system. Before use, the building designer must verily the applicability of design parameters antl properly Incorporate Ws design Into me overall building design Bracing Indicated k 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 me fabrication. storage, delivery, erection one bracing of trusses and true systems, seeANSUTPiI Quality Crij DS11-09 and SCSI Building Component Safety lnformatIonavoaable from Truss Plate Institute. 218 N. Lee Street Sulte 312, Alexandria, VA 22314, MiTek' 69U Parke East Blvd. Tampa, FL 33610 ___J Jab Truss Truss Type t 3 Oty Ply LEDBETTER T16617927 75880 A4 Hlp 1 1 Job Reference (opt'onal) 1,namoere I ruse, Inc., roa rierce, rL 5.00 12 Sx8 = 5 31 4x5 Sx6 4 30 3 2g 2 01 Sxe= 9 22 21 6x8 = 3x5 = 3x10 = 3.4 II 3x4 11 632 1,5.24US UBL e2U1B 5A) = 7 5zB 13 3-_ 3x4 II 17 164x5 = 3x4 11 3x4 II < mammas, Inc. 1 us Mar 25 HNXT?hhEpxCbSOAebZZwl 31-7-2 I 38-0.0 2-840 8-4-14 33 3z5 C 5zB MT18HS C 8 g 3x4 10 34 12 6.10 MT18HS = 2.50112 Page 1 Scale = 1:69.6 410 c 7-8-4 1%10.12 15-0-0 1940-12 22-2.42,9.0-p 28-10.1 38-0.0 ].F.d .v.a 1 d.1-d d-1IL17 17--LG !1- I Plate Oftsets(X,Y)- f3:0-3-0.0-3-01.f5:0-5-12.0-2-81 f7:0-5-120-2-81 f9:0-4-0Edgel f11:0-2-0Edgel f15:0-2-120-2-127 f20:0-6-003-81.f22:0-M0-1-81 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) -0.45 12-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.8312-13 >551 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(C) 0.39 11 n/a n(a BCDL 10.0 Code FBC2017rrP12014 Matdx-MS Wind(LL) 0.65 12-13 >697 240 Weight: 2161b FT=20% LUMBER - TOP CHORD 2x4'SP M 30 BOT CHORD 2x4 SP M 30'ExcepP 4-21,6-17,14-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 20-22: 2x4 SP M 30 REACTIONS. (lb/size) 2=1520/0-8-0, 11=1403/0-8-0 Max Horz 2=289(LC 11) Max Uplift 2=-1055(LC 12), 11=371(LC 12) BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-8-1 oc pur ins. BOT CHORD Rigid ceiling directly applied or 3-8-10 oc bracing. WEBS 1 Row at midpt 8-13 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3019/2335, 3-4=-3408/2784, 4-5=-2660/2238, 5-6=-2869/2447, 6-7=-2880/2452, 73=-3114/2483.8-10= 5110/3981, 10-11=-5318/4098 BOT CHORD 2-22=-2054/2724, 4-20=-506/766, 19-20= 2347/3120, 18-19=-335/498, 6-15=-241/291, 14-15=-1887/2754,13-14=-1951/2844,12-13=-3453/4640, 11-12=-3717/4937 WEBS 3-22=-766/694, 20-22=-2063/2766, 3-20=-327/455,4-19=-971/833, 5-19=-256/400, 5-15=-521/693,8-12=-765/1138,7-13=-614/896,8-13=-1941/1619,10-12=-197/264, 15-19- 1385/1942 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; 8=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 13-15, Interior(1) 1-8-15 to 15-0-0, Extedor(2) 15-0-0 to 20-4-8, Interior(1) 20-4-8 to 23-0-0, Exterior(2) 23-0-0 to 28-43. Intedor(1) 28-4-8 to 38-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.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) 11 considers parallel to grain value using ANSIriPI 1 angle to groin formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 2=1055, 11=871. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Job Truss Truss Type r a LEDBETTERT16617928 7F_ 75880AS Hip 1 Job Reference o tional m: I was. Inc., FOn Pierce, FL 8.240 a Use 6 2018 MiTek Industries, Inc. Tue Mar 26 00:45:47 2019 Page 1 A, ID:AkDTnXpzghkBAwRLygJBNNzXNsE-4rN1nDVFDIUXBWIgYbA31 ? vevlDlChW?RBp_zX6jo 19-10.12 n 2-4 -zoo )-e< mlo-tz 13D0 to-)-z 10-to-12 zt-10.0 zsoo 3atae 3eoe aaao 2-ae ]Ai 32-0 2-t-0 3)-2 2310 1 Fit-t2 2-312 5-10.0 )-19 28e 0312 Seale = 1:71.1 5.00 12 5.8 4x5 i 6 5 4x6 i 3x4 i 4 3 32 3x4 II 5x8 = 733 34 a 35 3x5 5x8 MT18HS 9 1 10 36 4x = 18 17 .1® 3.4 II 14 13 21 20 7x8 = 5x8 = 3x4 11 US = axle MT18HS- 3x10 = 3x4 I 3x4 II 4x10 3x5 = 10x10 = 2,50112 19-10.12 -Bi 1610.12 t36a 1&N2 10-00.12 22-24 25-00 30.10E 3B8a ].Bd 1'JA 'l.ld 1>.9 Plate Offsets (X,Y)-- [3:0-3-0,Edge],[6:0-5-12,0-2-8],18:0-5-12,0-2-8], [10:0-4-O,Edge], [11:0-2-O,Edge], [15:0-4-8,0E-4], [16:0-0-0,0-1-121, [16:0-4-8,0-1-6], [17:0-1-12,0-0-0], 119:0-6-0.0-3-81 [21:0-3-80-1-8] [22:0-1-120-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.43 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.8113-14 >565 240 MT18HS 2441190 BCLL 0.0 Rep Stress friar YES WB 0.93 Hom(CT) 0.37 11 file n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wir1d(LL) 0.51 13-14 >750 240 Weight: 214 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except' BOT CHORD 5-20,22-23,23-24,24-25:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 19-21: 2x4 SP M 30 REACTIONS. (lb/size) 2=1525/0-8-0, 11=1526/0-8-0 Structural wood sheathing directly applied or 2-5-12 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 5-2-0 oc bracing: 14-15 1 Row at midpt 9-14 Max Horz 2=-262(LC 10) Max Uplift 2=-1047(LC 12), 11=-1047(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-4=-3034/2341, 4-5=-3409/2721, 5E=-2949/2401, 6-7=-326S(2663, 7-8=-3294/2676, 8-9=-3243/2538, 9-11=-5325/4056 BOT CHORD 2-21=-1961/2738, 5-19= 560/756, 18-19=-2150/3101, 17-18=-329/523, 14-15=-2011/2973, 13-14=-3518/4742,11-13- 3646/4934 WEBS 4-21=-765/667,19-21=-1974/2757,4-19=-259/488,5-18=-747/664, 6-18=-398/566, 8-14=-423/690, 9-14=-1887/1586, 9-13=-657/1050, 15-18=-1463/2204, 6-15=-572/771, 8-15=-400/556, 15-17=-108/289, 7-15=-362(439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15tt; B=45ff; L=38ft; eave=51t; Cat. II; E5p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Intedor(l) 1-8-15 to 13-0-0, Exterior(2) 13-" to 18-4-8, Intedof(1) 18-4.8 to 25-0-0, Extedor(2) 25-0-0 to 30.4-8, Interior(1) 30-4-8 to 40-0-11 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencunent 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) 11 considers parallel to grain value using ANSVTPI i 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 1001b uplift at joints) except fjt=lb) 2=1047,11=1047. Walter P. Finn PE No12a39 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33BI0 Dale: March 26,2019 ,&WARNING- Vedlydeslgn paremeferaend BEAD NOTES ON THE AND INCLUDED MITEKREFERANCE PAGE M 74)amV. recall BEFORE USE volld for use only with MOek®connectors. This design Is based orgy upon parametersshown, and Is for on individual building component not Nil'Design a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tlesign Into the overall bullding design. Bracing lndlcoted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is clways required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the storage,and 6CSI fWIdhp Component bmvoaloble Ne tytl harm Tmssf'lote lnstltubracing Sabfy Bo218 teeS eet.S It 312 AI�a�a VVA 22314MOsb.OB!-09 T pa, FLParke 336lo Job Truss Thus Type r 1 Oty Ply LEDBETTER T76617929 75880 A6 Hip 1 1 Job Reference (optional) Chambcs nwa, n��., r,, -2-0.0 rmr Fie, e, FL 7-&4 11-0-0 11. -61 8.240 s Dec 6 zuaa Wick mousmes, inc. lue Mar20 UdAbAa 201e rage 1 ID:AkDTnXOzghkl3AwRLygJBNNzXNsE-Y1xP?ZVLLmNogK16liIBBYCdYHIyCOglfBILRzX6jn 1%10-12 22-1-4 27-0.0 32-10.8 38-0.0 440.0 2-0.0-12 4.5 6 4-Sfi 2-3-8 49.12 5-10.8 5-1-8 2-0-0 Scale=1:69.9 w 5x8 MT18HS G 30 11 3x4 = 4x5 = 5.8 = � 5.00I'Z 4 29 5 30 6 7 31 32 8 33 3z4 i 3 3.5 28 a 9 4,12 = b 2] EN 2 it is 150 � 14 10 Iq 3x4 11. 13 12 11177I9 6z10 = 20 19 17 16 4z5 = Sz12 MT18H5 = 3z5 = SXB = 30 11 3x4 11 3z4 11 SA2 MT16HS = 2.50112 7-8-4 10-10-12 19-10-12 22-2-4 21.11 32-10-8 38-0.0 7-11 aaa a-n-n . R I 4-.t5 L1e.a e.t.a l Plate Offsets(X,Y)-- 14:0-4-0,0-0-e116:0-3-0Edge118:0.5-40-2-41110:1-4-15Edgel f18:0-3-120-2-121 f20:0-3-80-2-81 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ven(LL) -0.38 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Ved(CT) -0.84 15-18 >542 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.30 10 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.55 7 >933 240 Weight: 2011b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4SP M 30 *Except' 4-19,7-17,14-16: 2x4 SP No.3, 10-12: 2x6 SP N0.2 WEBS 2x4 SP No.3 *Except* 18-20;; Px4 SP M 30 REACTIONS. (lb/size) 2=1517/0-8-0, 10=151710-8-0 Max Horz 2=-227(LC 10) Max Uplift 2=-1050(LC 12), 10=1050(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-9-2 oc bracing. WEBS 1 Row at micipt 9-13 FORCES. (Ib) - Maxc Comp✓Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3010/2387, 3-4=-3345/2693, 4-5= 3017/2494, 5-7=-3665/2963, 7-8=-3659/2964, 8-9=-3271/2597, 9-10=-5309/4180 BOT CHORD 2-20=-2005/2716, 4-18=-841/1123, 15.18=-2479/3483, 7-15=349/421, 14-15=-2069/2983, 13-14=-2118/2998,12-13=-3659/4751,10-12=-3787/4943 WEBS 3-20=-730/634,18-20=-2000/2822,3-18=-222/506,5-18=-693/609, 5-15=-120/332, 8-13=-318/564, 9-13_ 1828/1591,9-12=-620/960,.8-15=-658/892 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15N; B=45ft; L=38h; eave=5f ; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-11 to 13-15, Interior(1) 1-8-15 to 10-10-12,.Extedor(2) 10-10-12 to 16-3-4, Interior(1) 163-4 to 27-0.0, Exterior(2) 27-0-0 to 32-4-8, Intedor(1) 32-4-8 to 40-0-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to gmin formula. Building designer should verity 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 01=11b) 2=1050, 10=1050. Walter P. Finn PE No.12839 MTek USA, Inc. FL Cod 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 O WARNWG-Vedfx dee19nparemeters end READ NOTES ON MIS AND INCLUDED MRWK REFER/INCE PAGE MS74T3 rev. 10=2015 BEFORE USE Deslgn valitlfor use onlywIM M9ek®Connectors. IDIs desgn Is base0 oNy upon parameters shown and Ls for an IndMduol builtling component, not ��- a fiu0 system. Before use, the builtling deegaer mustverify the opplicobllity of design Parameters and properly Incorpo'ofe this tleslgn Into the overall building design.&acing indicated a to prevent buckling of lntllvitlual inm web end/.'chard membe_-y. Additional temporary and pemlonembrocing MiTek' Is always requ'ed for "0"', and fo prevent collapse wAh pos6bie personal Injury and property tlamage. For general guitlance regarding the /.brlcare ,storage, delivery. erection and bracing of fr_.a.nd truss Mtema. seeAN31/IPI1 Duomy CdNM. DSB419 and 9G31luldbD Comp0n�n1 6904 Parke Eazt Blvd. BaI. 1nf...tbrxmallobie ham Truss Rate Io56Me, 218 N. Lee Sheet Suite 312. Alex.ndtlo, VA 22314. Tampa, FL 33610 Job Job Type 1 r �Tws�Tnlss �Qtyply�LEDB.07ERT76617930 Hip ence o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:45:50 2019 Scale =1:69.9 - 5x8 = 3x6 = SxB = 5.00 12 4 315 32 33 6 7 8 34 35 36 9 3 30 10 29 37 2 0 19 18 11 1 1.= _ 90 121q�¢ 14 13 c 22 21 17 16 4xe = 6x8 = 3x5 = 4x8 = 34 = 3x5 2.50112 _ s-o-g lo-to-1 1s-1a12 z2-z-a zs-o-o 34-s-o 3s-o-o s-o-o 11-10-1z s-o-o 1 2-3.8 l s-s-12 I 5-9-D 9a.n Plate Offsets (X,Y)- t4:0-5-12 0-2-81 f9:0-5-12 0-2-81 118:0-2-12 Edael. I20:0-2-12 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.29 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.64 19-20 >713 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.55 Horz(CT) 0.17 11 r✓a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.42 19-20 >999 240 Weight: 4121b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 5-21,17-19,8-16: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1517/0-8-0, 11=1517/0-8-0 Max Horz 2=-193(LC 10) Max Uplift 2= 1050(LC 12). l l=-1050(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3059/2507, 3-4=-2800/2270, 4-5=-3831/3075, 5E=-3916/3130, 6-8=-4720/3649, 8-9=-4599/3602,9-10=-3271/2596, 10-11=4953/3991 BOT CHORD 2-22= 213B/2790, 5-20=-213/295, 19-20=-3370/4613, 18-19=-3172/4590, 8-18- 363/437, 14-15=-833/648, 13-14=-3472/4364,11-13=-3602/4560 WEBS 3-22=-351/445, 4-22=-1181/891, 20-22=-1874/2871, 4-20- 1893/2516, 6.20=-868/721, 6-18=0/296,14-18=-1335/2359, 9-14- 101/304,10-14=-1424/1328,10-13=536/818, 9-18=-1312/1803 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 ac. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedar(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 9-0-0, Exterior(2) 9-0-0 to 14-4-8, Interior(1) 144-8 to 29-M, Exterior(2) 29-0-0 to 34-7-4. Interiodl) 34-7-4 to 40-0-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=1050,11=1050. Walter P. Finn PE No11839 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 26,2019 O WARN/NG-Ver/lydeslamparsma(ersand REAONOTES ON 7NISANUWCLUOEOMI7EKREFERANCEPAGEMX74 .J ...]hDYl01SREFORE USE. DBSIgn volld for use only with Mrek® Connectors. This deslg0 b based Only upon parameters SIIDwn, and Is for an Individual bredieg Component, not atruss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate Ns design Into the overall building design, Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injuryantl property damage. For general guldance regarding the BBe�lT IVIl10k• fobrlcall storage. delivery, erection and bracing of musses and muss systems seeANSVIPl1 QuolIBByy CRMdo, DS949 and SCSI Belding Component Sab%Nformolbnovalloble from Truss Rate Insfltute. 218 N. Lee Street, Suite 312 Alexandria VA 22314. 69o4 Parke East Bind. Tampa, FL 33610 Job Truss Truss Typa r 1 city Ply LEDBETTEq T16fi17931 75880 AB' Hip 1 1 Job Reference (optional) unamoera I russ, Inc., ran tierce, rL B.G40 C UOC 6 2018 MI I ex Industries, Inc. Tue Mar 26 08:45:51 2019 - 5.00 12 4 4x6 — Sx6 = 3x5 = 5x6 WB= 3x8 = 6x10 MT16HS = 13 2.50112 4x6 Sx10 = Scale=1:69.9 LOADING (psQ 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 FBC2017ITP12014 CSI. TC 0.58 BC 0.68 WE 0.69 Matrix -MS DEFL. VaR(LL) Ven(CT) Horz(CT) Wind(LL) in (roc) Vast L/d -0.41 16-17 >999 360 -0.77 16-17 >591 240 0.18 11 n/a n/a 0.6016-17 >755 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1891b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-3 oc bracing. Except: WEBS 2x4 SP No.3 5-1-0 oc bracing: 13-15 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1517/0-8-0, 11=1517/0-8-0 Max Hom 2=-156(LC 10) Max Uplift 2=-1050(LC 12), l l= 1050(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3030/2364, 3-4=-2775/2309, 4-5=-4306/3400, 5-7=-4306/3400, 7-8=-4464/3515, 8-9_ 4453/3502,9-10=-2876/2373, 10-11=3139/2457 BOT CHORD 2-19=-1962/2733, 17-19= 2688/3678, 16-17=-3290/4494, 15-16=-2858/3864, 13-15=-2027/2824,11-13=-2059/2778 WEBS 3-19=-562/882, 14-15=-550/879, 10-14=-561/893,4-19=-1207/1001, 4-17=523/823, 9-16=-446/753, 9-15=1255/1053, 7-17=-281/242 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.0psf; h=15ft; B=45h; L=38ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 1-8-15, Intedor(1) 13-15 to 7-0-0, Exterior(2) 7-0-0 to 12-4-8, Intedor(1) 12-4-8 to 31-0-0, Exterior(2) 31-0-0 to 36.4-8, Interior(1) 36-4-8 to 40-0-1.1 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=11c) 2=1050, 11=1050. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING-Vedrydesffg pnamet.®.dRE DNOTES ON TNISANDINCLUDWMR NREFERANCEPAGEUX7473mv, 7110=15 BEFORE USE Design valid for use only with MTek® 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 apalcablllty, of design parameters and properly Incorporate this design Into Ire overall building design. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always requtred for stability and to prevent collapse with amble personal INury end properly damage. For general guidance regarding me fabrication, storage, deltrery, erection and bracing of musses and truss systems WeANSVIPII Quality criteria. DS689 and 3CS1 Building Component 69N Parke East Blvd. Sai Informafbmvolloble from Truss Rate Institute. 218 N. Lee Sheet, Suite 312, Aieeamnlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type e 1 city Ply LEDBETTER T1fi617932 75880 B Hip 1 1 Job Reference (optional) Unamiaers I rues, Inc., FOR VIOMa, I-L 8.240 s UeC 6 2018 MI I eK Inaustnes, Inc. Tue Mar 26 08:45:52 2019 Page 1 ID:AkDTnXOzghkBAwRLygJONNzXNsE-ROAwmZO1 r6pHHeoL8mEM1 igV9cXu0 W OgH9yUCzX6jj -2.0-0 5-8-12 9-0-0 14-10-9 20-9-3 2E7-12 29-0-0 31-8-11 38.0.0 40-0-0 2.0-0 5.8.12 3-3-4 &70.9 5-70-9 5-70-9 2-4-0 2.8-71 fi-3-5 2-0.0 Scale=1:69.9 5.00 F12 3x4 3 27 26 2 d1 3x5 = 5x8 3x4 II 4 28 29 530 ,a 18 3x4 = 3x6 = 5x8 MT18HS= 4x6 = 410 = 4x5 = 6 7 31 32 8 33 9 10 1J-_._......_.._ 4x8 = 3x4 11 4x10 2.50112 &0.0 74-10.9 I 20.9-3 26-]-12 28-10.81 38-0-0 Plate Offsets (X,Y)- r2:0-0-6,Edgel,r4:0-5-12,0-2-81, r6:0-3-0,Edge1. r9:0-0-0,0-1-131 r11:0-2-O,Edgel rl4:0-8-8,0-3-41 rl6:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (fee) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) -0.55 15 >833 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -1.00 15 >457 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WE 0.73 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.79 15 >578 240 Weight: 197 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 8-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 14-16,7-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1517/0-8-0, 11=1517/0-8-0 Max Horz 2=193(LC 11) Max Uplift 2=-1050(LC 12), 11=-1050(LC 12) BRACING - TOP CHORD Structural wood sheathing directlyapplied or 25-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 35-13 oc bracing. WEBS 1 Row at midpt 14-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3050/2501, 3-4= 2802/2278, 4-5=-3370/2773, 5-7=-3370/2773, 7-8=-5566/4381, 8-9=-4742/3732, 9-10=5030/3894, 10-11- 5244/4194 BOT CHORD 2-19=-2132/2782, 17-19=-1787/2561, 16-17=-2529/3517, 8-14=-382J589, 13-14=-4073/5617, 11-13=-3773/4862 WEBS 3-19=-335/422, 4-19=-194/394, 4-17=-834/1041, 5-17=-332/411, 7-16=-951/821, 14-16=-2552/3530,7-14=-1600/2166,8-13=-1197/1016, 9-13=-1282/1730, 10-13=227/389 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15tt; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Intedor(1) 1-8-15 to 9-0-0, Extedor(2) 9-0-0 to 14-4-8, Interior(1) 14-4-8 to 29-0-0, Extedor(2) 29-0-0 to 34-4-8, Intedor(1) 344-8 to 40-0-11 zone;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 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 3-6-0tall by 2-M Wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=11b) 2=1050, 11=1050. Wetter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 8934 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Job Truss Truss Type e 1 Oty Ply LEDBETTER T1fi617933 75080 B1 Hip 7 7 Job Reference (optional) �w , o.cra a vac o cu In .. r ex inc. I us mar zo ua:45:bJ [m a Scale = 1:69.9 sire II 5x8 = 4x5 = 5x8 MT18HS = 5.00(12 4 26 27 5 28 29 67 3x5 = 3x4 II 3x4 = 4x6 — 6x10 = 3x4 11 2.50112 4x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.77 Vert(LL) -0.49 12 >937 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.90 13-14 >507 240 MT18H5 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.38 9 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matnz-MS Wind(L-) 0.69 12 >659 240 Weight: 1991h FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 2-4-4 oc pudins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-6 oc bracing. 6-13: 2x4 SP No.3 WEBS 1 Row at midpt 12-14, 5-12 WEBS 2x4 SP No.3 *Except* 12-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1517/0-8-0, 9=1517/0-8-0 Max Horz 2=228(LC 11) Max Uplift 2=-1050(LC 12). 9=-1050(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3002J2383, 3-4=-2616/2188, 4-5=-2958/2480, 5-6=-4638/3700, 6-7=-4666/3711, 7-8=-4690/3658, 8-9— 5222/4042 BOT CHORD 2-17=-1998/2708, 16-17=-1998/2708, 14-16=-1640/2383, 6-12=-269/524, 11-12=3620/4831. 9-11=-3618/4835 WEBS 3-16=-538/503, 4-16=305/459, 4-14=-578/785, 5-14= 1004/945, 12-14=-2125/2979, 5-12=-1278/1760,7-12=-1544/1796,8-12=-587/555 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=38ft; eave=51t Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 1-8-15, Interior(1) 1-8-15 to 11-", Extedor(2) 11-0-0 to 16-4-8, Interior(1) 16-4-8 to 27-0-0, Extedar(2) 27-0-0 to 32-4-8, Interior(1) 32-4-8 to 40-0-11 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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) 9 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of Withstanding 100 Its uplift at joint(s) except (t=lb) 2=1050,9=1050. Walter P. Finn PE No.22839 fill ek USA, Inc. FL Ced 6634 69114 Parke East Blvd. Tampa FL 33810 Date: March 26,2019 AWARNING -VerVydesl9nparemefersendREADMOMS ONTN6ARDINCLUDED MREKREFERANCEPAGEMIF)413m¢fON32p15BEFOREUSE Design valid for use oNy with MReIdD connectors. The design Is based only upon parameters shown, and 6 for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pernonent bracing Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems seeANSVIPII Quality CMnb, D53419 and BCSI Building Component Safety Informa8mpvallabie from Trues Plate Institute, 218 N. Ise Sheet, Suite 312, Alexandria. VA 22314. M!Tek* 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r 1 city Ply LEDBETTER T76617934 75880 B2 Hip 1 1 Job Reference (optional) Gnamuers I rasa, Inc., Fon fierce, FL -2.0-0 2-0-0 ~ 7-8.6 5.00 12 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:45:55 2019 Sx8 = 4x8 = 5x6 MT16HS = 5 6 29 30 7 8 44 i 4 3 KI- 228 it 21 20 19 18 17 4x6 = 3x5 = ]xB = 5xB MT18HS WB 31 10 5 14 13 2.50112 5x8 MT18HS c 7-&6 111 17-7-2 22.2-4 25-1 29-0-5 38-0.0 ]-&6 5-3.ID 4a-2 I a7a I-P-o-t2 a.os I 8.11.11 Scale =1:71.1 Plate Offsets(X,Y)- T3:0-3-0,Edgel.[5:0-5-12,0-2-8] T6:0-3-8,0-2-01 r8:0-5-12 0-2-81 r10:0-4-0 Edger rll:0-2-0 Edger f16:0-3-4 0-3-81 LOADING (psQ SPACING- 2-0-0 C51. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.54 16 >844 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.00 16 >456 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WE 0.69 Horz CT) 0.49 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(ILL) 0.76 16 >601 240 Weight: 203 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 `Except- 5-8: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 7-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 16-18.6-16: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size). 2=1517/0-8-0, 11=1517/0-8-0 Max Ho¢ 2=262(LC 10) Max Uplift 2=-1050(LC 12). 11=-1050(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-18 FORCES, (lb) - Max Coal Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-3012/2354, 4-5=-2436/2024, 5-6=-2438/2111; 6-7= 5534/4249, 7-8=-5560/4263, 8-9=-4525/3498, 9-11=-5267/4028 BOT CHORD 2-21- 1977/2719, 19-21=-1977/2719, 18-19=-1471/2196, 7-16=-165/252, 15-16=-2897/4216,14-15- 3624/4917,11-14=-3613/4912 WEBS 4-21=0/283, 4-19=-703/598, 5-19=-277/443, 5-18=360/492, 6-18=-1892/1469, 16-18=-1997/2926,6-16=-2414/3487,8-16=-132411803, 8-15=-402/523, 9-15=-857t744 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedar(2)-2-0-11 to 1-8-15, Interior(1) 1-8-15 to 13-0-0, Extedor(2) 13-0-0 to 184-8, Interior(1) 184-8 to 25-0-0, Exterior(2) 25-0-0 to 304-8, Interior(1) 30-4-8 to 40-0-11 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except 61=11b) 2=1050, 11=1050. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East BMd. Tampa FL 33610 Date: March 26,2019 O WARNWG- Vedtydeslgn Paremefe®end RE4DN0]ES ON MOMDWCLUDEDMREKREFERANCEPAGEM674Tlree 10=2015BEFORE USE Design valid for use only with lyrical) connectors. This design Is based only upon parameters shown, and is for an inoNldual bu0ding component, not ��' a fuss system. Before use, the building designer must verity the appllcablllty of design parameters and properly Incarcerate this design Into me overall bulldingdesign&acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M1Tek' Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fololco8on, storage: delivery, erection and bracing of fusses and truss systems seeANSVTPII Guallh Criteria, DSM9 and SCSI Building Component 6904 Parke East Blvd. Safety Infomlabooavallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type ' s Oty Ply IEDIIE17ER T76617935 758BO B3 Hip 1 1 Jab Reference (optional) Truss, Inc., i-on rlerce, rL 8.240 s Dec 6 2018 MITek Inc. Tue Mar 26 08:45:56 2019 Scale=1:69.5 5x12 MITI8HS= 3x411 5 00 12 5x13 MT18HS= 4 25 26 6 6 3.5 = 3x4 11 4x5 = 402 = 3x4 11 7-&5 15-0.0 22-2-4 29-7-5 29,8-2 38-0-0 -2d Z5-1 n. n3 an-14 Plate Offsets(X,))-- (3:0-4-0,0-3-01,f4:0-9-0.0-2-41.16:0-0-0.0-1-131 f8:Od-0Edoel,[9:0-2-15Edger 110:0-0-00-1-12] 111:0-1-130-Ml 112:0-3-40-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) -0.51 11-12 >902 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ved(CT) -0.99 11-12 >460 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.89 Hoa(CT) 0.46 9 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wlnd(LL) 0.74 11-12 >619 240 Weight: 1941b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 8-9: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 *Except' 5-13: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 3-14, 12-14, 4-12, 7-12 REACTIONS. (lb/size) 2=1520/0-8-0, 9=1403/0-8-0 Max Hoa 2=289(LC 11) Max Uplift 2= 1055(LC 12), 9=371(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3038/2370, 34=-2300/1913, 4-5=-4166/3344, 5-6=-0182/3334, 6.7=-4138/3175, 7-9=-5406/4113 BOT CHORD 2-16=2098/2747, 14-16=-2098/2748, 5-12=-346/3B9, 11-12= 3762/5055, 9-11=-3753/5050 WEBS 3-16=0/308,3-14=-867/712,4-14=-461/416,12-14=-1557/2203,4-12— 1713/2334, 6-12=-1183/1493, 7-12=-1375/1103, 7-11=0/293 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=38ft; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 1-8-15, Interior(1) 13-15 to 15-0-0, Extenor(2) 15-0-0 to 20-4-8, Interior(1) 20-4-8 to 23-0-0, Exterior(2) 23-0-0 to 28-4-8, Interior(1) 284-8 to 38-0-0 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 fora 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) 9 considers parallel to grain value using ANSVrPI 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 100 lb uplift at joint(s) except Ot=lb) 2=1055,9=871. Walter P. Finn PE No2n39 MITek USA, Inc. FL Cod 11634 8904 Parke East Blvd. Tampa FL 33BIO Date: March 26,2019 Q WARNING-Vedyydeslgnparemeferaen4READ NOTES ON TNISANDWCLUDWMy KREPERANCEPAGEM67473 rev. 10011vISBEPOREUSE Design voild for use only with MBek® connectors. This tloslgn Is based only upon parameters shown, and is for an hdNltlual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate rues tloslgn Into the overall building design. Bracing Indicated is o prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing WOW ks always required for stoically and to prevent collapse with possible personal h)ury and property damage. For general guldonce regording the fobriconon, storage, delivery, erection and bracing of trusses and muss systems seeANSVIP11 QUO p�s, Cmsob. DS849 and BCSI Building Component Safety mformalbnovallable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexantltla. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type ' + pty Ply LEDBETTER T16fi17936 75BBO Be Hip 7 7 Job Reference (optional) I russ, Inc., FOn Fierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Tue Mar 26 08:45:57 2019 Scale=1:69.5 5.00 12 Sx8 = 5xfi = 3x5 = 4x6 = 6x8 = 8-9-14 17.0-0 21-0-0 2-2-4y 28-5-11 38-0-0 8-9-14 &2-2 40.0 �1-2-4I &3-7 9-ES Plate Offsets(X,Y)- 12:0-0-10,Edge1.[4:03-0,Edge] 16:0-6-00-2-81 P:0-3-00-2-4119:0-3-OEdgel f11:0-2-15Edce1115:0-3-120-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(L-) -0.52 13-14 >879 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.9813-14 >467 240 MT18HS 244/19D BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.47 11 n1a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Wind(LL) 0.7513-14 >605 240 Weight: 2051b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 -Except' 14-16: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-3 cc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 6-18 JOINTS 1 Brace at Jt(s): 15 REACTIONS. (lb/size) 2=1520/0-8-0, 11=140310-8-0 Max Hom 2=324(LC 11) Max Uplift 2=-1055(LC 12), 11=-871(LC 12) FORCES. (Ito) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3076/2327, 3-5=-2824/2190, 5-6=-2071/1768, 6-7=-3543/2775, 7-8=-3910/2953, 8-10=-5058/3735, 10-11= 5535/4184 BOT CHORD 2-20=-2070/2819, 18-20=-1693/2319, 14-15=3096/4388, 13-14=-3114/4388, 11-13= 3809/5184 WEBS 3-20=-378/358,5-2D=-215/510, 51B= 709/635,6-18=-1051/660,15-18=-1587/2426, 7-15=-886/1271,6-15=-1555/2338,B-15=-891/810,8-13=310/595,10-13=-561/615 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45R; L=381t; eave=5N; Cat. II; ExpC; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-8-15, Intedor(1) 1-8-15 to 17-", Extedor(2) 17-0-0 to 26-4-8, Interior(1) 26-4-8 to 38-0-0 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) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2=1055, 11=871. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East BNB Tampa FL 33610 Data: March 26,2019 Q WARNING-Vadlyde.Wgn Pm efemmd READNOIES ON MMANDWCLUDEDM? KREFERANCEPAGEMX74Mmv. 16034015BEFORE USE Design valid for use only with MTekO connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use, the bustling designer must verily the cppllcablllty, of oeslgn parameters and properly Incorporate this dedgn into the overall butoingdoogn. Bracing hdicatedIstoprevent bucklingoflntlividualtruss weband/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sfabllity and to prevent collapse Wth possble personal Injury and properly damage. For general guloance regarding the fabrication, storage, delivery, erection and brocing of trusses and trust systems seeANSUIPl1 OuoBmryy CrBeda, OSO49 and SCSI Building Component 6904 Parke East Blvd. Safety Informotlenwolloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexcndrlo. VA 22314. Tampa, FL 33610 Truss Truss Type ' ' pryPly LEDBETTERT16617937 F00 GRB Hip Girder 1 2 Job Reference (optional) unamDers I'rules, Inc., Fon Viefae, FL 6.3 = 8.240 s Uec 6 2018 MI l ek Industnes, Inc. 6x10 MT18HS = 5.00 12 4x4 = 6.8 = 5x10 = 5.6 = 3 27 28 29 4 30 31 5 6 32 33 7 34 35 836 37 38 9 2 \ U8:46:U2 2Ul e Scale = 1:69.9 3x4 70 ,.i 11 �^yw N,T., 217 c 21 19 18 17 16]x10 MT18HS- 13 39 20 40 41 42 43 44 45 46 7x10MT18HS= 3x4 II 4x5 = 3x4 II 4x8 = site = 6x8 = 4x4 I 4x10 4x4 = 2.50112 3-9-14 7-0-0 11-10-15 16-9-14 21-8-13 26'7 30.&0 34-1-5 38 E_' ` r Plate Offsets (X,` )-- [2:0-2-9,0-0-2], [3:0-2-12,0-4-4], [5:0-1-12,0-0-0], [6:0-4-0,0-4-4], [6:0-0-0,0-2-12], [9:0-5-0,0-1-11], [14:0-7-0,0-4-0], [15:0-7-0,0-0-12], [16:Edge,0-3-8], f 17:0-1-12 0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) -0.62 16 >732 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -1.17 16 >389 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WE 0.84 Horz(CT) 0.35 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.01 16 >449 240 Weight: 484 lb FT=20% LUMBER - TOP CHORD 2x4'SP M 30 "Except' 36,6-9: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 "Except" 8-16: 2x4 SP M 30, 14-15,11-14: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 "Except' 15-17,7-15: 2x4 SP M 30 REACTIONS. (Ib/size) 2=2896/0-8-0, 11=289610-8-0 Max Hom 2=-158(LC 23) Max Uplift 2=-2058(LC 8). 11=-2079(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-1-6 oc bracing. FORCES. (lb) - Max. ComplMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3--6751/4535, 3-4= 8954/6154, 4-5= 10206f70O7, 5-7= 10206f7007, 7-8=-15578/10598, 8-9=-12113/8180,9-10=-12332/8297, 10-11=-10857/7220 BOT CHORD 2-21=-3996/6190, 19-21=-4007/6219, 18-19=-5898/8950, 17-18=6795/10244, 16-17=-807/1211, 8-15= 480/961,14-15= 10617/15996,13-14=-6667/10234, 11-13=-6568/10095 WEBS 3-21=-215/692, 3-19= 2190/3242,4-19=-1419/1135,4-18=-987/1463, 5-18=-4561482, 7-17=-2401/1774, 15-17=6222/9386, 7-15=-3713/5576, 8-14=-4157/2838, 9-14=-2824/4390,10-14=-1173/1603,10-13=-622(499 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 14-9 2x4 -1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15f ; B=45ft; L=38f ; eave=Sf ; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-M wide will tit between the bottom chord and any other members. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33BI0 Data: March 26,2019 O WARNING-Verhydadars Praina(ereand READ NOTES ON TNISAND WCLUDED MmEKREFERANCEPAGEMII-7474 rev. 1003GOISBEFOREUSE. Dedgn valid for use only with Mlrekgr, connectors. It% design Is based only upon porometers shown. and Is for on Individual building component, not a husssartem. Before use, me buildingg designer mustvodfy the appilcobllity of design porometers and properly Incorporate this design Into the overall bulaing design. Bracing Indicated bto prevent bucking of lndMtlual eras web and/or chord members only. Additional temporary and permanent bracing M!Tek' a 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 seeANSVrPi1 6lucaply Cmaa, D5B419 and BCSI Building Component 6904 Parke East Blvd. Safely mformatanaeolioble from Truss Plate Institute. 218 N. Lee street Sulte 312, Nexonddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' ' Oty Ply LEDBETTER T16617937 75880 GRB Hip Girder 1 2 Job Reference a tional Chambers I runs, Inc., it -on Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:02 2019 Page 2 NOTES- = ID:AkDTnXOzghkBAwRLygJBNNz)(NsE-BjnixLgghvNOUpPjwEyal87WAB05EVNii7mUrdzX6jZ 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 218lb down and 340 lb up at 7-0-0, 154 It, down and 183 lb up at 9-0-12, 154 lb down and 183 lb up a1 11-0-12, 154 lb down and 183 lb up at 13-0-12, 154 lb down and 183 Ito up at 15-0-12, 154 lb down and 183 lb up at 17-0-12, 154 lb dow,and 183 lb up at 19-0-0, 154 lb down and 183 lb up at 20-114, 164 lb down and 183 lb up at 22-11-4, 154 lb down and 183 lb up at 24-11-4. 151 lb down and 183 lb up at 26-11-4, and 151 lb down and 183 lb up at 28-11-4, and 201 Ib down and 322 lb up at 31-0-0 on top chord, and 430 lb down and 213 lb up at 7-0-0, 80 lb down and 20 Ito up at 9-i1-12, 80 lb down and 20 lb up at 11-0-12, 80 Ito down and 20 Ito up at 13-0-12, 80 lb down and 20 lb up at 15-0-12, BO lb down and 20 lb up at 17-0-12, 80 lb down and 20 lb up at 19-0-0, 80 lb down and 20 lb up at 20-11-4, 80 Ib down and 20 Ito up at 22-11-4, 80 lb down and 20 lb up at 24-11-4, 83 lb down and 25 lb up at 26-11-4. and 83lb down and 25 lb up at 28-11-4, and 450 lb down and 256 Ib up at 30-9.0 on bottom chord. The design/selection of such connection _ —device(s) isthe responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform. Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-12=-54, 2-16=-20, 14-15=-20,14-24=-20 Concentrated Loads (lb) Vert: 3=-143(B) 9=-120(B)21=318(B) 18=-57(B) 5=-110(B) 14=-349(B)27=-110(B) 29=-110(B) 30=-110(B) 31=-110(B) 32— 110(B) 33=-110(B) 34=-110(B) 35=-110(B) 36=-106(B)38=-106(B) 39=-57(B)40=-57(B)41=-57(B)42=57(B)43=-57(B)44=-57(B) 45=-57(B) 4147=-61(B)48= 61(B) QWANNING- Vedfydeegnparemetersaed RE DNOTESONMXANDWCLUDPDMDEK6EFENANCEPAGEMX74M.re.. 14411s1p158EFOREUSE Design valid for use only with Meek® connectors. IDe design Is based only upon parameters shown. and Is for on hdMdual Wrong component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckOng of lndlviduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stab0lty and to prevent collapse wfh possible personal injury and property damage. For general guidance regarding the fabrtcof am storage, delivery, erection antl bracing of hums and 1nm systems seeANS1/1PIt Qua ft World, D3549 and 8=1 Bulding Component Safety informational from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexondria VA 22314. 69N Parke Ent Blvd. Tampa, FL 33610 Truss Truss Type Oty Ply LEDBETTER [7B80 �Jl T16617938 Jack -Open 2 1 Job Reference (optional) s.namuers r russ, no., ron rrerca, M u.24u s Uea O z01 a MI I ek Inaustmes. me. I as Mar 2b uu:gb:u3 zul a LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-28(Mechanical, 2=263/0-8-0, 4=-51/Mechanical Max Horz 2=104(LC 12) Max Uplift 3=-28(LC 1), 2=-402(LC 12), 4=-51(LC 1) Max Grav 3=69(LC 12), 2=263(LC 1), 4=114(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. Scale = 1:8.2 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=150; B=451t; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces R 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 01=11t) 2=402. Waiter P. Finn PE No.22839 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 26,2019 QWARNING-Vedrydvsfl pmemereraend REAUNOTES ON DRSANOWCLUOEOMREKREFERANCEPAGEMO-7473mv. 10IM2015BEFOREUSE Design valltl toruse only with MRek®connectoO.lba tlesign a basetl only upon poramefer3 shown, and B for an IndMtlual building compon.nl not ��- system. Before use, the building designer must w"' Me applicabilityof desgn paromefer3 and propeOy lncorperafe ruts design Info the overall bulldingtleslgn. Bracing indicated Bfo prevent buckMgof lntllvidu-1 web antl/orchard membersAdtlitlonal temporary end permanent bracing MiTek' 8 always requlretl for stobilHy antl io prevent collapse with posdbi. personal Inlury and prapeM tlamage. For general gWtlance regar0ing the (abrlca9on, storage, tlalNery, ereeaon antl bracing o/hoses and truss systems, seeANSVIPII G�oI1Iy CMrrda, D9a-09 and SCSI Widhp CA.PapNlf 69N Parke East Blvd. Sutisty lnformalbnovot.ble ham Toss Plole Institute. 2la , Lea Sheaf, suite "2 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type • r �7QtyPly�LEDB.ET.TE�RT16617939 75880::::7 J1P JACK -OPEN al Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:03 2019 Page 1 ID:AkDTnXOzghkBAwRLygJBNNzXNsE-=L48hhlSDVF6=UyTplMfg7bYz9h1 CVJ2N3zX6jY Scale =1:8.2 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TIC0.92 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 r✓a n/a BCDL 10.0 Code FBC2017/7PI2014 Matdx-MP Wind(-L) -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3= 28/Mechanical, 2=263/0-3-8, 4=-51/Mechanical Mu Hom 2=104(LC 12) Max Uplift 3=-28(LC 1). 2=-423(LC 12), 4=-52(LC 17) Max Grav 3=62(LC 12), 2=263(LC 1), 4=100(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-" cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psG BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; E>id C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left and right exposed;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 Russ connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 4 except (jt=lb) 2=423. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Padre East Blvd. Tampa FL 331110 Date: March 26,2019 A WARNWG-Venlydeslgnpmamete..dREADNOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEMLL79arev. 1otakso56EFOREUSE Design valid for use only with MBeIst) Connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verttyhle applicability of design parameters and property Incoiporafe this design Into the overall building design. Bracing Indicated is to prevent buckling of hdNiducl 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 guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I CualNkyy Cmerto, bell and BC61 Building Component Betty Inlormalbnwollobte ham imss Plate InsAtNe, 218 N. We Sheet Sulfa 312, Alexandra. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type ' ' Oty 75880 J3 Jack -Open 2 �PlyLFDB�ETTERT16617940 al Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:04 2019 3.0.0 3-0-0 Scale =1:12.4 Plate Offsets KY)— f2:0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Mar YES W B 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Wind(L-) -0.01 4-7 >999 240 Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=50/Mechanical, 2=259/0-8-0, 4=20/Mechanical Max Horz 2=153(LC 12) Max Uplift 3=-39(LC 9), 2=-296(LC 12) Max Gmv 3=56(LC 17), 2=259(LC 1), 4=46(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 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 2-11-4 zone;C-C for members and foxes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of %Withstanding 100111, uplift at joints) 3 except (jf=1b) 2=296. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 26,2019 Q WARNWG. Verifydes/gn psramerersanOREADNOTES ON MIS AND rNCLUD£DMREKREFERANCEPAGEMX14YJmv. fa'0.342015BEFGREUSE — Design valid for use only with Minal connectors. this design Is based only upon parameters shown, and Is for an Individual bracing component. not ��- a truss system. Before use, me 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 NDMtlual cuss web and/or chord members only. Additional temporary and permanent bracing MiTek' 8 always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding Me fabriootion, storage, delivery. erection and bracing of fusses antl truss system&, seeANSU1Pll Quality CArrdo, DSS-09 and 6CSI Building Component 69" Parke East Blvd. Sri Informatbrrcvoaoble from Truss Plate IrutihCe, 218 N. We Sheet, Suite 312, Alexandirla, VA 22314. Tampa, FL 33610 Job Truss Thus Type s OtY Ply LEDBETTER T1fi617941 75880 J3P JACK -OPEN 4 1 Jab Reference o tional Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Tue Mar 26 08:46:05 2019 Style < 1:12.4 Plate Offsets (X,Y)— f2:0-0-2 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.92 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.01 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Hors(CT) -0.00 3 Na rJa BCDL 10.0 Code FBC2017/rP12014 Matnx-MP Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (fa/size) 3=50/Mechanical, 2=259/0-3-8, 4=20/Mechanical Max Horz 2=153(LC 12) Max Uplift 3=-51(LC 9), 2=-360(LC 12), 4=-47(LC 9) Max Gray 3=50(LC 1), 2=259(LC 1), 4=46(LC 3) FORCES. (lb) - Man CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 op puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.,GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 2-11-4 zone; porch left and right exposed;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 pet 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 100 lb uplift at joint(s) 3, 4 except Ot=lb) 2=360. Walter P. Rnn PE No.22839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 ®WMNWG-VedlydsafgnPenmefen end NEAO NOTES ON MMAND INCLUDEDMITEKNEFE6INCEPAGEMLL7473 rev. teAa10156EFOPEUSE. Design valid for use only with MOek® connectors. fib tleslgn Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall buliding design. Bracing Indicated is to prevent buckling of lndMidual truss web and/or chord members only. Additlonol temporary and permanent bracing Is always required for stability and to prevent collapse win possible personal injury and property damage, For general guidance regarding the fcbecotlon, storage, delHery, erection and bracing of trusses and Iruss systems, srmANSUIPII Qualify CdbAn, DSB49 and SCSI guiding Component Sm�ry InlPfine6erlwotable from Truss Plate Institute. 218 N. We Street. State 312 Alexandria, VA 22314. ��' M!Tek* 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r Illy Ply LEDBETTER T16fi17942 75880 J5 JACK -OPEN 2 i Job Reference (optional) 6.241) S Uec 6 2U1Is MI I ex Industries, Inc. The Mar 26 s,nan0ers truss, Inc., ran 1-Ie1ce, rL LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 vart(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MP Wind(LL) 0.06 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=107/Mechanical, 2=317/0-8-0, 4=53/Mechanical Max Horz 2=2D4(LC 12) Max Uplift 3=-105(LC 12), 2=-303(LC 12) Max Gray 3=114(LC 17), 2=317(LC 1), 4=66(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:16.4 PLATES GRIP MT20 244/190 Weight: 19 lb FT-=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 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 chard live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=11b) 3=105, 2=303. Walter P. Finn PE No22639 Mt ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 26,2019 Q WARNING - Verify design parameters anEREAD NOTES ON TH/SAND INCLUDED Mr/EKREFERANCEPAGEMg-7MM410MIGORGEFOREUSE Design valid for use only with MBelw connectors. this design Is =ad only upon parameters shown, and Is for an individual building component, not a truss system. Before use, Me building designer must verity, the cppllcablllN 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. AddIllonal 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 fobrlcoi storage. delivery, erection and bracing of trusses and truss systems seeANSIM11 Guam Cdbdo, OSI-0g and aC31 lYIdhp Component Woenollorxrvaaoble from ➢uss Plate Institute. 218 N. Lee Street Suite 312 Alexandria, VA 22314. �'- MOW M OW 6904 Palle East Blvd.Sabty Tampa, FL 33610 Job Truss Truss Type I IOty Ply LEDBETTER T76617943 1 75880 JSP JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:06 2019 scale = 1:16.4 Plate Offsets (X,Y)— (2:0-0-2 O-0-OI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.11 4-7 >525 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/rPl2O14 Matdx-MP Weight: 191b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=107/Mechanical, 2=317/0-3-8, 4=53/Mechanical Max Harz 2=204(LC 12) Max Uplift 3=-123(LC 12), 2=-410(LC 12), 4=-90(LC 9) Max Grav 3=107(LC 1), 2=317(LC 1), 4=86(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 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=45ft; L=24ff; eave=4h; Cat; II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 zone; porch left and right exposed;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 nonconcugent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except Qt=lb) 3=123, 2=410. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 '&WARNING• Vemydealga pmamefeer antl READ NOTES ON TNISANO/NCLV0E0MREKBEFERANCEPAGEar.74M rev. 141 BEFORE USE Design volld for use only with Mnek®connectors. MIs design Is based only upon parameters shown, and b for on Individual building component, not ��• a truss system. Before use, the building designer must verlN the oppllcablllty of design parameters and propery Incorporate this design Into me overall bull Ingdesgn.&ptlngIndicatedistopreventbucklingofindividualhurlwebantl/or chord members oNy. Additional temporary and permanent bracing MiTek' Is always required for stobUlty and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fobricatlon, storage, delivery, erecSon and bracing of trusses and muss Mtem& saeANSVIPl1 42u CmMo, DSBd9 and BCSI loading Component Saldy m/amsafbmvolloble mom Truss Plate Instrlute, 218 N. Lee Sheet Suite 312, A mrondrla VA 22314. 69N Parka East Blvd. Tampa, FL 33610 Jab Truss Thus Type 75800 J7 Jack -Open 77Oty ]P71yEDBTT16617944 Job Reference(o»�al) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 26 08:46:07 2019 7-0-0 7.0-0 Scale = 1:20.4 Plate Offsets (X)1-- 12:0-0-14 Edael LOADING (psf) SPACING- 20-0 CSI. DEFL. in (too) Udefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.09 4-7 >925 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.99 Vert(CT) -0.20 4-7 >408 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC20177rP12014 Matrix -MP Wind(LL) 0.17 4-7 >490 240 Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=384/0-8-0, 4=77/Mechanical Max Horz 2=254(LC 12) Max Uplift 3=-167(LC 12), 2=-026(LC 12) Max Gmv 3=173(LC 17), 2=3B4(LC 1).4=120(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15$ B=45ff; L=24ff; eave=4ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 6-11-4 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 100 lb uplift at joint(s) except (jt=lb) 3=167, 2=326. Walter P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 69H Parke East Blvd. Tampa FL 33810 Date: March 26,2019 O WARNMIG- 11e4/ydesignparsmefers rid READNOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEMM174nmr 11103sansaEFORE USE. Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown. and Is for on hitlNidual 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 buatlhigdesign. Brachia Indicated is to prevent buckling of individual trussweb and/or chord members orgy. Additional temporary and permanent bracing MiTek' Ls always required for stability and to prevent collapse with posebie personal Injury and property damage. For general guidance regarding the storage, delNery, erection and bracing of hoses and truss systems. seeANS9rPll GuaN Cill DS549 and all Wilding Component 6904 Parke East Blvd. Safety informotionovoitabie from Truss Rate Insill 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LEDBETTER T76617945 75880 JS1 Jack -Open 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:07 2019 Page 1 ID:AkDTnxOzghkBAwRLygJBNNzXNsE-Uhab_2koVS7habHgjo)aSCgM6Cwivzgd77HF W gTX6j U LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (III/size) . 3=-28/Mechanical, 2=26310-8-0, 4=-51/Mechanical Max HDrz 2=104(LC 12) Max Uplift 3=-28(LC 1).2=-402(LC 12), 4=-51(LC 1) Max Gray 3=69(LC 12), 2=263(LC 1).4=114(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Seale = 1:8.2 10 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-" oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (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 nonconcunent With any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=lb) 2=402. Walter P. Finn PE No.22839 MTek USA Inc. FL Celt 6834 6904 Parke East Blvd. Tampa FL 33610 Data: March 26,2019 O WARNING-Ndlydesfanpmemete..dREADNOTES ON WISANDUICLUOEDMREKBEFEBANCEPAGEMM174M.m.. faDY10l5BEFORE USE Deslgn valid for use only with Mirekta connectors. This design Is based only upon parameters shown. and B for an individual building component, not a buss system. Before we, the bullding designer must verify the applicability of design parameters and papery Incorporate this design Into the overall bulldingdesign, Bracing Indicated Is to prevent buckling ofIndvidualtruss web and/or chord members only.. Additional temporaryondpemonentbrachg Is always requked for stability and to prevent call wdh possible personal Injury and property damage. For general guidance regarding he fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN6UD'It Cuop�y Criteria, D5549 and 201 Building Component Nlennatbrlavo0oble tram truss Rate Institute. 218 N. tee Street, Suite 312 Mevandda, VA 22314. ��- MiTek' 69N Parke East Blvd.sabh Tampa, FL 33610 Job Truss Truss Type Oty Ply LEDBETTER T16617946 75880 JS3 Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:08 2019 Page 1 ID:AkDTnXOzghkBAwRLygJBNNzXNsE-ztezBOIQG17YCks1HV3 ?PNXscE9eQmLnlp2HzX6jT Scale=1:12.4 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ver(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(PT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017fFPI2014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=50/Mechanical, 2=259/0-8-0, 4=20/Mechanical Max Horz 2=153(LC 12) Max Uplift 3=41(LC 9), 2=-289(LC 12) Max Gmv 3=56(LC 17), 2=259(LC 1).4=46(LC 3) FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-15, Interior(1) 0-7-15 to 2-11-4 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 nonconcument with any other live loads. 3)' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other. members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to gmin value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joints) 3 except Qt=lb) 2=289. Walter P. Finn PE No.22639 li USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL Mal Data: March 26,2019 Q WARNING -Verilydestgnparametersend READ NOTES ON MSANDWCLUDEDMmEKREFERANCEPAGEMIL7MMY. 111,0012015BEFOREUSE. Design valid for use only with Mini connectors. This design a basso only upon parameters shown, and Is for on Individual building component, not ��- a true system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual Jews web and/or chord members orty.Additlonai temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fab0cal on, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP1t Quality Criteria. DSB49 and BCSI Building Component 69M Parke East Blvd. Safety hl/armatbnwailable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Amami VA 22314. Tampa, FL'33610 Truss Truss Type Oly Ply LEDBETTER EJob �JS5 ' T76617947 75880 Jack -Open 2 1 Jab Reference o tional unampers I m5s, Inc., Von rrerce, rL 8.240 s Dec 6 2U18 MITek mumbles, Inc. Tue Mar 26 08:46:09 2019 LOADING (PSI) SPACING- 2-0-0. CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.06 4-7 >921 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size)3=107/Mechanical, 2=317/0-8-0, 4=53/Mechanical Max Horz 2=204(LC 12) Max Uplift 3=-108(LC 12), 2=-297(LC 12). 4=-2(LC 9) Max Gray 3=115(LC 17), 2=317(LC 1), 4=85(LC 3) FORCES. (Ila) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:16.4 PLATES GRIP MT20 244/190 Weight: 19lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasdl32mph; TCDL=4.2psf; BCDL=3.Opsf; hl5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp. C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2)-2-0-11 to 0-7-15, Intedor(1) 0-7-15 to 4-11-4 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 par 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=108, 2=297. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 Q WARNING -Verify design paramerere and READ NOTES ON 7NIS AND INCLUDED AIDEKREFERANCE PAGE MX74M rein ta'aYLOrS BEFORE USE Design valid for use only with Ml connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a two system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate Ns design Into Me overall building design. Bracing Indicated Is to prevent buckling of IndMdual hussweb 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 damage. For general guidance regarding Me fabrication, storage: delivery, erection and bracing of busses and buss systems, seeANSUIPII CualIByCMedo, b3B29 and BCSI Building Component 6904 Parke East Blvd. xt.ry Inlormalbmvolloble ham Truss %ate InsithIIe. 218 N. Lee Sheet Suite 312, Alexondrla. VA 22314. Tampa, FL 33610 Jab Truss Truss Type City Ply LEDBETTER T16617948 75880 JS7 Jack -Open 3 1 Job Reference o Clonal Unamo9rs I was, Inc.. Fort Pierce, FL 8.240 a Dec 6201E Mil elk IndUstnes, Inc. Tue Mar 25 UB:46:0e 201E Scale = 1:20.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ved(LL) -0.08 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.17 4-7 >483 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(L-) 0.16 4-7 >519 240 Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=160/Mechanical, 2=384/0-8-0, 4=81/Mechanical Max Hoa 2=254(LC 12) Max Uplift 3=-167(LC 12), 2=-321(LC 12), 4=-5(LC 12) Max Gmv 3=169(LC 17), 2c384(LC 1), 4=123(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-15, Interior(l) 0-7-15 to.6-11-4 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except 61=1b) 3=167, 2=321. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6004 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 QWARNING- Verlly design paramehra end READ NOTES ON 7HIS AND INCLUDED MITEK REFERANCE PAGEMX74M rev. 10,1132015 BEFORE USE Design valid for use only with Ml1ek® connectors. This design B based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the buliding designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual muss web and/or chard members only. Additional temporary and permanent bracing B 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 seeANSVIPII Dually CMGael, Gaeand SCSI Building Component Safety lnformationpvollabre from Truss Plate mamtute. 218 N. Lea Street Suite 31Z Nexan ida, VA 22314. MiTek' sect Parke East Bald. Tampa. FL 33610 Truss Truss Type Oty Ply LEDBETTERT16fi17949 E5880 JX JACK -CLOSED 14 1 _ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:10 2019 Page 1 • ID:AkDTnXOzghkBAwRLygJBNNzXNsE-vGGkc4nhoNNGR2OFOw554gS1tPuB6H43p4Wv79zX61R -2.0-0 3-9-15 6-8-0 2.0.0 { 3-9-15 2-1P1 Scale=1:21.1 2x3 11 4 6-8-0 Plate Offsets (XY)-- 12:0-0-6,Edgel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.16 5-8 >484 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.08 5-8 >932 240 SCLL 0.0 ' Rep Stress [not YES WB 0.21 Horz(CT) -0.00 5 n(a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 32 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no puriins. BOT CHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 7-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=370/0-3-8, 5=224/0-8-0 Max Hom 2=244(LC 12) Max Uplift 2=-462(LC 12), 5=-295(LC 12) .FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-251/404 BOT CHORD 2-5— 635/265 WEBS 3-5=-3027722 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-1110 0-7-13, Interior(1) 0.7-13 to 6-6-4 zone; porch left and right exposed;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 alive load of 20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11b) 2=462, 5=295. Walter P. Finn PE No12819 MiTek USA, Inc. FL Cad 0634 6904 Parke East Blvd. Tampa FL 33810 Date: March 26,2019 O WARNWG-V.Hfydeagnparemefenend REAONOTES ON Mel INCLUDED MREKREFERANCEPAGEMH-7VSev. rtea'Y10159EFORE USE Design valid for use only with MOek® connectors. This design is based only upon parameters U ova% and Is for on IndlVdual buading component, not a Truss system. Before use, the building designer must verity %a applicability of design parameters and properly Incorporate this Oeslgn Into the overall burdhgdesign. BracinglndlcafedIstopreventbucklingofIndividualtvss"t,endlorchordmembersonly. Motional temporary and permanent broclog MiTek' 6 always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and buss systems, WeANS VII QuaIMI1yy CrB*du, DS549 and BCSI Building Component Safety Informalbrn rollobie from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LEDBE17ER T76617950 75880 KJ7 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:11 2019 Scale: 1/2'c1' 3x4 = 5.8.3 9-10.1 r 5.8.3 ~ 4-1-14 LOADING (psf) SPACING- 2-M CS1. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 7-10 >759 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.15 7-10 >773 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=109/Mechanical, 2=463/0-10-15, 5=2901Mechanical Max Horz 2=253(LC 8) Max Uplift 4=-113(LC 8). 2= 528(LC 8), 5=-164(LC 8) Max Gmv 4=110(LC 17), 2=691(LC 28), 6=387(LC 29) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1048/316 BOTCHORD 2-7=-391/656, 6-7=-391/856 WEBS 3-7=0/345, 3-0=-936/427 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (t=lb) 4=113, 2=528, 5=164. 6) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 104 lb up at 1-6-1, 151 lb down and 104lb up at 1-6-1, 110lb down and 53 lb up at 4A-0, 110 lb down and 53 lb up at 4-4-0, and 142 lb down and 128 lb up at 7-1-15, and 142 lb down and 1281b up at 7-1-15 on top chord, and 111 lb down and 791b up at 1-6-1, 111 Ito down and 79 lb up at 1-6-1, 41111 down and 2 It, up at 4A-0, 41111 down and 2lb up at 4-4-0, and 49 Ito down and 15lb up at 7-1-15, and 49 Ito down and 15lb up at 7-1-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Walter P. Finn PE No.22839 Vert: 11=49(F=25, B=25) 13=-61(F=-30, B= 30) 14=73(F=37, B=37) 15=4(F=2, B=2) 16=-49(F=25, B=-25) MTek USA, Inc. FL Cod 6634 ON Parke East BNd. Tampa FL 33610 Date: March 26,2019 Q WARNING-VeAty desgn paremeleraend READ N07ES ON TN/SAND INCLUDED MGWKREFERANCEPAGEMa-747am1. 1dD.Vlp15BEFOREUSE Dedgn valitl for use oNy wlih Mnek®connectors. ihu tleslgn Is bpsad Doty upon parameters shown. and Is for an IndNiduol builtling component, not a buss system. Before use. the builtling tleslgner must vetlly the appllcab0lty of tleslgn parameters and Crops" Incorporate this tledgn Into the overall bulking design. &acing lndicafetl lstoprevent buckling of I dMtlu.1 truss web and/or chord members only. Adddbnai temporary and permanent bradrg MiTek' nt clapse with possible pereonal iryury and properly damage. For General guidance regarding the b always required tar StcLo my and to prevan'. fobricatlon, storage; tlelMery, erection antl bracing of trusses and truss systems seeM31/RII CualM8yy Cdlbdo, DSS4 antl SCSI 6uSO Component 69N Parke East BMd. Safety intorma8ornvpllable from Truss Plate Imtitute, 218 N. tee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Thus Type Cry Ply =LED T76617951 75880 KJS Diagonal Hip Girder 1 1 al) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:12 2019 Page 1 ID:AkDTnXOzghkBAwRLygJBNNzXNsE-reOU 1 mosd(_dzhM9e W L7w9FXLuDVyaANMG070B2zX6jP -2-9-15 6.5.3 9.10.1 2.9-15 I 6-5.3 34-04 Scale =1:24.4 i Plate Offsets (X,Y)-- f2:0-4-11,0-0-81 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL '20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.17 7-10 >682 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.18 7-10 >653 ISO BCLL 0.0 ' Rep Stress [nor NO WB 0.29 Horz(CT) 0.02 2 Na n/a BCOL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 40 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS "2x4 SP No.3 REACTIONS. (lb/size) 4=82/Mechanical, 2=463/0-9-13, 5=316/Mechanical Max Horz 2=253(LC 8) Max Uplift 4=-83(LC 8). 2=-527(LC 8). 5=-203(LC 8) Max Grav 4=91(LC 17), 2=688(LC 28), 5=414(LC 29) FORCES. (Ib)-Max..COmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1401/528 BOT CHORD 2-7=-602/1249, 6-7=-603/1229 WEBS 3-7=-3/324, 3-6=-1244/608 BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 5-7-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-4-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4tt; Cat. 11; E1ca 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 anyother live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except 61=11b) 2=527, 5=203. 7) Hanger(s) or other connec8on devices) shall be provided sufficient to support concentrated loads) 151 lb down and 1041to up at 1-6-1, 151 lb down and 104111 up at 1-6-1, 110 It, down and 55 It, up at 4-4-0, 110lb down and 55 lb up at 4-4-0, and 142lb down and 131 lb up at 7-1-15, and 142 lb down and 131 lb up at 7-1-15 on top chord, and 111 lb down and 79 lb up at 1-6-1, 111 lb dawn and 79 lb up at 1-6-1, 38 Ito down and 2 Ib up at 4-4-0, 38 Ib down and 2 lb up at 44-0, and 481b down and 16 lb up at 7-1-15, and 48 lb dawn and 161b up at 7-1-15 on bottom chord. The design/seledion of such connection devices) 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 (plt) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ito) Vert: 11=49(F=25, B=25) 13=-61(F=-30, B=-00) 14=73(F=37, B=37) 15=4(F=2, B=2) 16=-49(F=-24, B=-24) Walter P. Finn PE No22839 MTek USA, Inc. FL Cam 6634 6904 Parka East eytl. Tampa FL 33610 Date: March 26,2019 0 WARNING -VerHydeslimperanu.N. and READ NOTES ON TNISAND PICLUDEDMRe(REFERANCE PAGEM&7413 rev. 10 I1,2015BEFORE USE. Deagn valid for use only with Mrek®connectors. this design Is based only upon parameters shown, and is for on Individual building component. not ��• 0 from system. Before use, the buliding designer must vadfy the applicability of design parameters and properly Incorporate this design Into the overall building design. [trading 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 wife possible personal injury and property damage. For general guidance regarding ire fobticatlort storage, delivery, erection and bracing of trusses and muss systems seeANSUIPII Quo' yy Othello, DSM9 and IICSI Building Component 6904 Parke East Blvd. safety Informalbrgvgeoble from Truss Plate lnsfitute, 218 N. Lee Street Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type OtY Ply LEDBETTER T16617952 75880 KJX DIAGONAL HIP GIRDER 2 1 / Jab Reference (options]) Gnambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:13 2019 2.3 11 Scale=1:22.4 LOADING (psf) SPACING- 2-" CSI. DEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ve all-0.11 6-9 >977 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.12 6-9 >955 180 BCLL 0.0 ' Rep Stress Mar NO WB 0.23 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code' FBC2017/TPI2014 Matrix -MS Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS.-(lb/size) 2=437/0-4-9,5=378/0-10-9 Max Horz 2=242(LC 8) -Max Uplift 2=-731(1-C 8), 5=-537(LC 8) Max Gmv 2=519(LC 28). 5=378(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-473/600 BOT CHORD 25=-646/424, 5-6=-646/424 WEBS 3-6=-291/239, 3-5=5161785 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu rant 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=731, 5=537. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 104 lb up at 1-6-1, 144 lb down and 104lb up at 1-6-1, 37 lb down and 65 lb up at 4-4-0,.37 lb down and 65 Ito up at 44-0, and 66 Ib down and 14611b up at 7-1-15, and 66 lb down and 1461b up at 7-1-15 on top chord, and 158 lb down and 79 lb up at 1-6-1, 158 lb down and 79 lb up at 1-6-1, 14 lb down and 5 It, up at 44-0, 14 Ib down and 511a up at 44-0, and 36 lb down and 43lb up at 7-1-15. and 36 lb down and 43 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 14=54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=49(F=25, B=25) 12=-61(F= 30, B=-30) 13=73(F=37, 8=37) 14=4(F=2, B=2) 15=49(F— 24, B=24) Walter P. Finn PE No32839 MiTek USA, Inc. FL Cart 6834 8904 Parke East Bind. Tampa FL 3361D Date: March 26,2019 Q WARNWG-Vedrydesl9nperamefersand READ NOTES ON TRISANDINCLUDWMREKREFERANCEPAGEMO-74TJmv. 1d 015BEFORE USE. Design valld for use only with Mrek® connectors. Ws desgn Is based only upon parameters shown, and B for an Individual building component, not o muss system. Before use, the buatling designer must verity the oppllccbllih/ of design parameters and propery Incorporate this design Into the overoll bulldhg design. Bracing Indicated 0 to prevent buckling of individual muss web and/or chord members only. Additlonol temporary antl permanent bracing Is always required for stobli ty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding me fabrication, storage, delivery, erection and brochg of busses and muss systems. seeANSVWI I Cuep� Cmeda, DSB419 and BCSI Building Component Inlormatbrrnalecto from Muss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. ��- MiTek- 6904 Palle East Blvd.Sably Tampa, FL 33610 No I Job Truss Truss Type r-ram Oly Ply LEDBETTER T76617953 75860 V4 Valley 1 1 Job Reference (optional) l .amoers I was. me., ran rlerce, rL 8240 S U9C 52018 MI Iek Industnes, Inc. Tue Mar2608:46:15 2019 Pagel 3.6 = 5.00 12 2 1 3x4 G 3x4 3 Scale =1:7.5 :Plate Offsets (X,Y)-- 12:0-0-0 Edge] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ven(LL) n1a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n(a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M no bracing. REACTIONS. (lb/size) 1=94/4-0-0, 3=94/4-0-0 Max Horz 1=-19(LC 10) Max Uplift 1=-59(LC 12). 3— 59(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 last bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Firm PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 26,2019 QWANNMG- Verfy Eeslgnpammefereaed BEAD NOTES ON MSMDWCLUDEDmfrEKNEFENANCEAAGEN&74T3rev. iMW1pe5BEFORE UGE. Design valid for use only with Milelre Connectors. lhb design is based only upon parameters shown. and is for an ntlNldual buIdIng component not D buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thls design Into the overall building tlesign. Bracing Indicated Is to prevent bucking of Individual buss web and/or chord members only. Atldlonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regard ng the fabticoBon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVMII Cuailly Chula, 11511439 and ICSI Building Component Salop h/armalbmvoiable tram Truss Flote InsHMe, 218 N. Lee Sheet. Sulfa 312 Alexcndrla VA 22314. WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LEDBETTER T16617954 75880 VB Valley 1 1 Job Reference (optional) .......em u.. am., rwr riu,w, rL i a.zau s uec o euI o MD ex inou91ne5, Inc. I ue Mar 26 UB:45:16 2Ul a Hage l ID:AkDTnXOzghkBAwFiLygJBNNzXNsE.kOd?I7rSODOP9zTPIBCsK5i7Pq_LW tayBOZEKpzX6jL 4x4 = Scale = 1:14.6 4 3x4 i 2x3 11- 3x4 C LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.50 Ven(LL) Na - ril 999 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Verl(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.09 Hom(CT) 0.00 3 War n/a BCDL 10.0 Code FBC2017/rP12014 Ma1ri%-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=118/8-0-0, 3=118/8-0-0, 4=248/8-0-0 Max Hoe 1=49(LC 11) Max Uplift 1=-90(LC 12),3=-90(LC 12), 4=-122(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-166/286 PLATES GRIP MT20 244/190 Weight: 24 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=Aft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5) • This truss has been designed for a live load of 20.O1 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) 1, 3 except (jt=lb) 4=122. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 26,2019 AWARNING -yeNfedes/9nparem N...OREADNOTES ONTHISANDDICLUDEDINTEKREFERANCEPAGEM0.T47Jrex.IODIAMISBEFOREUSE Design vaiid for use onlywih Mlfek0 connectars.IDb design Is bored only upon parameters shown. and Is for an Individual building component, not a thus system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into he overall bulidingdeslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW IS always required for stability and to prevent coiiapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, callvery, erection and bracing of busses and Muss systems WeANSVTPII GualXy CdbM, DS3419 and SCSI SUSd}ng Component 690d Parke Eest BNtl. Sabty mfoennllorgvoiloble from Truss Plate Institute, 218 N. tee Sheet. Suite 312, Alexondrl4 VA 22314. Tampa, FL W610 Job ussTruss TYPe ' v tir ' Oty Ply LEDBETTER Fv T16617955 75880 2 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 26 08:46:14 2019 Page 1 ' ID:AkDTnxOzghkBAWRLygJBNNzXNsE-n1VFSSgBsbuhwfJOdm9OFgdcv1 Ec27ifldU7GwrX6jN 6-0-0 _ 12.0.0 6-0-0 6-0.0 4x5 = 4 ax4 2x3 I I / 3x4 LOADING (psf) SPACING- 2-0-0 CS]. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 TCDL 7.0 Lumber DOL ' 1.25 BC 0.45 BCLL 0.0 ' Rep Stress lncr YES WB 0.11 BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=170/12-0-0, 3=170/12-0-0, 4=439/12-0-0 Max Horz 1=79(LC 11) Max Uplift 1=-121(LC 12), 3=-121(LC 12), 4=-245(LC 12) Max Gmv 1=175(LC 21), 3=175(LC 22). 4=439(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. WEBS 2-4=-288/369 Scale= 1:18.9 DEFL. in (loc) Well Ud PLATES GRIP Vert(L-) n/a - n/a 999 MT20 2441190 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 38 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Intedor(1) 3-8-12 to 6-0-0. Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=1b) 1=121, 3=121, 4=245. Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cod $834 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2019 AWANNWO-Vedfyd.sgmperemelerseedRE DNOT£SONTHISANDINCLUD£DMNEKBEFEBANCEPAGEM674n.1 ..1aAV1015BEFOBEUSE Design valid for use only with MRekto connectors. This design Is based only upon parameters shown. and a for an IndMduol building component. not a truss system. Before use, the burding designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Brocing indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is clwoys required far stabalry and to prevent collapse with possible personal Mry and property damage. For general guidance regarding the fabricatiom storage, delivery. erection and bracing of teases and buss systems, meANSVrR1 Quallly Ceti PS949 and SCSI auSdb9 Component 69M Para East Blvd. Safety Srfommtbmvallable from Truss pate Institute. 218 N. Lee Street Suite 312 Nexand,10, VA 22314. Tamps, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless Y. y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q r/1 dr For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 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 If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Miri.size shown Is for crushing only. Industry Standards: ANSI/1PI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: aeslgn Itajldard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8J Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown incaixteenlhs scale) III (Drawings not to scale) 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1362, 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 MITekO All Rights Reserved t✓•ti MiTeka MITek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-brocing, 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/IPI 1. 8.. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of greener 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.