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HomeMy WebLinkAboutTRUSS® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. &LUdecou MiTek RE: J35912-J35912A - JEFF MILLER ! MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Jeff Miller Project Name: Addition Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: 107 Sheridan Lane City: Jensen Beach State: FL Name Address and License # of Structural. Engineer of Record, if there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wild Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 10 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 Date 15/9/18 1 1 T13991902 IA01 12 I T13991903 I MV16 15/9/18 I 13 IT13991904 IMV18 15/9/18 I 14 IT13991905 I MV20 15/9/1'8 I 15 I T13991906 I V8 15/9/18 16 I T13991907 I V12 15/9/18 I 17 I T13991908 I V16 15/9/18 I 18 I T13991909 I V20 15/9/18 I 19 I T13991910 I V24 15/9/18 I 110 I T13991911 I V28 15/9/18 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and thatIthe r designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. % 1111111111111 ,, � PQUI N F N & 8182 =-0: :CC= STATE OF :Q/ i� . 111110 N A S %%%% 11111111011 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 kkkelez, Joaquin 1 of 1 ` Truss Truss Type Qty, Ply JEFF MILLER T13991902 LJob J35912-J35912A A01 ROOF TRUSS 14 1 ' Job Reference o tional test toast I russ, rt. merce, rL satana a.rlu s reo .¢ zu115 MI l eK maustnes, Inc. l ue may a io:uz:ss zula rage 1 ID:2jwWrseOKvyosoGgnHEXG6zic T-o4XF75LCVkKGfyOzbvo8688sy7aldYOE96GUVYzIWCK 2-0-0 75-0 13-11-0 16�-0 , 20-4-0 24-0 0 26-9-0 , 1-2-040-8-0 42 8-0 2-0-0 71.0 6-5-0 25-0 4-0-0 4-0-0 25-0 6-5-0 75-0 2-OA i Scale = 1:72.7 ' 3.00 12 5x5 = 3x12 7 3x12 zz 4x6 3x4 :::L 6 8 3x4 4x6 Zz 5 CK9 .o- 2x4 \\ 4 20 10 2x4 3 2x4 II 11 27 28 2 1 12 d 13 Id cs 19 18 17 16 15 14 3x4 = 4x8 M18SHS = 3x4 —_ 3x4 = 3x8 M18SHS = 3x8 M18SHS = 3x4 = 4x8 M18SHS = 8-9 6 16.4-0 96yrr13 24-2-3 24 q 0 31-10-10 40 8-0 8-9E 7-6-10 0-1-13 7-8-0 0-1-13 76-10 8-9-0 Plate Offsets (X.Y)— r4:0-3-0.Edge], r10:0-3-0.Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.82 17-19 >593 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.66 16-17 >294 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.29 12 n/a TIM BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Attic -0.53 16-17 186 360 Weight: 189 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 2 Rows at 1/3 pts 6-20, 8-20 JOINTS 1 Brace at Jt(s): 20 REACTIONS. (lb/size) 2=2177/0-8-0, 12=2177/0-8-0 Max Horz 2=38(LC 4) Max Uplift 2=-1251(LC 4), 12=1251(LC 5) Max Grav 2=2684(LC 11), 12=2684(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8703/2954, 3-5=-8370/2814, 5-6=6913/2159, 6-7=1805/846, 7-8: 8-9=6913/2159, 9-11=-8370/2814, 11-12=-8703/2953 BOT CHORD 2-19=-2704/8380, 17-19=-2005/7070, 16-17=1735/6565, 14-16=2043/ 12-14=-2743/8397 WEBS 9-16=-1012/567, 9-14=530/1128, 11-14=-658/440, 5-17=-1012/567, 5= 3-19=-658/440, 6-17=-245/1286, 8-16=-245/1286, 6-20=-4941/1334, 8-,' 7-20=-48/354 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=9.Opsf; BCDL �6.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-0-0 to 2-0-13, Interior(1) 2-0-13 to 20-4-0, Exterior(2) 204-0 to 24-5-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Ceiling dead load (5.0 psf) on member(s). 6-20; 8-20 8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (20.0 psf) applied only to room. 16-17 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1251,12=1251. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ,,,111111111/ f U I N V ,%�� Pp , �J� ' BENS � �c'�0•, No 68182 i 9 OF T ��iFs• •OR1Q. �\2�� Joaquin Velez PE No.68182 MITek.USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2075 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Isjfor an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. iAdditional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPI1 quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply JEFF MILLER T13991903 J35912-J35912A MV16 GABLE 2 1 Job Reference o tional East coast I russ, K. Fierce, hL 34946 6.z1U s Fe0 1z zults Mt I ex mausineS, inc. i Ue may is lb:uz:34 zuid rage 1 I D:3AbEgUxn3AlAMwJPzXmsw3zlZof-GH5dLQMrG2S7H6z98cJNfLhzGP2cMCHNOm?11_zl WCJ Scale = 1:24.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix-S Weight: 53 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-11-8. (lb) - Max Horz 1=466(LC 5) Max Uplift All uplift 100 lb or less at joints) except 1=164(1_C 4), 5=1 Max Grav All reactions 250 lb or less at joints) 5 except 1=266(LC 9), FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-335/227 WEBS 3-6=-341/299, 2-7=-523/405 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 14-9-12; cantilever left a exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all are will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withsta joint 5, 237lb uplift at joint 6 and 360 lb uplift at joint 7. 2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5). 6=237(LC 5), 7=-360(LC 4) 3(LC 9), 7=660(LC 10) Opsf; h=15ft; Cat. II; Exp D; Encl., right exposed ; end vertical left and right 1y other live loads. where a rectangle 3-6-0 tall by 2-0-0 wide 164lb uplift at joint 1, 179 lb uplift at 11111111111111I, �.o,PpIJ I N VFW i No 68182 � r 00 O F •• <v�: Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: May 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and islfor an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. (Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1 Job Truss Truss Type City Ply JEFF MILLER T13991904 J �35912-.135912A MV18 GABLE 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 8 16:02:35 2018 Page 1 ID:3AbEgUxn3PJAMwJPzXmsw3zlZof-kTf?YmMTt LazvFYLiKgcBZDEzoSg5esXdQlbZRzlWCI 2AC-lie=1:28.1 1x4 II 13 5 1x4 II 3.00 12 3x4 % 4 3 1x4 II 2 12 1 3x4 11 10 9 8 7 1x4 II 1x4 II 3x4 = 1x4 II 2x4 II 16-11-8 1b-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-S Weight: 62 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-11-8. (lb) - Max Horz 1=518(LC 5) Max Uplift All uplift 100 lb or less atjoint(s) 1 except 7=-166(LC 5), 8= 4) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 8=473(LC BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C 5), 10=187(LC 5). 11=280(LC 10=422(LC 10), 11=483(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-399/260, 2-4=317/216 WEBS 5-8=-396/331, 4-10=350/240, 2-11=-387/317 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL i6.0psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 16-9-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,', 1 1111 1 1 11, 2) Plates checked for a plus or minus 0 degree rotation about its center. 0� ` U I N 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. ,OPQ ,� , . • G E•N ' • �i� SF'•.• 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 �� ,•' V� will fit between the bottom chord and any other members. No 68182 lo 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 7=166, 8=267, 10=187, 11=280. •; 7k . O�.• OF U1. • %��' �,< R O P �\_%%�� N A ;,fit %%% � � 11111 Joaquin Velez PE No.68182 MITek.USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 AwARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473.rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and islfor an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. (Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231 Tampa, FL 36610 Job ' Truss Truss Type Qty Ply JEFF MILLER I T13991905 J35912-J35912A MV20 GABLE 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 1-8 ts.21u s Feb 12 LU16 Mt I eK Inaustnes, Inc. I ue May 6 1ti:uz:3b "Lut6 Nage 1 ID:3AbEgUxn3AlAMwJPzXmsw3zlZof-kTf?YmMT1 LazvFYLiKgcBZD8zoOt5eZXdQlbZRzI WCI Scale = 1:31.2 2x4 II 1x4 II 13 5 1x4 II 3x4 4 3.00 12 1x4 II 3 2 . 12 1 3x4 = 11 10 9 8 14 7 2x4 I I 1 x4 11 1 x4 I I 3x4 = U4 11 i 1 -11-8 18-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 - n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 71 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-11-8. BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max Horz 1=575(LC 5) 1 Max Uplift All uplift 100 lb or less at joints) except 1=144(LC 4), 7=-165(LC 5), 8=-274(LC 5), 10=156(LC 5), 1 11=351(LC 4) Max Grav All reactions 250 Ib or less atjoint(s) 7 except 1=261(LC 9), 8-520(LC 9), 10=348(LC 10), 11=660(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-434/291, 24=321/222, 4-5=-256/196 WEBS 5-8=-411/342, 4-10=301/203, 2-11=-520/395 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 18-9-12; cantilever left andlright exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 1, 165 lb uplift at joint 7, 274 lb uplift at joint 8, 156 lb uplift at joint 10 and 351 lb uplift at joint 11. i 4 ,1►111111/1j IN J . EN F No 68182 OF �`% 11111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 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 applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPi1 Quality'Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job * Truss Truss Type City Ply JEFF MILLER T13991906 J35912-J35912A V8 Valley I 1 1 Job Reference o tional East toast 1 russ, R. Pierce, FL 34946 I o.c , u s reo 1 c cu ro rvn r art muubrnes, mc. rue rvidy o 1o:u4.0a cu ro rage r ID:3AbEgUxn34AMwJPzXmsw3zlZof-cEvWO8Qz5a4PNtr6x9uYMPOy4PoN 1 T07X2joiCzl WCE i 3-0-0 6-0-0 i 3-M 3-M Scale = 1:11.1 3x4 = 3.00 12 2 3 1 3x4 = I 3x4 = 6-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.27 BC 0.30 WB 0.00 Matrix-P DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) -0.00 (loc) Vdefl L/d n/a 999 n/a 999 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. REACTIONS. (lb/size) 1=163/6-0-0, 3=163/6-0-0 Max Uplift 1=205(LC 4), 3=-205(LC 4) Max Grav 1=216(LC 9),3=216(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-380/471, 2-3=-380/471 BOT CHORD 1-3=-422/350 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=9.Opsf; BCDL=6.0, psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 1 and 205 lb uplift at joint 3. i oIIIIIIJ try ON IN :.`% O i No 68182 � r OF QJ 4 #"- 1s`S�O N A EC1N`%% Inrll Joaquin Velez PE No.68182 MITONA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 ,&WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,2II.7473 rev. 1010312015 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 applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1Tampa, FL 36610 Job - Truss Truss Type City Ply JEFF MILLER T13991907 J35912-J35912A V12 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.21 U s Feb 12 ZU1 id MI I eK Industries, Inc. I ue May 8 18:02:36 2018 rage 1 ID:3AbEgUxn3AlAMwJPzXmsw3zl2of-CfDOm6N5ofigWP7YG1 LrkmmPtCoUg5tgr4V85tzl WCH 5-0-0 — 10-0-0 5-0-0 5-0-0 Scale = 1:15.8 4x4 = 3.00 12 6 8 5 3 Li 4 3x4 1 x4 11 3x4 5-0-0 10-0-0 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-S Weight: 28 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=144/10-0-0, 3=144/10-0-0, 4=398110-0-0 Max Uplift 1=163(LC 4), 3=-163(LC 5), 4=363(LC 5) Max Grav 1=184(LC 9), 3=184(LC 9), 4=498(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-375/380 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=9.Opsf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 5-0-0, Exterior(2) 5-0-0 to 81 0-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 1,163 lb uplift at joint 3 and 363 lb uplift at joint 4. I N No 68182 10 to • ; � � :� ' ST OF /lnnll� It Joaquin Velez PE No.68182 MITek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 1010312015 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 applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' 7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1Tampa, FL 36610 Job ' s Truss Type City Ply JEFF MILLER T13991908 J35912-J35912A TVrIU6 Valley 1 1 Job Reference a tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 8 16:02:36 2018 Page 1 ID:3AbEgUxn3AIAMwJPzXmsw3zlZof-CfDOm6N5oftgWP7YG1 Lrkmml MCiMg4Vgr4V85tzl WCH 7-0-0 14-0-0 7-0-0 7-0-0 Scale = 1:22.1 4x6 II 3.00 12 6 6 1 3 Li 3x4 % 1x4 II 3x4 ZZ 14-0-0 1 14-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-S Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=220/14-0-0, 3=220/14-0-0, 4=607/14-0-0 Max Uplift 1=-205(LC 4), 3=-202(LC 5), 4=-423(LC 4) Max Grav 1=272(LC 9), 3=272(LC 9), 4=737(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-552/463 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=9.Opsf; BCDL=6, GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 7-0-0, Exterior(2) 7-0-0 to 1 end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi joint 3 and 423 lb uplift at joint 4. 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. h=15ft; Cat. II; Exp D; Encl., ; cantilever left and right exposed ; r live loads. a rectangle 3-6-0 tall by 2-0-0 wide 205 lb uplift at joint 1, 202 lb uplift at `,`1111111111//I,,I ,�� POU I N VF4 , J� ' ........ F� �0 No 68182 � r :-33 ' :� S OF � Z /8111111/0 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For gen4al guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job Truss Truss Type City Ply JEFF MILLER T13991909 J3,5912-J35912A V20 GABLE I 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 8 16:02:37 2018 Page 1 ID:3AbEgUxn3AIAMwJPzXmsw3zlZof-gsnmzSOjZzgh8Zikgks4G_JaYc8GZYMg4kEieJzIWCG 9-0-0 18-0-0 9-0-0 9-0-0 Scale=1:28.4 3.00 12 4x4 = 3 1x4 II 10 11 1x4 II 2 4 g 12 1 5 3x4 % 8 7 6 3x4 1x4 II Sx5 = 1x4 II 18-0-0 18-0-0 Plate Offsets (X Y)— 17:0-2-8 0-3-01 LOADING (pgo SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horc(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 55 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-0-0. (III) - Max Uplift All uplift 100 lb or less at joint(s) except 1=118(LC 4), 5=-118 6=288(LC 5) Max Grav All reactions 250lb or less atjoint(s) 1, 5 except 7=360(LC 9). FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-288/210, 2-8=-408/331, 4-6=-408/331 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=9.Opsf; BCDL=6. GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 9-0-0, Exterior(2) 9-0-0 to 1 end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi joint 5, 159 Ib uplift at joint 7, 288 lb uplift at joint 8 and 288 Ib uplift at joint 6. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5), 7=159(LC 4), 8=288(LC 4), 9), 6=506(LC 9) h=15ft; Cat. II; Exp D; Encl., ); cantilever left and right exposed ; ``111111111111l" lrlive 4 rectangle 3-6-0 tall by 2-0-0 wide ���,�Op: here aG E N 9 *-. 1 118 lb uplift atjoint 1, 118 lb uplift at i No 68182 Intl Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: May 9,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 iev. 10/03/2015 BEFORE USE. • Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an 'individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. AddiOonal 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 the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Crterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job * Truss Truss Type Qty Ply JEFF MILLER T13991910 J35912-J35912A V24 GABLE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 tizl u s reD tz zui is mi i eK Inaustnes, Inc. I ue may a ltl:uz:3t1 Luz tt rage i I I D:3AbEgUxn3AlAMwJPzXmsw3zlZof-82L8BoPLKGyYmjGwNSNJpBrfcOPT17DzJ0_FAmzl WCF 11-0-0 22-M 11-041 11-04) LOADING (psf) SPACING-' 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matfix-S Scale = 1:34.7 PLATES GRIP MT20 244/190 Weight: 70 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-0. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) 7 except 1=-174(LC 4), 5=174(LC 5), 8=364(1_C 5), 6=364(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 7 except 1=254(LC 9), 5=254(LC 9), 8=685(LC 9), 6=685(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-540/416, 4-6=540/416 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=9.Opsf; BCDL=6.0psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 11-0-0, Exterior(2) 11-0-0 to1l 14-0-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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 chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except at=lb) 1=174, 5=174, 8=364, 6=364. 1 1111111Iifill ��� �O . • G'E IN �c' ��•� No 68182 � r -10 r ST OF .' 441 .141.` • , �. /ONA1-e %%%' ►►1111111101 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 I AwARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an'individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Ctherta, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job ' Truss Truss Type Qty Ply JEFF MILLER T13991911 J35912-J35912A V28 GABLE I 1 1 Job Reference o tional test toast I cuss, M. Tierce, rL :54U40 13-0-0 B.21u S Feb 12 2U1B MI I ek Industnes, mC. I ue may B 16:uz:39 zU1B Nage 1 ID:3AbEgUxn3AlAMwJPzXmsw3zlZof-cEvWO8Qz5a4PNtr6x9uYMPOt¢Ppl1 Sx7X2joiCzl WCE 26-0-0 4x4 = 13-0-0 Scale=1:41.0 3.00 12 I 4 1x4 II 14 15 1x4 II 3 5 1x4 II 1x4 II 2 13 6 16 1 � 3x4 12 11 10 9 8 3x4 1x4 II 1x4 II I 5x5 = 1x4 II 1x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 REACTIONS. All bearings 26-0-0. CSI. TC 0.35 BC 0.21 WB 0.09 Matrix-S DEFL. in (loc) I/deft Ud PLATES' GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 7 n/a n/a Weight: 86 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 1=115(LC 4), 7=115(L 5), 10=-153(LC 4), 11=-261(LC 5), 12-276(LC 4), 9=261(LC 4), 8=-276(LC 5) Max Grav All reactions 250 lb or less at joints) 1, 7 except 10=374(LC 9). 11=449(LC 9), 12=478(LC 9), 9=449(LC 9), 8=478(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-10=292/200, 3-11=-374/311, 2-12=-380/314, 5-9=374/311, 6-8=-380/31I4 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=9.Opsf; BCDL=6.0 sf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 13-0-0, Extedor(2) 13-0-0 to I16-0-0; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing:' I 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 1, 115 lb uplift at joint 7, 153 lb uplift at joint 10, 261 lb uplift at joint 11, 276 lb uplift at joint 12, 261 lb uplift at, joint 9 and 276 lb uplift at joint 8. %% PoU I N VFW �ii .�� %S ' G E IN F2 �'•� No 68182 No 14/ OF ?� fn 00, 0 N AL E�%%`• 11111111111`` Joaquin Velez PE No.68182 MOM, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 9,2018 AWARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �'' Design valid for use only with MIMS connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly inwrporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTPII Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 1, Tampa, FL 36610 Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing fortress system, e.g. and fully embed teeth. TOP CHORDS dia 9 g, is always required. See BCSI. diagonal or x-bracing, �� �'�16 cr-2 c2a 2. Truss bracing must be designed by an engineer. For I 4 R p WEBZI of m , p 2 ° �� O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 6 3. Never exceed the design loading shown and never a�° 9 U stack materials on inadequately braced trusses. O_ p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c -8 csa cm {- designer, erection supervisor, property owner and plates 0- 'Ad' from outside BOTTOM CHORDS all other interested parties. edge'of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6: Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. connector -plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Re orts: use with fire retardant, preservative treated, or green lumber. - — — ----- - - - - - - - The -first -dimension is the -plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specked. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values g y 14. Bottom chords require lateral bracing at h r spacing, or less, 'rf no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __ g 18. Use of green ortreated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W, ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIUrPI 1 Quality Criteria. Installing & Bracing of Metal Plate _ • Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 �s ROOF ,%?-DITION WORK SHEET #1 of 2 — EXISTING HEEL AND OVERHANG OVERHANG TYPE: (CIRCLE ONE) CANTILEVER TYPE: (CIRCLE ONE) 0 0 0 0 0 0 SQUARE OVERHANG PLUMB OVERHANG SPECIAL &VERHNS ON SQUARE CANTILEVER PLUMB CANTILEVER MEASURE THE EXISTING HEEL PLUMB TO THE OUTSIDE WALL FACE FROM THE TOP OF THE TOP CHORD TO THE BOTTOM OF THE BOTTOM CHORD. MEASURE TO THE NEAREST 16th OF AN INCH TRUSS HEEL EXISTING __ _ _ _ - M HE EXISTING OVERHANG AS A LEVEL DIME FROM THE FACE OF THE WALL TO T M EDGE OF THE TRUSS TOP CHORD MEASURE` BUILT UP OVERHANGS nMBEn- PRODUCTS ST" COAST TRUSS . 5205 ST. LUCIE BLVD..Ff. MRCE FL. 34946 OFFICE: (771 CUSTOMER: JOB NAME: JOB NUMBER: SALESMAN: MEASURED HEEL: MEASURED OVERHANG: MEASURED CANTILEVER: EXISTING TOP CHORD SIZE 2x: — - -EXISTING ROOF MATERIAL (CIRCLE -ONE) - SHINGLE METAL TILE MEASURED AND VERIFIED BY: DATE: HIGH TRUSS HEEL 0 0 OVERHANG 0 0 I ROOF�40DITION WORK SHEET #2 of 2 — DETERMINE EXISTING PITCH n��"lmS METHOD #1 MEASURE THE OVERAL HEIGHT OF AN EXISTING TRUSS IN INCHES AND SUBRACT THE HEEL HEIGHT. DIVIDE THE REMAINDER BY HALF THE SPAN IN FEET. EXAMPLE: OVERALL HEIGHT = 65 3/4", HEEL = 4 1/16", HALF SPAN = 12'-4" 65 3/4" - 4 1 /16" = 61 11 /16 OR 61.6875" 61.6875" DIVIDED BY 12.3333 = 5.0 (5/12 PITCH) CALCULATED PITCH = _/12 TRUSS EXISTING a 0 5285 Sr. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 CUSTOMER: - JOB NAME: JOB NUMBER: . SALESMAN: DECIMAL EQUIVELENTS FOR FEET 1 " = 0.0833' 2" = 0.1667' 3" = 0.25' 4" = 0.3333' 5" = 0.4167' 6" = 0.5' 7" = 0.5833' 8" = 0.6667' 9" = 0.75' 10" = 0.8333' 11 " = 0.9167' VERIFIED BY: DATE: DECIMAL EQUIVELENTS FOR FRACTIONAL INCHES 1 /16" = 0.0625 1 /8" = 0.125" 3/16" = 0.1875 1 /4" _ = 0.25" 5/ 16" = 0.3125" 3/8" = 0.375" 7/ 16" = 0.4375" 1 /2" = 0.5" .9/16" = 0.5625" 5/8" = 0.625" 11/16" = 0.6875" 3/4" = 0.75" 13/16" = 0,8125" 7/8" = 0.875" 15/16" = 0.9375" (po3-o66 S 401D RECEIVED APR 20 4,O�8 ST. Lucie County, Permitting Adl i .e1 oe-OL rA r� 6 �f-�. I'fN FRECEIVED APR 2 0 2018 ucie County, Permitting I XTREME ELECTRICAL SERVICES,IN.C. 11101 S. INDIAN.RIVER DR.�T ( - FT. PIERCE FL. 34982^ _ j �v OFFICE 561 333-9519 FAX 772 353=5078 j STATE LIC. # EC 13005450 MILLER RESIDENCE 107 SHERIOAN LANE JENSEN BEACH,FL. - __. ...... _.._... MAIN HOUSE LOAD CALCULATION ( VA I! 2700 S.F. @ 3VA _ ? 1.24771 — (2)20 AMP SMALL APPLIANCE _ . 300011 MICROWAVE 1500 BATHROOM GFI _.. 1500j SPRINKLER PUMP -- WELL PUMP _ _ 1920 960 - _ LAUNDRY CIRCUIT 15001 CLOTHES DRYER RANGE _ j 12000I WATER HEATER _ 4500 DISHWASHER --j i 1200: POOL PUMP 1920 j 3-LED POOL LIGHTS 1801 47657 FIRST 10 KVA AT 100% 10000 I REMAINDER OF LOAD AT 40% j 150631 TOTAL GENERAL LOAD 25063 i 10 KVA OF HEAT @ 40% - ELECTRIC POOL HEATER _ _8000 9120 TOTAL -_.4---____ 42183 42183/20 VOLTS_.- 1175.76 AMPS EXISTING ELECTRICAL SERVICE IS 400 AMP i