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HomeMy WebLinkAboutTRUSS PAPERWORKI rh^: a 33 n �w n t. 4 MiTek RE: M11449 MiTek USA, Inc. Lakewood Park 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Ghazanfar Saeed Project Name: M11449 Lot/Block:t Model: Lakewood Park Ac dress: l e>w SSo) +"� "' a7 Subdivision: . City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 37 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 j T24179439 A 6/1/2021 21 T24179459 GRB 6/1/2021 2 T24179440 Al 6/1/2021 22 T24179460 GRC 6/1/2021 3 T24179441 A2 6/1/2021 23 T24179461 GRD 6/1/2021 4 T24179442 A3-6/1/2021 24 T24179462 GRE 6/1/2021 5 T24179443 A4 6/1/2021 25 T24179463 GRG 6/1/2021 6 T24179444 A5 6/1/2021 26 T24179464 J1 6/1/2021 7 T24179445 A6 6/1/2021 27 T24179465 J3 6/1/2021 8 T24179446 A7 6/1/2021 28 T24179466 J5 6/1/2021 9 T24179447 A8 6/1/2021 29 T24179467 J7 6/1/2021 10 T24179448 ATA 6/1/2021 30 T24179468 KJ5 6/1/2021 11 - T24179449 ATB 6/1/2021 31 T24179469 KJ7 6/1/2021 12. T24179450 B 6/1/2021 32 T24179470 MV2 6/1/2021 13 T24179451 B1 6/1/2021 33 T24179471 MV4 6/1/2021 14 T24179452 B2 6/1/2021 34 T24179472 MV6 6/1/2021 15 T24179453 B3 6/1/2021 35 T24179473 V4 6/1/2021 16 T24179454 B4 6/1/2021 36 T24179474 V8 6/1/2021 17 T24179455 B5 6/1/2021 37 T24179475 V12 6/1/2021 181 T24179456 E 6/1/2021 19 T24179457 G 6/1/2021 20 T24179458 GRA 6/1/2021 This item has been electronically signed and sealed by Velez, Joaquin using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision ��� I t t irirr� based on the parameters provided by Chambers Truss. �% QU I N VF Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. Florida 'COA: 6634 No 68182 IMPORTANT NOTE: The seal on these truss component designs is a certification * * '• that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters "O shown (e.g., loads, supports, dimensions, shapes and design codes), which were :13 '. STATE OF ICJ given to 1 MiTek. Any project specific information included is for MiTek i Ct '• 41 customers file reference purpose only, and was not taken Into account in the preparation of ���'�� •:, �< O R %'0 P ' `_,�� these designs. MiTek has not independently verified the applicability of the design �� s • • . G �% shouldeverify applicabirs or the lity ty of designns for particular parameters'land properly incorporate thes. Before use, the e designs ,'���Isj;� N A110t into the overall building design per ANSIITPI 1, Chapter 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 June 01, 2021 data• 1 of 1 Velez, Joaquin Job Truss Truss Type City Ply Lakewood Park T24179439 M11449 A HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:26 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-5L2P9Q6eOhwri1 Pt704GaatOKnmLmdVzvxzJzAffd 74-0 6-8-0 13.5.5 1%11-10 25.114 28-0.12 34.0-7 40.5:1 46-11-3 t-4-0 "_o 6-9-5 6-6-5 5-11-10 2-1-8 5-11-10 6-0.10 6-6-2 22 3U 21 4x5 =' 6x8 = 5x10 \\ 5x8 = 5x6 = 5.00 12 _ 3x5 = 5x6 WB = 46 = 3x5 = I Scale=1:84.6 t-ao 6-0-0 16-5-9 25.11 d 28-0-72 37510 L 4 1 .7 4.9-0 9-9-8 9-5.12 2-1-9 9.5.13 a.. 7 04-0 Plate Offsets (X,Y)—[7:0-5-12,0-2-81,18:0-3-0,0-2-4] I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.49 Vert(LL) -0.34 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.58 17-19 >841 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.14 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.25 17-19 >999 240 Weight: 281 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-14 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 3-21: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-20, 6-17, 7-16, 9-16, 11-13 OTHERS 2x4 SP No.3 REACTIONS. 1 (size) 13=0-7-3, 22=0.8-0, 21=0-8-0 Max Horz 22=41O(LC 10) Max Uplift 13=962(1_C 12), 22=311(LC 12), 21=-1248(LC 12) i Max Grav 13=1785(LC 18), 22=326(LC 2). 21=2078(LC 17) FORCES. (lb)'- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-107/313, 2-3=345/354, 3-4=-805/589, 4-6=-3043/1962, 6-7=2178/1618, 7-8=-1965/1564,8-9=-2174/1620,9-11=-2892/1885,11-12=-367/277,12-13=303/302 BOT CHORD 1-22=-260/115, 21-22=-443/334, 20-21=-2038/1234, 3-20=691/565, 19-20=1741/3059, 17-19=-1475/2657,16-17=1047/2089,14-16=-1410/2330,13-14=1592/2572 WEBS 4-20=-2438/1444,4-19=-181/296,6-19=-1821610. 6-17=838/628, 7-17=-416/796, 7-16=-269/264, 8-16=-410/699, 9-16=736/567,9-14=-122/467, 11-13=-2662/1671, 2-22=-287/148, 2-21=-273/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 25-11.4, Extedor(2E) This item has been 25-114 to 28-0-12, Extedor(2R) 28-0-12 to 34-8-6, Interior(1) 34-8-6 to 46-9-7 zone; cantilever left exposed ; porch left exposed;C-C for forces & MWFRS for Lumber DOL=1.60 DOL=1.60 electronically signed and members and reactions shown; plate grip 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) This truss hats been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies of this p 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-130 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Signed and Sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) signature must be verified 13=962,22=311,21=1248. on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61II-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall' building design. Bracing Indicated is to prevent buckling of individual truss web andlor 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 ANSbTPH Quality Criteria, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety/nfomradon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179440 M11449 Al HIP 2 1 Job Reference (optional) C hambers Truss, i-ort Fierce, rL - a496z, 8.430 s May 12 2021 MI t eK industries, inc. t ue ,lun 1 i 1:49:26 2021 rage 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-1 kAAa67vwlAZxLYGER7kf?yL6bl9DFFvyHO12BzAffb i14-0 6-0-0 13£-15 19-11-10 244H1 30-0.0 34-0.7 40-5-1 46.11-3 14-0 5.4-0 6.10-15 6-0-11 4-0-6 6-0-0 I 1 4-0-7 6.4-10 6-6-2 Scale=1:84.6 5.00 12 Sx8 = 5x6 = 7 8 3x5 i 3x5 6 9 4x6 3x6 % 27 2810 4x5 � 5 4x6 4 11 29 3x5 I I c 4x4 11 12 3 26 T 1 I 21 0 1 4x10 = 19 31 18 32 17 33 16 15 34 35 14 �4 N 3x5 = 30 3x5 = 4x6 = 3x8 = 4x6 = 3x5 = 6x8 = 8 22 21 05 = 6x8 = 5x10 \\ 1.41 p_o_c 6-0-0 6$-024-0-0 30-0-0 37-r9 46-0-0 46,M-3 4.8-0 9-9-7 7.6-9 6-0-0 7-6-9 8A-7 7- 0-4:0 Plate Offsets (X,Y)— [7:0-5-12,0-2-81, [8:0-3-0,0-2-41, [10:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.54 Vert(LL) -0.24 17-19 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.46 19-20 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.14 13 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matfix-MS Wind(LL) 0.24 17-19 >999 240 Weight: 274 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 SP M 30 *Except- except end verticals. 3-21: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 12x4 SP No.3 WEBS 1 Row at midpt 4-20, 7-16, 11-13 REACTIONS. (size) 13=0-7-3, 22=0-8-0, 21=0-8-0 Max Horz 22=375(LC 10) Max Uplift 13=963(LC 12), 22=313(LC 12), 21=-1246(LC 12) Max Grav 13=1798(LC 18), 22=325(LC 2), 21=2083(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-106/314, 2-3=-317/322, 3-4=-813/596, 4-6=-3065/2034, 6-7=2377/1791. 1 7-8=-2150/1683, 8-9=-2346/1763, 9-11=-2904/1931, 11-12=-379/269, 12-13=-305/296 BOT CHORD 1-22=261/115, 21-22=-444/306, 20-21=-2045/1260, 3-20=685/561, 19-20=1814/3058, 17-19=-1521/2664, 16-17=1233/2295, 14-16=-1452/2353, 13-14=-1637/2588 WEBS 4-20=-2445/1511, 4-19=-190/311, 6-19=-199/572, 6-17=700/537, 7-17=416/852, 7-16=253/225, 8-16=-369/668, 9-16=604/478, 9-14=-137/429, 11-13=-2667/1753, 2-22=-276/151, 2-21=-251/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 24-0-0, Extehor(2E) 24-0-0 to 30-0-0, Exterior(2R) 30-0-0 to 36-7-10, Interior(1) 36-7-10 to 46-9-7 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies of this 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, with BCDL=10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) signed and sealed and the 13=963, 22=313, 21=12as. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 budding 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnforroallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park I T24179441 M11449 A2 HIP 2 1 Job Reference o tional Lmamners truss, Fort coerce, t-L - 949d2, N.4su s may lz zuzl mi I eK Inoustnes, Inc. I ue Jun l l l:4`J:G`J Gu,, rage I ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-VwkYnS8XhclQZV7Sc8ezBCVRS_5Vygg3Bx7bae7Affa 1h-0 6A-0 1410-it 22-0.0 27-0-0 32-0-0 39-1-6 46-11-0 -0-0 5-0-0 6-2-11 7-1-4 5-0-0 5-0-0 7-1.5 7-9-13 Scale=1:87.5 5.00 12 5x6 = 5x6 = 3x5 = 3x5 6 27 7 28 29 8 30 5x6 WB 3x6 � 3x`J - 526 910 4 31 5x6 4x10 :: 11 3 25Z IT 1 2 19 18 16 15 . r 13 12 qq N 4x10 = 6x8 17 33 34 14 3x8 6x8 = 5x8 MT18HS I I c 32 4x6 — — 3x6 — — 21 20 3x8 = 4x5 = 6x8 = 5x10 \\ 14-0 f-0-0 i 6.0-0 68.0 1410.11 22-0-0 32-0-0 i 39.1.6 _ 46-0-0 46r11.3 1-00 48-0 0.2-11 7-1d 1999 7-1-5 7-2-10 6'-7-a 0-" Plate Offsets (X Y)— [6:0-3-0 0-2-4] [8:0-3-0 0-2-4] [10:0-3-0 Edge] [11:0-3-0,0-1-12], [12:0-3-8,Edge], [13:0-3-8,0-3-0], [18:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.38 15-16 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.65 15-16 >742 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.24 16-18 >999 240 Weight: 264lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puriins, BOT CHORD 2x4 SP M 30'ExcepY except end verticals. 3-20: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 1 2x4 SP No.3 WEBS 1 Row at midpt 3-18, 5-16, 7-16, 7-15, 9-15, 11-13 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-7-3, 21=0-8-0, 20=0-8-0 Max Horz 21=338(LC 10) Max Uplift 12=-960(LC 12), 21=296(1-C 12), 20=-1266(LC 12) Max Grav 12=1768(LC 18), 21=313(LC 2), 20=2064(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-106/309, 2-3=303/322, 3-5=-3122/2044, 5-6=-2551/1823, 6-7=-232511780, 7-8=-2292/1742, 8-9=-2516/1791, 9-11=-2929/1914, 11-12=1631/1159 BOT CHORD 1-21=-255/110, 20-21=-438/273, 19-20=-2027/1282, 3-19=-1874/1299, 18-19=505/794, 16-18=-1792/2989,15-16=1444/2405, 13-15=1664/2625, 12-13=209/298 WEBS 3-18=-1291/2203, 5-16=-668/512, 6-16=-348/714, 7-16=-291/203, 7-15=-344/246, 8-15=-353/697,9-15=-520/421,9-13=-140/258,11-13=-1510/2348,2-21=266/128, 2-20=-249/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 22-0-0, Exterior(2R) 22-0-0 This item has been to 28-7-10, Interior(1) 28-7-10 to 32-0-0, Exterior(21R) 32-0-0 to 38-7-10, Interior(1) 38-7-10 to 46-9-7 zone; cantilever left exposed ; left for forces & MWFRS for Lumber DOL=1.60 DOL=1.60 electronically signed and porch exposed;C-C members and reactions shown; plate grip 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) All plates arel MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.0psf. Signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt--lb) 12=960, 21=296, 20=1266. on an electronic copies. y p Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING,- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 systeT. 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 budding 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parise East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179442 M11449 A3 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, IBA30 S May 12 2021 MI I eK Industries, Inc. I us Jun l 11:49:3U 2U21 Yage 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-_6Hw7o99SwQHAeifMs9 CkQ2edOTbh7gCQbt864zAffZ it-0-0i 6.8-0 i 13.9.15 20-0-0 27-0-0 34-0-0 i 40-2.1 i 46-11-3 t 7-1-15 6-2-1 7-0-0 7.0-02 4x8 3 i 25 2 19 4x8 = 21 32 20 4x5 =' 6x8 = SO \\ t-a-o 5.00 12 3x5 3x6 �6 4 18 6x8 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.6 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except- 3-20: 2x6 SP No.2 WEBS 2x4 SP No.3 5x8 = 6 17 16 33 4x6 = 3x5 = 3x4 II 7 2728 29 15 3x8 = 5x8 = 8 14 13 4x6 = 3xJ 3x5 9 30 i\ 31 12 5x6 = Scale=1:84.1 CSI. DEFL. In (loc) I/defi Ud PLATES GRIP TIC 0.73 Vert(LL) -0.2215-17 >999 360 MT20 244/190 BC 0.50 Vert(CT) -0.3815-17 >999 240 WB 0.87 Horz(CT) 0.10 11 n/a n/a Matrix -MS Wind(LL) 0.26 15 >999 240 Weight: 264 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. WEBS 1 Row at midpt 3-18, 10-12 REACTIONS. (size) 11=0-7-3, 21=0-8-0, 20=0-8-0 Max Horz 21=301(LC 10) Max Uplift 11=960(LC 12), 21=294(LC 12), 20=-1268(LC 12) Max Grav 11=1774(LC 18), 21=305(LC 23), 20=2065(LC 17) FORCES. (lb)'- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-104/311, 2-3=255/290, 3-5=-3131/2027, 5-6=-2713/1891, 6-7=-2715/2043, 7-8=-2715/2043, 8-9=-2653/1852, 9-10=-2904/1875, 10-11 =-1 656/1152 BOT CHORD 1-21=-257/109, 20-21=-440/251, 19-20=-2029/1286, 3-19=-1894/1298, 18-19=387/600, 17-18=-1789/2980, 15-17=1459/2567, 13-15=1405/2338, 12-13=-1642/2612 WEBS 3-1 8=-1 409/2391, 5-17=-495/389, 6-17=-171/520, 6-15=-312/543, 7-15=-433/486, 8-15=-362/628, 8-13=-119/444, 9-13=336/290, 9-12=-201/291, 10-12=-1522/2405, 2-20=-228/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 4-16: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Intertor(1) 4-8-5 to 20-0-0, Exterior(211) 20-0-0 to 26-7-10, Iriterior(1) 26-7-10 to 34-0-0, Exterior(2R) 34-0-0 to 40-7-10, Interior(1) 40-7-10 to 46-9-7 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10:0 psf bottom chord livo 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=960, 21=294, 20=1268. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 ® WARNING!- verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI/rPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfomiadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179443 M11449 A4 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, a.4du s may iz zun NII i eK maustries, Inc. i us aun -i I i;4a:az zuz I rage I �11 -0-0 65-48-0-0 ID:IyR4n9pYXHPhFh5_3_0 _47_ng20-z9NtM2-wVPhQUAP_Xh Qys1THBgpr70NCAS9lvVtvMFByzAfX 12-54 46-11-3 59-14 55-6_0 5.5.2 Scale = 1:84.9 5.00 12 5x8 = 3x4 II 3x6 = 3x5 = 5x8 = 6 7 30 8 931 32 10 3x6 � 3x5 � 3x5 5 11 29 33 4 34 4x6 4x8 i 12 3 5x128 T I 2 2 1 1 3x6 = 21 20 19 18 17 16 15 14 13 N 6x8 = 3x5 = 3x6 __ 3xB = 3x5 — 3x5 = 6x8 = 3x6 II 24 35 23 3x6 = 4x5 = 6x8 = t4-0 i-0 of 6-0-0 rr8 0 12d 4 18-0-0 24 0 9 29.11-7 36-0-0 41 6 1 46-0.0 46 11.3 41-0 5.9.IN S.2 6-0-s 5.10.13 6-0.9 5E-0 49-15 Ot7-0 04-0 Plate Offsets (X,Y)—[6:0-5-12,0-2-81, [10:0-5-12,0-2-81, [14:0-3-8,0-3-01, [21:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.19 17-18 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.36 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.09 13 n/a n/a BCDL 10.6 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.29 17-18 >999 240 Weight: 267lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 3-23: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-12 oc bracing. WEBS 12x4 SP No.3 WEBS 1 Row at midpt 3-21 REACTIONS. (size) 24=0-8-0, 13=0-7-3, 23=0-8-0 Max Horz 24=-265(LC 10) Max Uplift 24=283(1_C 12), 13=959(LC 12), 23=-1281(LC 12) Max Grav 24=260(LC 21), 13=1487(LC 1), 23=1718(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-99/310, 2-3=-194/275, 3-5=-2623/1969, 5-6=-2461/1928, 6-7=2687/2189, 7-9=-2687/2189, 9-10=-2663/2194, 10-11=-2382/1884, 11-12=-2384/1805, 12-13=-1428/1144 BOT CHORD 1-24=-256/87, 23-24=-439/209, 22-23=-1688/1300, 3-22=1616/1304, 20-21=1754/2355, 18-20=-1541/2221, 17-18=1878/2663, 15-17=1482/2145, 14-15=1588/2154 WEBS 3-21=-1586/2189. 6-20=-1001295, 6-18=-490/736, 7-18=-342/403, 9-17=423/400, 10-17=-537/798,11-14=-301/344,12-14=-1517/2058,2-23=-219/378 NOTES- 1) Unbalanced goof live loads have been considered for this design. 2) Wind: ASCEi7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 131=4511t; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 18-", Exterior(211) 18-0-0 to 24-7-10, Interior(1) 24-7-10 to 36-0-0, Exterior(2R) 36-0-0 to 42-7-10, Interior(1) 42-7-10 to 46-9-7 zone; cantilever left exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of This truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) signed and sealed and the 24=283, 13=959, 23=1281. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING 1- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 SCSI Building Component 6904 Parke East Blvd. Safety lntormat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park j T24179444 M11449 A5 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:35 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-K45p2VDIHS3ZHQbc9PINRTIXOPBpMQnxZsavnHzAffU 8-3-14 11-9.2 , 16 0 0 23 4 9 30-_7 38-0.0 42-2-12 46-11-3 8-3 14 3 5rl 4-2-13 7-2-13 7-4-9 4-2-12 4-8.7 5.00 12 5x8 = 6 30 3x4 11 3x6 = 3x5 = 317 8 32 9 33 34 ZZ Z7 I 1/ 16 14 13 4x5 6x10 = 3x6 = 3x5 = 3x8 = 3x5 = 5x10 \\ 3x6 = 3x6 = 3x5 = Scale=1:84.1 0 t` 27 I9 N 5x6 = LOADING (psi) 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 FBC2020/TPI2014 CSI. TC 0.60 BC 0.49 WB 0.76 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.18 16-17 >999 360 Vert(CT) -0.32 19-21 >999 240 Horz(CT) 0.11 27 n/a n/a Wind(ILL) 0.19 16-17 >999 240 PLATES GRIP MT20 244/190 Weight: 282 lb FT = 20% LUMBER- BRACING - TOP CHORD 1 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 44-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-13: 2x4 SP M 30, 3-21: 2x6 SP No.2 WEBS 1 Row at midpt 6-17, 9-17, 10-16, 11-13, 5-21 OTHERS 2x8 SP 240OF 2.0E REACTIONS. 1 (size) 22=0-8-0, 21=0-8-0, 27=0-7-3 Max Harz 22=223(LC 10) Max Uplift 22=232(LC 19), 21=-1471(LC 12), 27=-913(LC 12) Max Grav 21=2441(LC 17), 27=1678(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 1-2=0/284, 2-3=487/799, 3-5=-332/762, 5-6=1893/1301, 6-7=2369/1720, 7-9=2369/1720, 9-10=-2400/1717, 10-11=-1944/1313, 11-12=-323/221, 13-23=-879/1467, 12-23=-879/1467 BOT CHORD 21-22=-42075, 19-21=-886/1342, 17-19=-1027/1778, 16-17=-1497/2407, 14-16=-1036/1715,13-14=869/1334 WEBS 5-19=-279f781, 6-19=-306/285, 6-17=-639/1010, 7-17=-418/480, 9-16=-446/461, 1 10-16=-623/987, 10-14=-264/271, 11-14=-285/694, 11-13=1703/1148, 2-22=272/212, 3-21=371/414, 2-21=-546/743, 5-21=2600/1621, 12-27=1776/1120 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-8-5, Interior(1) 4-8-5 to 16-M, Extedor(2R) 16-0-0 to 22-7-10, Interior(1) 22-7-10 to 38-0-0, Extedar(2R) 38-0-0 to 44-7-10, Interior(1) 44-7-10 to 46-2-3 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 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, with BCDL = 10.Opsf. signed and sealed and the 7) Bearing atjoint(s) 27 considers parallel to grain value using ANSI7rPl 1 angle to grain formula. Building designer should verify signature must be Verified capacity of bearing surface. On any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) Joaquin Velez PE No.68182 22=232, 21=1471, 27=913. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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{q�, a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i•� 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 ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnfamjadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179445 M11449 Ail HIP 1 1 Job Reference o floral l.nan tiers 1 russ, tort MerCe, M - a4y04, a.4su s may iz zuzI mi I eK Inausines, Inc. I ue Jun I I7:,w:a7 zuzl rage I ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-GTDaTBEYo3JHWjk7GgnrWugoGDqXqGiE1A3OsAzAffS 14-0 Lq:4 i 14.0.0 20-6-14 27-0A 335-2 40-0-0 47.0.0 14-0 64.4 6-3-12 6-6.14 6.5-2 6-52 6-6.14 7-0-0 5.00 12 3x4 11 5x8 = 5x8 = 3x5 = 3x6 = 3x5 = 4 26 5 6 7 27 8 28 9 29 Scale=1:79.9 20 19 18 11 au 16 S1 15 14 13 a� 12 11 4x5 = 5x6 = 3x5 = 4x6 = 3x5 = 3x8 = 4x6 = 3x6 = 3x8 = 4x6 II 10x10 i 1-" 1-0-0 7-6.4 14-0-0 20-6.14 27.0-0 335.2 40-" 47-0-0 644 53-12 64i-14 6-52 SS2 6-6.14 7-a0 04-0 Plate Offsets (X,Y)— [4:0-5-12,0-2-8], [9:0-5-4,0-24], [10:0-2-0,0-1-8], [11:Edge 0-3-81, [12:0-3.8,0-1-8], [19:0-3-0,0-1-8], [20:0-4-4,Edge] LOADING (psf) SPACING- 2-0-0 csL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.32 15-16 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.56 15-16 >982 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.13 11 n/a n/a BCDL 10.6 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.41 15-16 >999 240 Weight: 273lb FT = 20% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-1 cc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-7 cc bracing. WEBS 1 Row at midpt 5-15, 9-13, 10-12, 2-19 REACTIONS. (size) 11=Mechanical, 20=0-8-0 Max Horz 20=192(LC 10) I Max Uplift 11=1091(LC 12), 20=1206(LC 12) Max Grav 11=1960(LC 18), 20=2119(LC 17) FORCES. (Ib), - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-688/239, 2-3=3810/2314, 34=-3456/2205, 4-5=-3766/2520, 5-7=-3736/2524, 7-8=-3736/2524, 8-9=-3140/2201, 9-10=-2205/1471, 10-11=-1849/1301 BOT CHORD 1-20=-295/699, 19-20=-480/843, 18-19=-2209/3576, 16-18=-1913/3214, 15-16=-2304/3812, 13-15=1991/3186, 12-13=1225/1948 WEBS 3-18=418/335, 4-1 8=-1 23/458, 4-16=-561/958, 5-16=467/415, 7-15=-335/343, 8-15=-481/809, 8-13=-861/720, 9-13=1027/1673, 9-12=574/559, 10-12=129012082, 2-20=1838/1521, 2-19=-1785/2745 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Eric' I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-8-6, Interior(1) 4-8-6 to 14-", Exterior(2R) 14-0-0 to 20-6-14, Interior(1) 20-6-14 to 40-0-0, Extedor(2E) 40-0-0 to 46-10-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Velez, Joaquin, PE 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-" wide using a Digital Signature. Printed copies of this p will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signed and sealed and the 11=1091, 20=1206. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 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 ITS I' 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 ANS//rPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179446 M11449 A7 HIP 1 ],Job Reference (optional) Chambers truss, Pori Pierce, FL - 34962, 8.430 s May 12 2u21 mi I eK industries, Inc. I ue Jun 1 11:49:36 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-lfmygXFAZNR88tJBgX1436N 1 rdAzZjwOGgpZOcrAffR ,1-0-0i 8.8-0 12-0-0 194 27-0-0 34-5-2 a2-0-0 47-0-0 S-0-O ' 7-6-14 7-5.2 7-5-2 7-6-14 5-0.0 Scale=1:79.9 5x6 WB = 5x6 = 3x8 = 4x6 = 3x5 = 3x5 = 5x6 = 5.00 12 4 27 28 29 5 6 7 30 89 31 10 21 20 19 18 17 16 15 14 13 12 4x5 = 5x6 = 3x8 = 5x6 WB = 3x4 11 3x5 = 5x6 WB = 3x5 = 4x10 = 3x6 11 14-0 1-0-q 6-8-0 12-0-0 19{r14 27-0-0 34-52 42-0-0 47-0-0 i 64-0 5.4-0 7�r14 7S2 7-5.2 7-6-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.32 16-17 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.62 16-17 >880 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.17 12 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix -MS Wind(LL) 0.50 16-17 >999 240 LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 12x4 SP No.3 WEBS REACTIONS. (size) 21=0-8-0, 12=Mechanical 'Max Horz 21=185(LC 12) Max Uplift 21=1206(LC 12), 12=1091(LC 12) Max Grav 21=1784(LC 1), 12=1683(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-464/196, 2-3=-3120/2258, 3-4=-3038/2258, 4-5=-2777/2169, 5-7=-3789/2857, 7-9=-3085/2394, 9-10=-1517/1267, 10-11 =-1 680/1285, 11-12=-1643/1296 BOT CHORD 1-21=-230/477, 20-21=-415/594, 19-20=-2168/2822, 17-19=-2665/3712, 16-17=-2665/3712,14-16=2699/3789,13-14=-2236/3085 WEBS 2-21=1588/1462, 2-20=-1806/2376, 3-20=-203/264, 4-19=-496/820, 5-19=1225/800, 6-17=0/301, 7-16=0/253, 7-14=-868/617, 9-14=300/655, 9-13=1921/1363, 10-13=-97/379,11-13=-1264/1735 PLATES GRIP MT20 244/190 Weight: 265 lb FT = 20% Structural wood sheathing directly applied or 3-5-11 oc purlins, except end verticals. Rigid ceiling directly applied or 4-5-14 oc bracing. 1 Row at midpt 5-19, 7-14, 9-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-8-6, Interior(1) 4-8-6 to 12-0-0, Extedor(2R) 12-0-0 to 18-7-12, Interior(1) 18-7-12 to 42-0-0, Exterior(2E) 42-0-0 to 46-10-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. sealed by Velez, Joaquin, PE 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 using a �191ta1 Signature. Printed copies of this will fit between the bottom chord and any other members. document are not considered 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) signed and sealed and the signature must be verified 21=1206, 12=1091. on any electronic copies. Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rev. 5/19/2020 BEFORE 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 building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Iva building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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 ANSIMP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179447 M11449 AS HIP 1 1 Job Reference (optional) chambers Truss, Fort Pierce, FL - 3498z, 8.430 S May 1Z ZUZI MITeK Industries, Inc. TUe Jun 1 11:49:39 ZUZ1 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-DrKKutGoKhZ7m1 uNOFpJbJwDoOVIIBXXUUY7w2zAffQ �14{1 5.7-2 10-0-0 i 16-10-10 i 23.7-9 30-0-7 37-1-8 i 44-0-0 i 47-0-0 i 1-0-0 43-2 4-0-14 6.10.10 6-8.14 6-8-14 6-8-14 6-10.10 3.0-0 Scale=1:80.1 46 = 5.00 12 5x8 = 3x5 = 3x5 = 4x6 = 3x4 II 3x5 = 5x8 = 4 48 5 6 7 829 30 9 10 11 4x5 if i&' awi&L i VwAi F'i�i 2 21 20 19 18 17 16 15 14 13 4x5 — 3x5 = 4x6 _ 3x5 = 3x10 = 4x6 = 4x5 = 3x6 II 3x6 = 4x6 = 1.4-0 1 10" 1s-1a10 23-7-s 30-4-7 37-16 aa-0-0 a7-0-0 &9-0 6-10-io s-8.1a 6-9-14 6-0-ia s•ialo 3-0-0 04-0 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.43 18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.80 17-18 >682 240 BCLL 0.0 ' Rep Stress Incr YES W0.90 B Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.68 18 >807 240 LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD I WEBS REACTIONS. (size) 22=0-", 13=Mechanical Max Horz 22=185(LC 12) 1 Max Uplift 22=1206(1-C 12), 13=1091(LC 12) Max Grav 22=1784(LC 1), 13=1683(LC 1) FORCES. (lby- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-569/68, 2-3=603/247, 3-4=-3106/2284, 4-5=-4149/3108, 5-6=-4598/3350, 6-8=-4255/3110, 8-1 0=-4255/31 10, 10-11=-3127/2357, 11-12=-1260/952, 12-13=-1670/1269 BOT CHORD 1-22=-123/503, 21-22=-2119/2697, 19-21=2071/2839, 18-19=-3014/4149, 17-18=-3257/4598,15-17=2264/3127,14-15=-810/1108 WEBS 2-22=-325/562, 3-22=-2544/2105, 3-21=-76/319, 4-19=1106/1601, 5-19=707/612, 5-18=-349/589, 6-17=-411/321, 8-17=357/373, 10-17=950/1336, 10-15=1104/933, 11 -1 5=-1 704/2375, 11-14=1025/869, 12-14=-1178/1608 PLATES GRIP MT20 244/190 Weight: 258 lb FT = 20% Structural wood sheathing directly applied or 3-0-14 oc purlins, except end verticals. Rigid ceiling directly applied or 4-0-14 oc bracing. 1 Row at midpt 3-22, 4-19, 10-17, 11-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2E) 0-0-0 to 4-8-6, Interior(1) 4-8-6 to 10-M, Extehor(2R) 10-0-0 to 16-10-10, 1nterior(1) 16-10-10 to 44-0-0, Exterior(2E) 44-0-0 to 46-10-4 zone; cantilever left exposed ;C-C for members and farces & MWFRS fog reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. sealed by Velez, Joaquin, PE using a Digital Signature. 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 rneCOp Printed copies of this will fit between the bottom chord and any other members. document are not considered 7) Refer to girddgs) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) signed and sealed and the signature must be Verified 22=1206, 13=1091. on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 1,2021 ® WARNING,- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 budding 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 ANSIMPI1 Quality Cglerfe, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179448 M11449 ATA ATTIC 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:41 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-9ES4JZH2slpj7L2mVgsngk7UDgE2mEDgyol D7xzAffO I 6-104 9-2-5 9-9-1Q 11-0-0 i 12-2-1 12-9-11 15-1-12 22-0-0 6-104 2-0-1 0-75 1-2-6 1-2-6 2-0-1 6-104 Scale=1:36.1 3x6 = Ii 6x8 II axv II axq II 6x8 II 1 PO 1b4.0 6-104 i 16-1-12 20-8-0 2J-0ie 22-0-0 i 1�40 5-6-0 8-3-8 5-6-0 1-0-0 Plate Offsets (X,Y)- [1:0-3-13,0-1-8], [3:Edge,0-4-6],14:0-3-0,Edge], [5:Edge,0-4-6], [7:0-3-13,0-1-8] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.34 8-10 >785 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.54 8-10 >492 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.21 8-10 >999 240 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 1 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left 2x4 SP N6.3 , Right: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=160(LC 10) Max Uplift 1=-476(LC 12), 7=-476(LC 12) Max Grant 1=1069(LC 18), 7=1069(LC 19) FORCES. (IbJ - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD , 1-2=1609/793, 2-3=1367/837, 3-4=277/895, 4-5=-277/895, 5-0=1367/837, i 6-7=-1609/793 BOT CHORD 1-10=-556/1396, 8-10=-556/1396, 7-8=556/1396 WEBS 6-8=0/510, 2-10=0/510, 3-5=-2352/1197 i NOTES- 1) Unbalanced hoof live loads have been considered for this design. 2) Wind: ASCE i7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-M, Exterior(2R) 11 -0-0 to 14-0-0, Interior(1) 14-0-0 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) All plates are•MT20 plates unless otherwise Indicated. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Velez, Joaquin, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies Of this p 7) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 8-10 document are not considered 9) Provide mecf smical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at=lb) signed and sealed and the 1=476, 7=476. signature must be verified 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. On any electronic Copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNINGi- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design varid 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 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 andlor chord members only. Additional temporary and permanent bracing MiTek, I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179449 M11449 ATB ATTIC 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6-10-4 2-4-1 —A — 3x6 = 8.430 s May 12 2021 MITek Industries, Inc. Tue Jun 1 11:49:42 2021 Page 1 Scale=1:33.0 3x5 -' 5x8 MT18HS = 6x8 11 3x4 11 3x4 11 3x10 11 1-0-0 6-10-4 15-1-12 20-1-0 1 0 0 5-64 8-3-8 4-11-4 Plate Offsets (X,Y)— [1:0-4-5,0-1-8], [3:Edge,0-4-9], [4:0-3-O,Edge], [5:Edge,0-4-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) -0.30 9-11 >808 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.47 9-11 >511 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WE, 0.37 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.18 9-11 >999 240 Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP N6.3 SLIDER I Right 2x6 SP No.2 -t 2-6-0 REACTIONS. (size) 8=Mechanical, 1=0-8-0 1 Max Harz 1=150(LC 11) Max Uplift 8=395(LC 12), 1=-464(LC 12) Max Grav 8=953(LC 19), 1=1044(LC 18) FORCES. (lb).- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1527/786, 2-3=1303/842, 3-4=233/804, 4-5=-228/808, 5-6=1298/845, 6-8=1533/818 BOT CHORD 1-11=-614/1318, 9-11=-014/1318, 8-9=614/1318 WEBS 2-11=0/470, 6-9=0/576, 3-5=-2161/1161 NOTES- 1) Unbalanced 'roof live loads have been considered for this design. 2) Wind: ASCE;7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 20-1-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically signed and 4) All plates areIMT20 plates unless otherwise indicated. Sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 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. Printed copies of this p 7) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5 document are not considered 8) Bottom chord) live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 signed and sealed and the 9) Refer to girder(s) for truss to truss connections. signature must be verified 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) on an p electronic copies. 8=395, 1=464. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 A WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,4II.7473 rev. 5/19/2020 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 andior chord members only. Additional temporary and permanent bracing iV l Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p�AiTek, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTP11 Oua/W Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelylnlbrmafion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Tss russ Truss Type Qty Ply Lakewood Park T24179450 M11449 HIP 1 1 Job Reference (optional) s truss, t-on tierce, t-L - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:43 2021 Page 1 ID:[yR4n9pYXHPhFh53Q47ng2zNtM2-5carkFJJOv3QEeC9d5uFm94uzerzE_M7P6WK4gzAffM i1-4.01 6-8-0 13-0-0 20-0-0 27.0-0 34-0-0 394-0 44-8-0 50.4.0 s-e-0 ' 7-0-0 t 7-0-o s-ao 5-a-0 s-e-o 5.00 12 5x8 = 3x4 II 5x8 = 3x5 � 0 1 _ 308 25 az 24 7x8 MT18HS 12 14 13 Scale = 1:91.4 9 Io 1N 4x5 = 6x8 = 3x4 11 6x8 = 5x10 \\ - 1-0-0 64-0 8r8.0 134-0 20-0-0 27-0-0 34.0.0 39d-0 446-0 50-0-0 1-0.0 " 4-8-0 U-8-0 6.8.0 ' 6.8-0 ' 7-0-0 ' 71-0 _ 04-0 Plate Offsets (X,Y)— [4:0-3-0,Edge], [6:0-5-12,0-2-81, [8:0-5-12,0-2-8], [10:0-3-0 Edge] [12:0-2-5 Edge] [15:0-7-0 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.36 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.62 17-19 >846 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.30 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.43 17-19 >999 240 Weight: 294 lb FT = 20% LUMBER- BRACING - TOP CHORD 1 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc pudins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 3-24: 2x6 SP No.2, 11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-13 oc bracing. WEBS 2x4 SP No.3 *Except* 3-22,12-15: 2x4 SP M 30 REACTIONS. 1 (size) 25=0-8-0, 24=0-8-0, 13=0-3-8 Max Horz 25=339(LC 10) Max Uplift 25=-306(LC 12), 24=1340(LC 12), 13=-1038(LC 12) 1 Max Grav 25=255(LC 23), 24=2277(LC 17), 13=1948(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 1-2=-93/326, 2-3=238/373, 3-5=-3326/2201, 5-6=-2979/2093, 6-7=3162/2339, 7-8=3162/2339, 8-9=-3323/2280, 9-11=-4167/2714, 11-12=526B/3326, 12-13=-1851/1249 BOT CHORD 1-25=-269/91, 24-25=-385/263, 23-24=2230/1387, 3-23=2103/1394, 20-22=1871/3193, 19-20=1561/2835, 17-19=1708/2940, 16-17=2283/3751, 15-16=3000/4889, 11-15=-171/498 WEBS 3-22=-1840/3082, 5-22=-143/250, 5-20=-417/355, 6-20=134/474, 6-19=45W773, 7-19=-433/490, 8-19=-228/450, 8-17=-408/881, 9-17=-10411733, 9-16=-237/590, 11-16=-1202/820,12-15=-2912/4696,2-24=-326/342 NOTES- 1)Unbalanced live loads have been considered for this design. hoof 2) Wind: ASCE 17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. This Item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 20-M, Exterior(2R) 20-0-0 electronically signed and to 27-0-0, Interior(1) 27-0-0 to 34-0-0, Extedor(2R) 34-0-0 to 41-1-7, Interior(1) 41-1-7 to 50-2.4 zone; cantilever left exposed ; porch sealed by Velez, Joaquin, PE left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies of this P 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are'MT20 plates unless otherwise indicated. Signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other members, With BCDL = 10.Opsf. on an electronic is co P I@S. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez o.ronic N8 82 oCert.8 25=306, 24=1340, 13=1038. MiTek USA, Inc. FL 6904 Parke East Blvd. Tampa FL 33610 Data: June 1,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall, building design. Bracing indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek, Is ahvays 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 ANS8TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnlomjation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park i T24179451 M11449 B1 HIP 1 1 Job Reference (optional) Chambers Truiss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 Mi rek Industries, Inc. Tue Jun 1 11:49:45 2021 Page 1 I D:IyR4n9pYXHPh Fh53Q47ng2zNtM2-17hb8wKZwXJ8UyMXkWwj raAE IRZuiumQtQ7R8izAffK 124-0 18-0-0 24-0-9 i29-11-7 36-0-0 40-0-0 44.8-0 50.4-0 1-4.0, 54-0 5-8-0 5-8-0 6-0.9 5-16-13 6-0-9 4-4-0 4-0-0 5-8-0 26 db 25 5.00 12 5x8 = 3x4 II 4x6 = 3x5 = 5x8 = axo — 318 32 9 3334 10 9xe — 7x8 MT18HS 3 15 14 Scale=1:91.4 4x5 =; 6x8 — 3x4 II 6x8 = Sx10 \\ 1-0-0 1-0-0 , 6-0-0 6 8 D 12 4-0 1&0-0 24-0-9 29.11.3 36-0 0 44$0 50-0-0 -0-0 . 4.8-0 08-D 5.10.13 04.0 Plate Offsets (X,Y)— [6:0-5-12,0-2-8], [8:0-3-0,Edge], [10:0-5-12,0-2-8], [13:0-2-5,Edge], [16:0-3-12,0-2-4], [23:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.31 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.65 16-17 >803 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) '0.28 14 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -MS Wind(LL) 0.47 19 >999 240 Weight: 295 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc pudins, BOT CHORD 2x4 SP M 30 *Except- except end verticals. 3-25: 2x6 SP No.2, 12-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS i 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-23 13-16: 2x4 SP M 30 REACTIONS. (size) 26=0-8-0, 25=0-8-0, 14=0-3-8 Max Horz 26=-302(LC 10) Max Uplift 26=304(1_C 12), 25=1342(1_C 12), 14=-1038(LC 12) Max Grav 26=234(LC 21), 25=1882(LC 1), 14=161 O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-92/326, 2-3=190/336, 3-5=-2814/2141, 5-0=-2722/2136, 6-7=-3066/2491, 7-9=3066/2491, 9-10=-3177/2593, 10-11=-3082/2414, 11-12=-4488/3479, 12-13=-4432/3330,13-14=156011253 BOT CHORD 1-26=-270/77, 25-26=-360/234, 24-25=1833/1392, 3-24=-1759/1392, 22-23=1824/2532, 20-22=-1640/2460, 19-20=2182/3177, 17-19=1875/2814. 16-17=2370/3283, 12-16=-318/371 WEBS 3-23=-1847/2584, 5-23=-219/284, 6-22=-79/270, 6-20=-635/919, 7-20=-340/406, 9-19=-332/312, 10-19=-415/637, 10-17=-384/629, 11-17=-706/669, 11-16=837/1134, 2-25=-275/351, 13-16=-2913/3955 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft: Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 18-0-0, Exterior(2R) 18-0-0 electronically signed and to 25-1-7, Interior(1) 25-1-7 to 36-0-0, Exterior(21R) 36-0-0 to 43-1-7, Interior(1) 43-1-7 to 50-2-4zone; cantilever left exposed ; porch sealed by Velez, Joaquin, PE left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the Printed copies of this P use of this truss component. 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the 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 Signature must be Verified will fit between the bottom chord and any other members. On any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 26=304, 25=1342, 14=1038. MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE will-7473 rev. 5f1912020 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 propedy Incorporate this design Into the overall Nil building design. Bracing Indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing Welk' 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?PI1 qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saiefylnfom%adon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty, Ply Lakewood Park T24179452 M11449 82 HIP 1 1 Job Reference (optional) s 1 russ, Fort Pierce, FL - 34uts2, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:47 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-_OpLZcMpSBZsjGVwswyBw?FagFEOAnPiKkUYDbzAffl 1-0a %-4 16-0-0 23-0-9 30.7-7 38-U 45-0-12 50-0-0 -4 7-3.1 71-12 7-0-9 7-2-13 7-0-9 7-0-12 4-11-0 5.00 12 5x8 = 4 26 3x4 II 4x6 = 3x5 = 5x8 = 2728 Scale=1:87.1 21 20 '" 18 `" 17 '" "" 15 " — 13 12 11 4x5 = 5x6 = 5x6 WB = 3x8 = 3x5 = 46 = 3x5 = 410 = 4x6 II 3x5 = Sx6 WS = 7si10 \\ 14-3 ]-0-q II 3-10-0 1 8-7-4 9-11-0 16-0-0 23-0-9 38-0-0 45-4-12 50-0.0 %.7 2.5.13 4�-3.12 6-1-0 ' 7-0-9 ' 7-2-13 7.4.9 7-4-12 411.4 0-0.3 Plate Offsets (X,Y)— [3:0-4-0,0-3-01, [4:0-5-4,0-2-4], [6:0-3-0,Edge], [8:0-5-4 0-2-4] [11:Edge 0-3-8] [12:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) -0.35 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.61 15-17 >965 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.16 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.43 15-17 >999 240 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. 2-20: 2x4 SP M 30 WEBS 1 Row at midpt 3-18, 8-15, 2-20 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=0-3-8, 21=0-8-0 Max Harz 21=264(1_C 10) Max Uplift 11=-1166(LC 12), 21=-1291(LC 12) Max Grav 11=2152(LC 18), 21=2268(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 1-2=-732/261, 2-3=-4148/2562, 34=3636/2381, 4-5=-3814/2663, 5-7=-3814/2663, 7-8=-3664/2609, 8-9=-3232/2166, 9-10=-2896/1850, 10-11=-2079/1372 BOT CHORD 1-21=-340f754,20-21=-439/952,18-20=-2344/3933,17-18=-1944/3412, 15-17=-2254/3721, 13-1 5=1 725/2862, 12-13=1657/2635 WEBS 3-18=594/449, 4-18=-162/571, 4-17=524/899, 5-17=-421/484, 7-15=-569/525, 8-15=-715/1207, 9-13=-158/502, 9-12=657/604, 10-12=-1723/2724, 2-21=1999/1697, 2-20=-1967/2991 NOTES- 1) Unbalanced 'roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 16-", Exterior(2R) 16-0-0 to 23-4-9, Interior(1) 23-4-9 to 38-0-0, Extedor(2R) 38-0-0 to 45-4-12, Interior(1) 45-4-12 to 50-2-4 zone; cantilever left exposed ;GC This item has been for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies of this 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 document are not considered will fit between the bottom chord and any other members, With BCDL = 10.0psf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=1166, 21=1291. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE f,411-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss city, Ply Lakewood ParkT24179453 �HussType M11449 B3 1 1 Job Reference o tional 3ers I russ, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:49:48 2021 Page 1 I D:IyR4n9pYXHPh Fh53Q47ng2zNtM2SaNknyN RDS IJLP46 Pe UQTDnnbfaBvFXsZOE511 zAffH 1-0-0 7�S 14-0-0 20-6-14 27-0-0 33.5-2 40-0-0 46-3.12 50-0-0 -4-0 6d-5 6-3-11 6.6-14 6-5.2 6-5-2 6-6-14 6.3-11 5x8 = 5.00 12 2930 531 3x4 11 46 = 832 33 5x8 = Scale=1:85.7 23 22 21 20 36 19 37 18 17 38 16 15 39 14 13 12 4x5 —_ 5x6 = 5x6 __ 3x8 = 4x6 —_ 4x8 = 4x6 11 5x8 MT18HS = 1-4-0 1-0-Q 7-8-5 , 14-" 20-6-14 27-0-0 33-52 40-0.0 46.7.12 50-4-0 1od 6-4-6 8111 6614 652 832 6614 6311 4-04 Plate Offsets (X,Y) - [4:0-5-12,0-2-8], [7:0-3-O,Edge], [9:0-5-12,0-25], [12:Edge,0-3-8], [13:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.40 17-19 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.68 17-19 >861 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.17 12 n/a n/a BCDL 10.0 Code FBC2020ffP12014 Matrix -MS Wind(LL) 0.50 17-19 >999 240 Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 1 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 34-1 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. 1 2-22: 2x4 SP M 30 WEBS - 1 Row at midpt 4-19, 9-16 REACTIONS. (size) 23=0-8-0, 12=0-3-8 Max Horz 23=-227(LC 10) Max Uplift 23=1290(LC 12), 12=1166(LC 12) Max Grav 23=2256(LC 17), 12=2136(LC 18) I FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-637/222, 2-3=4098/2530, 34=3767/2437, 4-5=-4196/2850, 5-6=4306/2945, 6-8=-0306/2945, 8-9=-3914/2728, 9-10=-3225/2153, 10-11=-2638/1700, 11-12=-2076/1368 BOT CHORD 1-23=-277/647, 22-23=-376/818, 21-22=-2320/3868, 19-21=-2034/3523, 17-19=-2537/4265, 16-17=2426/3921, 14-16=1753/2872. 13-14=1617/2404 WEBS 2-23=-1987/1632, 2-22=-2007/3063, 3-22=-145/250, 3-21=398/324, 4-21 =1 181448, 4-19=-711/1176,5-19=-585/515, 5-17=1531315, 6-17=-334/340, 8-17=-342/615, 8-16=-744/642, 9-16=-903/1481, 10-14=-268/712, 10-13=-811/673, 11-13=1620/2559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 14-0-0, Exterior(211) 14-0-0 to 21-1-7, Interior(1) 21-1-7 to 40-0-0, Extefior(2R) 40-0-0 to 47-1-7, Interior(1) 47-1-7 to 50-2-4 zone; cantilever left exposed ;C-C for This item has been members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies of this 6) All plates are,3x5 MT20 unless otherwise indicated. document are not Considered 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 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, with BCDL = 10.0psf. signature must be verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) On any electronic COPI2S. 23=1290, 12 1166. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. S/1912020 BEFORE USE. Design valid for use only with MiTekG 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 verily the applicability of design parameters and properly Incorporate this design Into the overall■�Y building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing t+ is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the qiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSf?Pl1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nfomiadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty wood Park FB4 T24179454 M11449 HIP 1Reference ��Job (optional) . rronr��r� r r�nrrcrcn, r�-ayaoc, rage i ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-OzVUCeOik3yRajEVX3WuYet37SG2N8790jCpwzAffF 1-4-0 6.7-5 12-U 19-6-14 27-0-0 34-5-2 42-M 4" 4 50-0-0 -0-0 5.3.5 W11 7-6-14 7-12 7-5-2 7-6-14 4-0.14 4-3.2 5x8 = 5.00 12 4 3x5 = 5x6 WB = 3x4 11 4x6 = 3x5 = 5x8 = 2728 529 6 7 8 30 931 32 10 Scale = 1:85.7 3x5 I 33 i91 I I 34 I 22 21 20 19 18 17 16 15 14 13 4x5 —_ 5x6 = 3x5 = 4x6 —_ 3x5 = 5x8 = 4x5 = 3x5 = 6x8 = 3x6 = 1-4-0 12-" 19-6-14 27 0 34-5 2 42: - 50.40 1 5 35 5411 7 6 14 7 S2 M 7E 14 84 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deO Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.41 17-18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.77 17-18 >757 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.64 17-18 >912 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (size) 22=0-8-0, 13=0-3-8 Max Horz 22=-190(LC 10) Max Uplift 22=1290(LC 12), 13=1166(LC 12) Max Grav 22=1908(LC 1). 13=1806(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-481/220, 2-3=3367/2455, 3-4=3322/2490, 4-5=-4157/3185, 5-7=-4415/3340, 7-9=-4415/3340, 9-10=-3890/3020,10-11=-2738/2112 BOT CHORD 1-22=-250/492, 21-22=-349/634, 20-21=-2261/3050, 18-20=-2113/3020, 17-18=-2925/4157, 16-17=2772/3890, 14-16=1746/2486, 13-14=-1530/2028 WEBS 2-22=-1698/1550, 2-21 =-1 964/2586, 3-21=-233/288, 4-20=-50/287, 4-18=98811457, 5-18=-660/597, 5-17=-224/392, 7-17=3831389, 9-17=-448/683, 9-16=-B231726, 10-16=-1232/1740,10-14=251/230,11-14=-284/678,11-13=-2505/1917 PLATES GRIP MT20 244/190 Weight: 278 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purling, except end verticals. Rigid ceiling directly applied or 4-3-10 oc bracing. 1 Row at midpt 2-21, 4-18, 10-16, 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Intedor(1) 5-0-6 to 12-", Extedor(2R) 12-M to 19-1-7, Interior(1) 19-1-7 to 42-0-0, Exterior(21R) 42-0-0 to 49-1-7, Interior(1) 49-1-7 to 50-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. ' Printed copies of this 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. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) signed and sealed and the 22=1290,131166. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 1,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 rev. 5119/2020 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 ANSIMPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type ally Ply Lakewood Park I TBr. T24179455 M11449 HALF HIP 1 1 Job Reference o tional L,namoers truss, ron rierce, rt- - s4B7oZ, tl.43U s May 1 Z;dU21 mi I eK IndUSmeS, Inc. I ue Jun 1 11:49:bl 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-s93sP PKVN41Ctph5ml74rPCUsZ96cplFMSIMMzAffE 1-4.0 5-B•0 10-0-0 1IT" 23-5-15 30-2-0 36-10-1 43-6-3 50-0-0 6-9-13 6-8-1 6-8-i 6-8-1 6-8-1 6.9-13 3x5 = 5.00 12 6x8 = 3x5 = 5x6 WB = 3x4 11 3x5 = 4 527 6 7 8 2829 9 Scale=1:86.1 4x6 = 45 = 5x6 = 10 11 30 12 ,21 20 19 18 17 16 15 14 13 4x5 = 3x5 = 4x6 = 4x5 = 5xB MT18HS = 3x10 = 6x8 = 5x6 = 3x6 II i i 0 n 1fl-0 0 16 9 13 23.5 15 30.2-0 3610.1 43-6-3 50-0-0 8-8-0 6-9-13 6-8-1 G8-1 6-8.1 6.8-1 6.9.13 0h-0 Plate Offsets (X,Y)— [2:0-7-4,0-2-8], [4:0-6-4,0-2-121, [7:0-3-0,Edge], [10:0-3-O,Edge], [15:0-4-0,Edge], [17:0-4-0,0-3-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) -0.55 16-17 >999 360 MT20 244/190 TCDL 7.b Lumber DOL 1.25 BC . 0.78 Vert(CT) -1.03 16-17 >571 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.21 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.86 16-17 >681 240 Weight: 275 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-9-7 oc bracing. 14-18,5-17,6-16,9-16,11-15,12-14: 2x4 SP M 30 WEBS 1 Row at midpt 3-21, 12-14 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0-3-8, 21=0-8-0 Max Horz 21=260(LC 12) Max Uplift 13=-1176(LC 12), 21=-1280(LC 12) Max Grav 13=1806(LC 1), 21=1908(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-591/89, 2-3=644/275, 3-4=-3379/2458, 4-5=-4591/3386, 5-6=5230/3747, 1 6-8=-5122/3624, 8-9=-5122/3624, 9-11=-4179/2930, 11-12=-2539/1793, 12-13=-1743/1318 BOT CHORD 1-21=147/527, 20-21=-2341/2924, 18-20=-2324/3091, 17-18=-3386/4591, 16-17=-3756/5239, 15-16=-2957/4211, 14-1 5=1 793/2539 WEBS 2-21=351/584, 3-21=-2760/2215, 3-20=-84/264, 4-18=1249/1764, 5-18=-800/690, 5-17=470/760, 6-17=-279/297, 8-16=-364/380, 9-16=-789/1077, 9-15=-928/786, 11-15=-1379/1951, 11-14=-1448/1166, 12-14=2093/2971 NOTES- 1) Wind: ASCE,7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 5-0-6, Interior(1) 5-0-6 to 10-M, Extedor(2R) 10-0-0 to 16-9.13, Interior(1) 16-9-13 to 50-2-4 zone; cantilever left exposed ;GC for members and forces & MWFRS for reactions shown; This item has been Lumber DOL=1.60 plate grip DOL=1.60 electronically Signed and 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 3) Provide adequate drainage to prevent water ponding. 4) All plates arelMT20 plates unless otherwise indicated. Printed Copies of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 13=1176,211280, Signature must be Verified on an electronic Co y 10S. p Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 1 June 1,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE MII-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 ANS//TPl1 Qualify Criteria, OSB-89 and BCSI Building Component 8904 Parke East Blvd. Saletylnlormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city, Ply Lakewood Park T24179456 M11449 E HIP 1 1 Job Reference o tional r r aa, rur r rierce, rL - ayaoc, 6.43U S May IZ ZUZI MI I eK Industries, Inc. TUB Jun 1 11:49:52 2021 Pagel ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-KLdEcJQyGgC9plOteUYMd3yTDG79rFtRUOCJuozAffD 6-10-8 + 8-9-1 15-8-0 6-10-8 1-11-0 6-10-8 Scale=1:27.2 4x6 = 4x6 = 2x3 11 2x3 11 3x6 11 �I 3x6 11 6-10-8 8.9-8 15.8-0 6-10-8 1-11-0 6-10-8 Plate Offsets (X,Y) - [1:0-2-8,0-0-5], [6:0.4-4,0-0-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.19 8-13 >992 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.10 7-19 >999 240 BCLL 0.6 Rep Stress Incr YES WB 0.13 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 69 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-6 oc bracing. WEBS 2x4 SP No.3 SLIDER 1 Left 2x6 SP No.2 -t 2-6-0, Right 2x6 SP No.2 -t 2-6-0 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=101(LC11) Max Uplift 1=724(LC 12), 6=-724(LC 12) Max Grav 1=580(LC 1),6=580(LC 1) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 173=-752/2039, 3-4=652/1971, 4-6=752/2039 BOT CHORD 1-8=-1719/648, 7-8=1739/652, 6-7=1716/648 WEBS 3-8=-537/153, 4-7=537/153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-10-8, Extedor(2E) 6-10-8 to 8-9-8, Exterior(21R) 8-9-8 to 13-0-7, Intedor(1) 13-0-7 to 15-8-0 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 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 mecAanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=724,6=724. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 611912020 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 PTAI• 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 ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnladon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 366110 Job Truss Truss Type Qty Ply Park T24179457 M11449 G HIP 1 :Lakewood 1 Job Reference (optional) cnamoers I rings, r-on Merce, I-L - 34VUZ, 5.430 S May 12 2021 MiTeK Industries, Inc. Tue Jun 1 11:49:53 2021 Page 1 ID:IyR4n9pYXHPh Fh53Q47ng2zNtM2oYAdgfRa 1_KORBz4CB3bAGVh ug MsafCblgxsQFzAffC 1-0-0 5-7-2 10-0-0 12-M 16-4-14 20A-0 22-0-0 1-4-0 4-3-2 4-0-14 2-0-0 4.4-14 4-3-2 1-4.0 44 = 4x4 = Scale=1:37.1 3x4 = — 3x4 = 3x4 = 4x10 // JAB — I i 1.0.0 Sd-0 10-0-0 12-0-0 20-M 2i 0A 2z-0-0 1-P9 8-a-0 Plate Offsets (X,Y)— [2:0-7-1,0-2-0], [9:0-7-1,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.09 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT)-0.1911-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.03 9 n/a n/a BCDL 10.11 Code FBC2020ITP12014 Matrix -MS WInd(LL) 0.05 11-13 >999 240 Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purling. BOT CHORD I2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-6-2 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 13=0-8-0, 9=0-8-0 Max Harz 13=146(LC 10) 1 Max Uplift 13=-587(LC 12), 9=-523(LC 12) Max Grav 13=814(LC 1). 9=814(LC 1) FORCES. (lb), - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-445/0, 2-3=-395/91, 3-4=-941/769, 4-5=827/764, 5-6=-941r769, 6-7=395/142, 7-8=-444/8 BOT CHORD 1-13=-14/358, 11-13=-738/979, 10-11=-472/827, 9-10=727/979, 8-9=-37/358 WEBS 2-13=168/452, 3-13=-816/929, 3-11=234/301, 6-10=-234/301, 6-9=-816/929, 7-9=-168/452 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Extedor(2E) 10-0-0 to 12-0-0, Exterior(2R) 12-0-0 to 16-5-14, Interior(1) 16-5-14 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, electronically signed and 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members. using a Digital Signature. 7) Provide mectianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 13=587, 9=523. Printed copies of this p document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNINGI- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rvlli-7473 rev. 5/19/2020 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 t. not MOO�, a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding 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 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job as Truss Type Qty Ply wood Park T24179458 M11449 GRA HIP GIRDER 1 2 [JobReference o tional vnanw... , r�r nmw, r� - .raao<, C.43U s may iz zuz1 MI I eK maustnes, Inc. i ue Jun 1 I I:bU:U2 2U21 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-2GDOJkYDwISkOZ9oEak11AN6VINOBcLwnZdgEDzAff3 5 6-15 8-0-0 13 8-1 19.2-7 24 8 12 30-3.1 35.9.E 41-3 11 46-0-0 5 6 15 6 5 6-5 5 6-5 5 6-5 4-8-5 -0- Scale=1:79.6 5x8 MT18HS = 3x5 = 3x4 11 3x4 11 5.00 12 3x5 = 5x8 MT18HS WB = 3x5 = 3x5 = 5x6 WB = 3x8 = 5x6 = 3x5 i 3 29 3031 432 33 34 35 5 36 6 377 38 39 40 8 41 42 43 44 945 46 10 47 11 48 49 12 13 24 23 50 51 22 52 21 53 20 54 55 5619 57 58 59 18 17 60 16 61 62 63 15 64 65 14 4x8 — 3x4 II 4x4 = 4x5 = 6x8 = 4x4 — 4x8 — 4x4 = 4x6 = 5x6 = 6x8 = 7x8 11 6x8 = 5 , 8-M 47-0-0 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.73 BC 0.2 WEB0.83 Matrix -MS DEFL. in Vert(LL) 1.11 Vert(CT) -1.09 Horz(CT) -0.13 (loc) I/deft L/d 19 >508 240 19 >517 240 14 n/a n/a PLATES MT20 MT18HS Weight: 585 lb GRIP 244/190 244/190 FT = 201/o LUMBER- BRACING - TOP CHORD i 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-2-3 oc bracing. 112-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=Mechanical Max Horz 1=185(LC 25) Max Uplift 1=2899(LC 8), 14=-2832(LC 8) Max Grav 1=3465(LC 1), 14=3510(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5941/5075, 2-3=-6956/6016, 3-4=9881/8311, 4-5=11900/9854, 5-7=12434/10218, 7-8=-12434/10218, 8-9=-11557/9451, 9-1 1=-9140/7451,11-12=-5381/4375 BOT CHORD 1-24=-4709/5377, 23-24=-4709/5377, 22-23=5604/6447, 20-22=8288/9881, 19-20=-9832/11900, 18-19=9428/11557, 16-18=-7429/9140, 15-16=-4352/5381, 14-15=-762/918 WEBS 2-24=-1239/1084, 2-23=-1246/1522, 3-23=-173/287, 3-22=3104/3998, 4-22=1841/1634, 4-20=-1797/2373, 5-20=-912/870, 5-19=-461/646, 7-19=-617/706, 8-19=-893/1022, 8-18=-1137/1153, 9-18=-2328/2815, 9-16=-2021/1849, 11-16=-3582/4377, 11 - 1 5=-2834/2502, 12-15=-4387/5455, 12-14=3477/2909 NOTES- This item has been 1) 2-ply truss to be connected together with 10d (0.131"xX) nalIs as follows: electronically signed and Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. sealed by Velez, Joaquin, PE Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. using a Digital Signature. Webs connected as follows: 2x4 -1 row at 0-9-0 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 Printed copies of this ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. document are not considered 3) Unbalanced roof live loads have been considered for this design. Signed and Sealed and the 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=47ft; eave=6ft; Cat. signature must be verified II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed: Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific on any electronic copies. to the use of this truss component. Joaquin Velez PE No.68182 6) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cert 6634 7) All plates are MT20 plates unless otherwise indicated. 6904 Parke East Blvd. Tampa FL 33610 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: 9) • 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 June 12021 :orNlilkf"atku eMe bottom chord and anv other members. ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek® 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 Nat 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 ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 i Tampa, FL 36610 Job Truss Truss Type Qly Ply Lakewood Park T24179458 M11449 GRA HIP GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:03 2021 Page 2 I D:IyR4n9pYXHPhFh53Q47ng2zNtM2-W TnPw4Ysg3abej k7oHFxaNvH Fljdw3b3ODMOnfzAff2 NOTES- 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=2899, 14=2832. 12) Hanger(s), or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 372 lb up at 8-0-0,149 lb down and 204 lb up at 10-0-12, 149lb down and 204 lb up at 12-0-12, 1491b down and 204 lb up at 14-0-12, 1491b down and 2041b up at 16-0-12, 149 lb down and 204 lb up at 18-0-12, 149 lb down and 204 lb up at 20-0-12, 149 lb down and 204 lb up at 22-0-12, 149 lb down and 204 lb up at 24-0-12, 149 lb down and 204 lb up at 26-0-12, 149 lb down and 204 lb up at 27-2-4, 149 lb down and 204 lb up at 29-2.4, 149 lb down and 204 lb up at 31-2-4,149 lb down and 204 lb up at 33-2-4, 149 lb down and 204 Ib up at 35-2.4, 149 Ib down and 204 lb up at 37-2-4, 149 lb down and 204 lb up at 39-2-4, 149lb down and 204 lb up at 41-2-4, and 149 lb down and 204 lb up at 43-2-4, and 149 lb down and 206 lb up at 45-2-4 on top chord, and 328 lb down and 498 lb up at 8-0-0, 79 lb down and 30 lb up at 10-0-12, 79 lb down and 30 lb up at 12-0-12, 79 lb down and 30 lb up at 14-0-12, 79 lb down and 30 lb up at 16-0-12, 79 lb down and 30 lb up at 18-0-12, 79 lb down and 30 lb up at 20-0-12, 79 lb down and 30 lb up at 22-0-12, 79 lb down and 30 lb up at 24-0-12, 79 lb down and 30 lb up at 26-0-12, 79 Ib down and 30 lb up at 27-24, 79 lb down and 30 lb up at 29-24, 79 lb down and 30 lb up at 31-24, 79 lb down and 30 lb up at 33-2-4, 79 lb down and 30 lb up at 35-2-4, 79 lb down and 30 lb up at 37-2-4, 79 lb down and 30 lb up at 39-24, 79 lb down and 30 lb up at 41-2-4, and 79 lb down and 30 lb up at 43-2-4, and 79 lb down and 30 lb up at 45-24 on bottom chord. The design/selection of such connection device(s) is the 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, 3-12=54, 12-13=-54, 1-14=20 Concentrated Loads (lb) Vert: 3=132(F) 6=106(F) 21=-55(F) 23=-328(F) 11=106(F) 15=55(F) 17=-55(F) 29=-106(F) 30=106(F) 32=106(F) 33=-106(F) 35=106(F) 36=106(F) 37=-106(F) 38=106(F) 39=-106(F) 40=-106(F) 42=106(F) 43=-106(F) 45=106(F) 46=106(F) 47=106(F) 48=-106(F) 49=106(F) 50=55(F) 51=-55(F) 52=-55(F) 53 L55(F) 54=-55(F) 55=55(F) 56=-55(F) 57=-55(F) 58=-55(F) 59=55(F) 60=55(F) 61=-55(F) 62=-55(F) 63=-55(F) 64=55(F) 65=55(F) ®WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5r19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ITS I' 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 ANS117P/10uality Criterls, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179459 M11449 GRB HALF HIP GIRDER 1 Job Reference (optional) �- , -- ava o.9Ju s rvlay lG NCt Ml i ex Inuus[nes, Inc. we Jun i l7:DU:73 zuzi Hage l I D:IyR4n9pYXH PhFh53Q47n g2zNtM2-D OOBOVg7K7rkFVwNOQIzU KzOk2MGZeXJnnw64zAfeu 5.6.14 9-0-0 13-0-13 18-7-14 23-10.15 29-21P 34-5-1 39-8-2 44-113 50.4-0 5574 2 5-0-13 53-1 6-3.1 5.3-1 53.1 53-1 53-1 54-13 Scale=1:85.6 5x8 MT18HS = 3x5 = 3x5 = 5x8 MT18HS = 5.00; 12 3x5 = 5x8 MT18HS WB = 3x4 11 3x5 = 3x6 = 4x6 = 5x8 = 3x5 3 31 32 4 33 34 35 536 37 6 7 38 39 8 40 41 9 42 43 4410 11 45 46 47 12 48 49 5013 26 25 51 52 24 53 23 22 54 55 56 21 20 57 19 58 59 18 60 17 61 16 62 63 64 15 65 66 67 14 4x8 — 3x4 11 4x4 = 46 = 7x8 WB =4x4 = 4x4 = 4x8 = 4x4 = 4x6 = 5x8 — 3x10 11 7x10 11 5x8 MT18HS = 6xB = 14-0 p-0 0 i 5-6-14 8-0-0 13-0 13 IM14 23-10.15 29-2-0 34-51 39.E-2 44 11-3 50 4-0 4.2-ib 2-54 5�-13 531 531 531 S315-0-13 0-" Plate Offsets (X,Y)-. [1:0-0-1,1-2-111, [1:0-2-1,Edge], [3:0-5-12,0-2-81, [6:0-4-0,Edge], [10:04-O,Edge], [15:0-3-8,0-2-8] LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 1.41 19-21 >426 240 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.39 19-21 >431 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) -0.17 14 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 630 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-0 cc purlins, BOT CHORD 2x6 SP 240OF 2.OE *Except* except end verticals. 14-17: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-6 cc bracing. WEBS 12x4 SP No.3 "Except* 13-14: 2x6 SP No.2, 13-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. 1 (size) 14=0-3-8, 1=0-8-0 Max Horz 1=208(LC 21) Max Uplift 14=3089(1_10 8), 1=-3101(LC 8) Max Grav 14=3825(LC 1), 1=3717(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 1-2=-6403/5446, 2-3=-7511/6462, 3-4=-10653/8934, 4-5=-13063/10794, 5-7=14189/11637, 7-8=-13914/11350, 8-9=-13914/11350, 9-11=12401/10077, 11-12=-9553/7742,12-13=5440/4398,13-14=-3679/3054 BOT CHORD 1 1-26=-5071/5799, 25-26=-5071/5799, 24-25=-6038/6958, 22-24=8934/10653, 21-22=-10794/13063,19-21=11637/14189,18-19=-10077/12401,16-18=-7742/9553, 15-16=-4398/5440 WEBS 2-26=-1338/1166, 2-25=-1334/1540, 3-25=-150/251, 3-24=3392/4328, 4-24=2105/1844, 4-22=2196/2845, 5-22=-1254/1147, 5-21=-994/1329, 7-21=-423/495, 7-19=324/371, 8-19=-572/653, 9-19=-1503/1785, 9-18=-1513/1434, 11-18=-2756/3362, 11-16=-2337/2087, 12-16=3947/4855, 12-15=3165/2764, 13-15=5124/6344 This item has been electronically signed and NOTES- 1) 2-plytruss tolbe connected togetherwith 10d (0.131"x3") nails as follows: sealed by Velez, Joaquin, PE Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom using a Digital Signature. Printed copies of this P chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. document are not Considered 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 signed and sealed and the ply connectiops have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. signature must be verified 3) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; on an electronic copies. Y P MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Joaquin Velez PE No.68182 to the use of this truss component. MiTek USA, Inc. FL Cart 6634 5) Provide adequate drainage to prevent water ponding. 8904 Parke East Blvd. Tampa FL 33610 6) All plates are MT20 plates unless otherwise indicated. Date: 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ai jnP 1.9n91 Continued on Dade 2 ® WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with Mrrek® 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 Welk' always requlred 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 ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179459 M11449 GRB HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MTek Industries, Inc. Tue Jun 1 11:50:14 2021 Page 2 ID:IyR4ngpYXHPhFh53Q47ng2zNtM2-hayZErhl5Rz1 SP36x5xXWis8m7Nb?OuhXRXTfXzAfet NOTES- 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb)14=3089, 1=3101. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 373 lb up at 8-M, 149 lb down and 204 lb up at 10-0-12, 149 lb down and 204 lb up at 12-0-12, 149 lb down and 204 lb up at 14-0-12, 149 lb down and 204 lb up at 16-0-12, 149 lb down and 204 lb up at 18-0-12, 149 lb down and 204 lb up at 20-0-12, 149 lb down and 204 lb up at 22-0-12, 149 lb down and 204 lb up at 24-0-12, 149 lb down and 204 lb up at 26-0-12, 149 lb down and 204 lb up'at 27-34, 149 lb down and 204 lb up at 29-3-4, 149 lb down and 204 lb up at 31-34, 149 lb down and 204 lb up at 33-3-4, 149 lb down and 204 lb up at 35-3-4. 149 lb down and 204 lb up at 37-3-4, 149 lb down and 204 lb up at 39-3-4, 149 lb down and 204 lb up at 41-3-4, 149 lb down and 204 lb up at 43-34, 149 lb down and 204 lb up at 45-3-4, and 149 lb down and 204 lb up at 47-34, and 144 lb down and 202 lb up at 49-34 on top chord, and 328 Ib down and 498 lb up at 8-0-0, 79 lb down and 30 lb up at 10-0-12, 79 lb down and 30 lb up at 12-0-12, 79 lb down and 30 lb up at 14-0-12, 79 lb down and 30 lb up at 16-0-12, 79 lb down and 30 lb up at 18-0-12, 79 lb down and 30 lb up at 20-0-12, 79 lb down and 30 lb up at 22-0-12, 79 lb down and 30 lb up at 24-0-12. 79 lb down and 30 lb up at 26-0-12, 79 lb down and130 lb up at 27-34, 79 lb down and 30 lb up at 29-3-4, 79 lb down and 30 lb up at 31-3.4, 79 lb down and 30 lb up at 33-3-4, 79 lb down and 30 lb up at 35-3-4, 79 lb down and 30 lb up at 37-3-4, 79 lb down and 30 lb up at 39-3.4, 79 lb down and 30 lb up at 41-3-4, 79 lb down and 30 lb up at 43-3-4, 79 lb down and 30 lb up at 45-34, and 79 lb down and 30 lb up at 47-3-4, and 83 lb down and 28 lb up at 49-3-4 on bottom chord. The designirselection of such connection device(s) is the 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, 3-13=54, 1-14=-20 Concentrated Loads (lb) Vert: 3=132(13) 6=106(B) 23=-55(B) 25=-328(B) 21=55(B) 7=106(B) 8=-106(B)19=-55(B) 20=55(B) 31=106(13) 32=-106(13) 33=106(B) 34=106(B) 36=-106(B) 37=-106(B) 38=106(B) 39=-106(13) 40=-106(B) 41=-106(B) 43=-106(B) 44=-106(B) 45=-106(B) 46=106(B) 47=-106(B) 48=106(B) 49=-106(B) 50=11 O(B) 51 -55(B) 52=55(B) 53=55(B) 54=-55(B) 55=-55(B) 56=55(121) 57=55(121) 58=55(B) 59=-55(B) 60=55(121) 61=55(B) 62=55(B) 63=-55(B) 64=-55(B) 65=55(B) 66 =-55(B) 67=56(B) I ® WARNINGr Verity design parameters and READ NOTES ON THIS AND INCLUDED.MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 p q building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVliTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntimmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job i Truss Truss Type Oty Ply Lakewood Park T24179460 M11449 GRC HALF HIP GIRDER 1 1 Job Reference (optional) chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:15 2021 Page 1 ID:IyR4n9pYXHPhFh53O47ng2zNtM2-9mVxRBiNsk5u4ZelVpTm3vPGLXtakVtgm5G 1 BzzAfes 1-0 0 3-3 14 6-1-0 11-3-9 16-7-3 ' 1-4-0 ' 1-11-142-8.2 5-3-10 5-3-10 1 Scale=1:28.3 i 4x8 = 2x3 11 3 15 16 17 18 4 19 20 5 6x12 = 1-0-0 4 6-0-0 11-3-9 16-7-3 1-0-0 4.8-0 5-3-10 5-3-10 Plate Offsets (X,Y)— [1:0-1-14,0-0-2), [3:0-5-4,0-2-01, [5:0-1-12,0-3-0) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.14 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.09 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) -0.03 14 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Weight: 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 12x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS ' 2x8 SP 240OF 2.0E 5-8-12 oc bracing: 7-8. REACTIONS. (size) 9=0-8-0, 14=0-7-3 Max Horz 9=156(LC 8) Max Uplift 9=-1030(LC 8), 14=-998(LC 5) Max Grav 9=899(LC 1),14=789(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD i 2-3=-1324/1640, 3-4=-1240/1617, 4-5=-1240/1617 BOT CHORD 8-9=-289/242, 7-8=155911175 WEBS 2-8=-1313/981. 4-7=-468/590, 5-7=161211230, 2-9=-811/1069, 5-14=-989/1251 NOTES- 1) Wind: ASCEI7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify This Item has been capacity of bearing surface. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) sealed by Velez, Joaquin, PE 9=1030,14=998. using a Digital Signature. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 362 lb up at 6-0-0, 63 lb down and 157 lb up at 8-0-12, 63 lb down and 157 lb up at 10-0-12, and 63 lb down and 157 lb up at 12-0-12, and 63 Printed copies of this rneeop lb down and 157lb up at 14-0-12 on top chord, and 86 lb down and 250 lb up at 6-0-0, 41 lb down and 110 lb up at 8-0-12, 41 lb document are not considered down and 110 lb up at 10-0-12, and 41 lb down and 110 lb up at 12-0-12, and 41 lb down and 110 lb up at 14-0-12 on bottom signed and sealed and the chord. The design/selection of such connection device(s) is the responsibility of others. signature must be Verified 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic copies. LOAD CASE(S), Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6834 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 11 -3=-54, 3-5=54, 6-11=-20 Date: June 12021 Continued on Dade 2 A WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITF.K REFERENCE PAGE MII-7473 rev. 5119/2020 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 MITe 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 ANSIMPI1 OualW Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfomilation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss yeQty wood Park FHALF T24179460 M11449 GRC IP GIRDER 1 ��Job Reference(optional) Fuss, rcrl rlerce, rL - 0470L, 8.43U s May 1Z 2021 MITeK Industries, Inc. TUB Jun 1 11:50:15 2021 Page 2 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-9mVxRBiNsk5u4ZelVpTm3vPGLXtakVtgm5GIBzzAfes LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=121(17) 8=-66(F) 16=-54(F) 18=-54(F) 19=-54(F) 20=54(F) 21=28(F) 22=28(F) 23=-28(F) 24=-28(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 parameter; and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding 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, stdrage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Lakewood Park � T24179461 M11449 GRD HALF HIP GIRDER 1 Job Reference (optional) Chambers 1 russ, Fort Pierce, FL - j4atsz, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:17 2021 Page 1 1 ID:IyR4n9pYXHPhFh53047ng2zNtM2-59dhstjeNMLcJtohcEVE8KUeVLSWCRv7EPI7FrzAfeq 3-8-6 6-9-0 8 1 8 12-0-12 16-7-3 3-8-6 3-0-10 1M 8 3-11-4 4-6-7 8x10 II 5x8 MT18HS = 3x6 = 2 15 3 16 8-1-8 3x4 = 12x20 = 8x14 = HUS26 HUS26 HUS26 5x8 II THD210-2 Scale=1:27.9 0 d N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.21 7-8 >932 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.23 7-8 >861 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.01 14 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 206 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purling, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x6 SP No.2'ExcepV BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. 12-8,4-7: 2x4 SP No.3, 4-8,5-7: 2x4 SP M 30 OTHERS ' 2x8 SP 240OF 2.0E WEDGE Left: 2x4 SP N6.3 REACTIONS. (size) 1=0-8-0, 14=0-7-3 Max Horz 1=176(LC 8) Max Uplift 1=2889(1_C 8), 14=-4027(LC 5) Max Grav 1=3975(LC 1), 14=5670(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7669/5631, 2-3=-8471/6291, 3-4=8471/6291, 4-5=7623/5458, 6-9=-560/999, 5-9=-560/999 BOT CHORD 1-8=-5198/6953, 7-8=-5458/7623, 6-7=958/1351 WEBS 3-8=-250/249,2-8=2523/3416,4-8=-1059/1037,4-7=-833/859,5-7=-5621/7835, 5-14=-6536/4647 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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 Go. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 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) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) All plates areIMT20 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing atjoint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=2889, 14=4027. Continued on Dade 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1.2021 i ® WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE k411-7473 rev. 511912020 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 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 ANSIITP110 allry Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inhormaf/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179461 M11449 GRID HALF HIP GIRDER 1 Job Reference o tional GnamDers I HISS, tort coerce, tL - MVUZ, t7AJU s May iz zuzl MI I eK InausmeS, Inc. I ue Jun I I l:DU:I f zuzl rage Z ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-59dhstjeNMLcJtohcEVE8KUeVLS W CRv7EP17FrzAfeq NOTES- 11) Use USPI THD210-2 (With 38-16d nails into Girder & 20-10d nails Into Truss) or equivalent at B-1-8 from the left end to connect truss(es) to back face of bottom chord. 12) Use USPI HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-M oc max. starting at 10-0-12 from the left end to 14-0-12 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=54, 2-5=54, 1-0=20 Concentrated Loads (lb) Vert: 8=3490(B) 7=1663(B)17=-1663(B) 18=1663(8) ®WARNING - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 syster . 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 budding 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 ANSIITPII Quality Criteria, DSB-69 and SCSI Building Component 69D4 Parke East Blvd. Safety lnforrhadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty. Ply Lakewood Park JrRSS T24179462 M11449 E HIP GIRDER 1 1 Job Reference (optional) unamoers I cuss, t-on tierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:18 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-aLB34CkG8frrxONtAxOTgYlgdpLx71GS3VholzAfep 1-4-0 6-M 8-10-0 11-8-0 16-8.0 17-8-0 1.4-0 4-8-0 2-10-0 2-10-0 5-0-0 5x6 = 300 It 3x4 = 5x6 = 22 23 4 24 25 5 3x8 II Scale=1:28.8 1-0-0 i1�-0 6-0-0 8-10-0 11-8-0 16-8-0 1-0-0 4 4-8-0 2-10-0 2-10-0 5-0-0 Plate Offsets (X,Y)— [1:0-0-10,Edge), [3:0-4-4,0-2-12), [5:0-4-4,0-2-12), [7:0-5-4,Edge), rl2:0-0-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.'0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.34 9-11 >539 240 MT20 244/190 TCDL 7.'0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.20 9-11 >905 240 BCLL 0:0 Rep Stress Incr NO WB 0.23 Horz(CT) -0.05 7 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP N0.3 SLIDER Right 2x6 SP No.2 -t 2-6-0 REACTIONS. (size) 7=0-8-0, 12=0-5-0 Max Horz 12=93(LC 6) Max Uplift 7=1275(LC 8), 12=-1283(LC 8) Max Grav 7=902(LC 1), 12=924(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1099/1576, 2-3=-1315/1873, 3-4=1150/1763, 4-5=1190/1815, 5-7=1335/1946 BOT CHORD 1-12=-1578/1134, 11-12=-1580/1134, 9-11=-1847/1342, 7-9=-1620/1171 WEBS 3-11=-504/348, 4-11=-299/361, 4-9=246/293, 5-9=-569/377, 2-12=593/768 Structural wood sheathing directly applied or 5-7-10 oc purlins. Rigid ceiling directly applied or 4-10-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use ofithis truss component. 4) Provide adequate drainage to prevent water ponding. 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 100 lb uplift at joint(s) except Qt=lb) 7=1275,12=1283. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 362 lb up at 6-0-0, 63 Ib down and 157 lb up at 8-0-12, and 63 lb down and 157 lb up at 9-7-4, and 168 lb down and 362 lb up at 11-8-0 on top chord, and 86lb down and 142 lb up at 6-M, 41 lb down and 65 lb up at 8-0-12, and 41 lb down and 65 lb up at 9-7-4, and 86 lb down and 142 lb up at 11-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)� Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 1-3=-54, 3-5=-54, 5-8=54, 13-16=-20 Continued on Daae 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING'• Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into 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 ANS11TP11 Qualify Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job i ss Truss Type Qty Ply Lakewood Park �GRE T24179462 M11449 HIP GIRDER 1 1 Job Reference (optional) cnamoers i russ, tort tierce, tL - 34ge2, BA30 s May 12 2021 MTek Industries, Inc. Tue Jun 1 11:50:18 2021 Page 2 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-aLB34CkG8fTTxONtAxOTgYlgrlpLx71GS3VholzAfep i LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=121(F) 5=121(F) 10=-28(F) 1 1=-66(F) 9=-66(F) 22=-54(F) 25=54(F) 26=28(F) ®WARNINGS- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rov. 5/19/2020 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 budding 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 ANSIITP11 Quality Crlteda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Satefyintorroaticn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type cityPly Lakewood Park T24179463 M11449 GRG HIP GIRDER 1 1 Job Reference (optional) L.namDers i russ, ron merce, rL -:14VUZ, 8,430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:22 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2S7RavanmCu_uQehePn5PrOCdXMDothxsNgTux3zAfel 5: 5 6-0-0 11-0-0 14.0-0 16.11-11 20-8-0 22-0.0 ' 1.4-0 ' 3.85 ' 2-11-11 3 0-0 3-0-0 2-11-11 3.8-5 1-0-0 4x4 = 3x4 = 4 21 22 5 4x4 = 23 24 6 Scale=1:36.7 4x6 = lu 3x4 = 3x4 = 3x8 = 3x8 = 6x8 // i 1-0-0 1-4-0 14-0-0 20-8-0 2i-0A22-0-0 r 1-0.0 6A-0 6-0-0 6$-0 1-0-0 Plate Offsets (X,Y)— [2:0-5-7,0-3-0], [1 O-5-7,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.19 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.18 11-13 >999 240 BCLL 0 .'0 ' Rep Stress Incr NO WB 0.73 Horz(CT) -0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 14=0-8-0, 10=0-8-0 Max Horz 14=117(LC 6) Max Uplift 14=1382(LC 8), 10=1318(LC 8) Max Grav 14=1434(LC 1), 10=1434(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-302/168, 2-3=-400/304, 3-4=-2368/2403, 4-5=-2190/2279, 5-6=-2189/2282, 1 6-7=-2367/2407, 7-8=-400/340, 8-9=-302/175 BOT CHORD 1-14=-201/316, 13-14=-1929/2022, 11-13=-2233/2331, 10-11=-1941/2022, 9-10=-212/316 WEBS 2-14=-311/418, 3-14=-1991/2044, 3-13=-426/377, 4-13=550/581, 5-13=-259/261, 5-11=-261/262,6-11=-552/580, 7-11=427/387,7-10=-1990/1999,8-10=-311/401 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss hail been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' This Item has been 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. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 14=1382, 10' 1318. sealed by Velez, Joaquin, PE 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 362 lb up at Digital Signature. using a DiDicopies 8-0-0, 149 lbdown and 204 lb up at 10-0-12, and 149 lb down and 204lb up at 11-11-4, and 209 lb down and 362 lb up at 14-0-0 Printed of this on top chord,land 328 lb down and 498 lb up at 8-0-0, 79lb down and 30 lb up at 10-0-12, and 79lb down and 30 lb up at 11-11-4, document are not considered and 328 lb down and 498 lb up at 13-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility 1 signed and sealed and the of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signature must be verified on any electronic Copies. LOAD CASE(S)i Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: I1-4=-54, 4-6=-54, 6-9=-54, 15-18=-20 Date: June 1.2021 Continued on Dade 2 ® WARNINGi Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5/19/2020 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 MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcabon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Critede, DS049 and BCSI Building Component 6904 Parke East Blvd. Safety/nlormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply kewood Park T24179463 M11449 GRG HIP GIRDER 1 1 [Job Reference o tional GnamDers I cuss, tuft merce, I-L - 349t1Z, 8.430 s May 12 2021 MTek Industries, Inc. Tue Jun 1 11:50:22 2021 Page 2 I D:IyR4n9pYXHPhFh53Q47ng2zNtM2-S7RavanmCu_u QehePn5PrOCdXMDothxsNgTux3zAfel LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=132(1]1) 6=-132(B) 12=-55(B)13=-328(B) 11=328(B) 22=-106(B) 23=-106(B) 25=55(121) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTekit connectors. This design is based only upon parameters shown, and is for an individual building component. not �[*� a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Sal, 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 ANSUP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylnfonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty Ply Lakewood Park 71, T24179464 M11449 JACK -OPEN 14 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:26 2021 Page 1 ID:IyR4ngpYXHPhFh53Q47ng2zNtM2-Lug5lygHG7UKuF_Ped9L?EMKszdDpebSIIR64gzAfeh 1-4-0 2-0-0 1-4-0 0-8.0 Scale = 1:8.7 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Holz 5=51(LC 12) Max Uplift 3= 29(LC 1), 4=-47(LC 1), 5=-229(LC 12) Max Grav 3=23(LC 12), 4=52(LC 12), 5=223(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-113/369 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ' 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed ; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Gt=lb) 5=229. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 A WARNING f Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 6/1912020 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 Welk' �' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InfannIatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Lakewood Park T24179465 M11449 J3 JACK -OPEN 14 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:28 2021 Page 1 I D:IyR4n9pYXHPhFh53Q47ng2zNtM2-HHorAdsXokk28Z8ol2Bp4fSfknJH HY_IlcwD8jzAfef 1-4-0 2-8-0 Scale=1:12.8 1-0-0 3.0-0 LOADING (pslf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.30 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020frPI2014 Matrix -MP Weight: 13 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=102(LC 12) Max Uplift 3=74(1_C 12), 4=-53(LC 9), 5=242(LC 12) Max Grav 3=58(LC 17), 4=39(LC 3), 5=220(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. WEBS 2-5=-224/393 NOTES- 1) Wind: ASCE.7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 3-11-4 zone; cantilever left exposed ; pouch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of,this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss tias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=242. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 A WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 -fir,—.=yYGR 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 budding 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 ANSUrpll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SalefylnforrBat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179466 M11449 J5 JACK -OPEN 17 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:29 2021 Page 1 ID:IyR4n9pYXH Ph Fh53Q47ng2zNtM2-ITM ENzs9Z2svIjLJlj2ds_oYAd UO_uu_Gfm h9zAfee 1 4-0 6.0-0 4-8-0 Scale=1:17.8 5 11 3x8 11 1-0-0 5-0-0 Plate Offsets (X,Y)— [5:0-04,1-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.13 4-5 >440 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.03 4-5 >999 240 , BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- 1 BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=154(LC 12) Max Uplift 3=141(LC 12), 4=-96(LC 12), 5=-312(LC 12) Max Grav 3=108(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-322/215 BOT CHORD 1 1-5=-138/318 WEBS 2-5=463/464 NOTES- 1) Wind: ASCEI7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-M, Interior(1) 3-0-0 to 5-11-4 zone; cantilever left exposed; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss ha's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) electronically signed and 3=141, 5=312. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 I A WARNINGI- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO 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 ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179467 M11449 J7 JACK -OPEN 46 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8A30 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:31 2021 Page 1 ID:IyR4ngpYXHPhFh53Q47ng2zNtM2-hrT ofuQ4f6d70WRAIWiH34B JdUrDBSa8tl2zAfec 1 4 0 ft-" 1-410 6-8-0 LOADING (psf) SPACING- 2-10 CSI. DEFL. in (loc) I/deft Ud TCLL 20,0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.06 4-5 >999 360 TCDL 70 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 4-5 >549 240 BCLL 0'0 ' Rep Stress Incr YES WB 0.34 Horz(CT) -0.07 3 n/a n/a 0 BCDL 10. Code FBC2020/rP12014 Matrix -MP Wind(LL) 0.13 4-5 >606 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Harz 5=206(LC 12) Max Uplift 3=-188(LC 12), 4=-10(LC 12), 5=241(LC 12) Max Grav 3=168(LC 17), 4=119(LC 3), 5=353(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-616/253 BOT CHORD ; 1-5=-163/364 WEBS 2-5=-532/1145 Scale=1:21.8 PLATES GRIP MT20 2441190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss lies been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) This Item has been 3=188, 5=241. electronically Signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 I ®WARNINGS Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTeM oonnectors. 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 desigit. 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 ANSI17P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179468 M11449 KJ5 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34862, I 0.43VbMay 14LVL1Iv111eKIr1uu5u1eb,I11u. 1ueJull 1 1i.Jv c 1 rayc 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-921MO1v2rzEUcASZ tGIFUcLPOhfDNnKgEuQHUzAfeb Scale=1:16.5 c' a N N 3x8 11 1-d-9 1-10-4 4-11-15 , 8-5-1 1-0-9 0-5-11 3-1-11 3-5-2 ' Plate Offsets (X Y)- [1:0-3-4 0-0-11 11:0-0-10 1-9-8j LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.20 3-8 >503 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.11 3-8 >939 240 BCLL 010 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=0-11-5 Max Harz 1=153(LC 8) Max Uplift 2=-174(LC 8), 3=-132(LC 8), 1=316(LC 8) Max Grav 2=148(LC 28). 3=102(LC 3), 1=267(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCF17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use off this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=174, 3=132, 1=316. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 105 lb up at This item has been 2-11-0, 99 Ibidown and 105lb up at 2-11-0, and 109lb down and 88 lb up at 5-8-15, and 109 lb down and 88 lb up at 5-8-15 on top electronically signed and chord, and 107 lb down and 76 lb up at 2-11-0, 107 lb down and 76 lb up at 2-11-0, and 11 lb down and 2lb up at 5-8-15, and 11 sealed by Velez, Joaquin, PE lb down and 2 lb up at 5-8-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. Printed Copies of this LOAD CASE(S) Standard document are not considered 1) Dead+ RooflLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (plf) signature must be verified Vert: 1-2=54, 3-4=20 Concentrated Loads (lb) on any electroniccopies. Vert: 9=72(F=36, B=36) 11=94(F=47, B=47) 12=3(F=1, B=1) Joaquin Velez No. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2021 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rov. 511912020 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 verity the applicability of design parameters and property Incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of Individual truss web andlor 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 ANSVTPII Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty PlTjob wood Park ' T24179469 M11449 KJ7 DIAGONAL HIP GIRDER 4 Reference (optional) unamoers truss, rort tierce, rL - 64Ut1L, 5.430 s May 12 2021 MTek Industries, Inc. Tue Jun 1 11:50:38 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2_COdG2zpRp?dL5vjL8N9UlsOVpkCd2LD3ALkV8zAfeV 5.11-0 7-3-13 11-3-0 5.11-0 1-4-13 3-11-3 1:19.2 3x10 II 7-3-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.04 5-6 >999 240 BCLL 0,0 ' Rep Stress Incr NO WB 0.25 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 47 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 8-3-12 oc bracing. WEBS I 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 1=0-11-5 Max Horz 1=205(LC 8) Max Uplift 3=122(LC 8), 4=-440(LC 8), 1=-402(LC 8) Max Grav 3=103(LC 1), 4=312(LC 28). 1=476(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-544/669 BOT CHORD 1-6=-723/497, 5-6=-723/497 WEBS 2-6=-265/219, 2-5=580/844 NOTES- 1) Wind: ASCEI7-16; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) electronically signed and 3=122, 4=440,1=402. sealed by Velez, Joaquin, PE 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 105 lb up at using a Digital Signature. 2-11-0. 99 lb.down and 105lb up at 2-11-0, 109 lb down and 88 lb up at 5-8-15, 109 lb down and 88 lb up at 5-8-15, and 64 lb Printed copies of this down and 163 lb up at 8-6-14, and 64 lb down and 163 lb up at 8-6-14 on top chord, and 44 lb down and 76 lb up at 2-11-0, 44 lb down and 76 lb up at 2-11-0. 11 lb down and 59 lb up at 5-8-15, 11 lb down and 59 lb up at 5-8-15, and 33 lb down and 110 lb up at 8-6-14, and 33 lb down and 110 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the document are not considered signed and sealed and 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). signature must be verified On any electronic Copies. LOAD CASE(S)l Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MTTek USA, Inc. FL Cart 6834 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=54, 4-7=20 Date: June 1.2021 Continued on Dade 2 ® WARNING'- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 HIE 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 ANSUTP11 Quality Criterfe, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179469 M11449 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) l:naMDers 1 fuss, Pon Pierce, t-L - 34VUZ, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:38 2021 Page 2 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2_COdG2zpRp7dL5vjL8N9UIsOVpkCd2LD3ALkV8zAfeV LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=72(F=36, B=36) 14=64(F=-32, B=32)15=94(F=47, B=47)16=3(F=1, B=1)17=39(F=20, B=20) ® WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyin/orniafion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply Lakewood Park T24179470 M11449 MV2 Valley 1 1 Job Reference (optional) t.namoers t russ, rarr rlerce, r-L - a4a0L, 3x4 Z"JMay IL GVLI IVII Il:11111UYiYIGJ, IIIY. I - kayo, ID:IyR4n9pYXHPhFh53Q47ng2zNtM2SOy000_RC67UyFUvvru01 zPbHC84MYWMHg4l l azAfeU 2-M 2-M Scale =1:6.9 snnR-9 2 3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 12x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=33(LC 12) Max Uplift 1=23(LC 12), 2=-41(LC 12) Max Grav 1=47(LC 1), 2=35(LC 17), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- j 1) Wind: ASCE 1-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces 81 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of, this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 511912.020 BEFORE USE. ' Design valid for use only with MiTek® eonnedors. 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 Val 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, DS849 and BCSI Building Component 69D4 Parke East Blvd. Safety tnfo�adon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job I Truss Truss Type Qly, Ply Lakewood Park T24179471 M11449 MV4 Valley 1 1 Job Reference (optional) Gnambers I rusS, Fort Pierce, rL - J4VUZ, I o.4au s may lz zuz i mi ten Inuusmes, Inc. i Ue Jun i i i mu:4U LUG i rage i 2 Scale=1:11.1 3 3x4 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7!0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 BOT CHORD I REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=81(LC 12) Max Uplift 1=58(LC 12), 3=-91(LC 12) Max Grav 1=116(LC 1), 3=118(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural woad sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 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 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ® WARNING,- Verihr design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IVIII.7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTeM 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 andior chord members only. Additional temporary and permanent bracing iviiTek' 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 ANSVTPIi Quality Criteria, DSB-89 and Bost Building Component 69D4 Parke East Blvd. Safetyinformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply Lakewood Park T24179472 M11449 I MV6 Valley 1 1 Job Reference (optional) l:namoers rn/Ss, rort rlerce, rL-d4yt1Z, ti.4JU s May 1Z ZUZ1 MI I eK Industries, Inc. I ue Jun 1 11:oU:4U ZUZ1 rage 1 3x4 11 3 5 4 3x4 i 2x3 II 3x4 II Scale=1:15.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 n/a n/a BCDL 10:0 Code FBC2020frP12014 Matrix-P Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD j 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS., (size) 1=6-0-0, 4=6-0-0, 5=6-0-0 Max Horz 1=133(LC 12) Max Uplift 4= 66(LC 12), 5=-189(LC 12) Max Grav 1=56(LC 1), 4=85(LC 17), 5=245(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-273/118 WEBS 2-5=-257/491 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=17ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-104 zone;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 Ill uplift at joint(s) 4 except Qt=lb) 5=189. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 ®WARNING - venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II.7473 rev. 5/19/2020 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 Val building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrtcaton, storage, delivery, erection and bracing of trusses and truss systems, we ANSUTPII Qua/W Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206ol Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179473 M11449 V4 Valley 1 1 Job Reference option — Chambers Truss, Fort Pierce, FL - 34982. i 2-0-0 3x4 5.00 12 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:42 2021 Page 1 ID:IyR4n9pYXHPhFh53Q47ng2zNtM2-tze86QOJV1 V3pjCUa_S5fbl4BQ7AZuFozoJyevzAfeR 3x6 = 3x4 Scale = 1:7.5 4-0-0 4-0-0 Plate Offsets (X,Y)— [2:0-3-0,Edge) LOADING (psb SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I (size) 1=4-0-0, 3=4-0-0 Max Harz 1=19(LC 11) Max Uplift 1= 61(LC 12), 3=-01(LC 12) Max Grav 1=94(LC 1), 3=94(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 2-3=-121/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 1,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 pmpedy Incorporate this design Into the overall Eyes' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard 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 ANSIMP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Lakewood Park T24179474 M11449 V8 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, BA30 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:43 2021 Page 1 ID:IyR4ngpYXHPhFh53Q47ng2zNtM2-L9CWJmlxGLdwRsnh8hzKBpZ7jgTbIKlyCS2VALzAfeQ 4-0-0 8-0-0 4-0-0 4-0-0 3x4 2x3 II 4x4 = 2 4 8.0-0 8-0-0 3x4 Scale = 1:14.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI- TC 0.69 BC 0.18 WB 0.11 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 24lb FT=20% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 12x4 BOT CHORD SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 12x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0-0 Max Horz 1=48(LC 11) Max Uplift 1=93(1_C 12), 3=-93(LC 12), 4=126(LC 12) Max Grav 1=118(LC 1), 3=118(LC 1), 4=248(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=183/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable require continuous bottom chord bearing. Is 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 100 lb uplift at joint(s) 1, 3 except (jt=1b) 4=126. I This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED kiITEK REFERENCE PAGE k111-7473 rev. 5/19/2020 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 pal 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 ANSUTPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lakewood Park T24179475 M11449 V12 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 1 11:50:41 2021 Page 1 ID:IyR4n9pYXH Ph Fh53Q47ng2zNtM2-On4mv4OhkkN CCZelOGws6OUj UOlsgQgf18ZP6SzAfeS 12-0-0 6-0-0 Scale=1:18.9 4x6 = 4 3x4 3x4 2x3 11 12-0-0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20j0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.45 Vert(CT) rite - n/a 999 BCLL 0!0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCDL 10 .'0 Code FBC2020/TPI2014 Matrix-S Weight: 38 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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. (size) 1=12-0-0, 3=12-0-0, 4=12-0-0 Max Horz 1=77(LC 11) Max Uplift 1=125(LC 12), 3=-125(LC 12), 4=254(LC 12) Max Grav 1=175(LC 21), 3=175(LC 22), 4=439(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-288/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0-0, Extedor(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-34 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use o6his truss component. 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 100 lb uplift atjoint(s) except (it=lb) 1=125, 3=125, 4=254. T his item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 1,2021 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rov. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addi9onal 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 ANSIMP11 Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 14-1 3j4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1167 For 4 x 2 orientation, locate plates 0- ' id' 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 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. -DSB-89: Design -Standard for Bracing. - — BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2.3 0 WEBSv 4 O U d O ~ n. C7-e c6a 135-6 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated byANSIfrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSUTPI 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 green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture it acco?dance with- ANSUTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.