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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 F D Altamonte Springs, Florida 72-01 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES February 25, 2020 Building Department Ref: Lot: Subdivision: Address: Model: KA# Truss Company: Date of drawings: Adams Homes Lot 25 Blk 2 Fort Pierce - Waterston 8200 Amalfi Cir. 2010 CR LHG 20-1410 Builders First Source 2/18/20 Job No.: 2254657 Wind Speed: 160 Exposure: C Truss Engineer: Thomas A. Albani To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hekitaMIJ., ,,��� Sincerely, <` • '��� E NS' 99'> F'•��: No 87864 u =v: /7- :<U2/25/2020 RIO Carl A. Brown, P.E. Luis Pab1 nWn. 9 MPA"' Todd M. Born, P.E. FL. # 56126 FL. # 87864 FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" 0. CAUTIONIII Cif C2 Ct N 1P N MON • u u u u u u u u ,• u u u u u u u u Oil �1■ .1_ 1� 0MISSION ) mosolls PAPMINES ■11110111 Him 1111�1 1. MINES ��1■ WIN I1�� ■1l� �1 ������'��i�����1�.��������������M min mmommmomma m1■® �1 �� oil 1� 1■ 11 '3 '5 ;5 ;3 -1 ,0 REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT RENEWED (SEE EXPLANATION) Cottedwns or Comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe a satisfactory manner. FLORIDA DESIGN SOL S, INC. Date sr Submittal Bo. P101 d No. Project Eng. Pmjed Name• YFA%.LLl bLF16Mub I1D fFI W q CpO11IXS FW bi lO /.4At W aL EE,E Ql11M f1NYW rQCWEaN RIDBr BIaIIA! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCIs1 SUMMARY SHEETS. IN ALL PERMANENT BRACING MUST BE PLACE PRIOR TO LOADINGT TRUSSES (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. J) SCAB DETAILS (IF REQUIRED) O UPLIFT AND GRAVITY REACTIONS. WARNING Backcharpes Will Not Be Accepte0 Rx,rEleas of FeuN WAheut Prior Notification By Customer Within 48 Hours And Inws0gatlon By BailEars First Source. NO EXECPTIONS. to Truss, Gable Shaar Wall, ROOF PITCH: 012 CEILING PITCH: 0112 TOP CHORD SIZE: 2X0 BOTTOM CHORD SIZE: 2 X OVERHANG LENGTH: IV ENDCUT: Plumb CANTILEVER: — TRUSS SPACING: N' BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE Hatch Legend 8'-0" off PLAN DATE: 2020 REVISIONS: 1. 2. J. a. FrstSotmce a6D8 Airport Road BuNem Plant CRY, FL 33563 Fax (813)306-1301 .4 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2254657 - LOT 25/2 WATERSTONE MiTek USA, Inc. Site Information: TT6904 Parke E�agstpBlvd. Customer Info: Adams Homes.Port St Lucie Project Name: 2254657 Model: 2018 C HF1�X�04115 Lot/Block: 25/2 Subdivision: Waterstone-St Lucie County Address: 8200 Amalfi Cir., . City: Fort Pierce State: FL Name.Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 37 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 17 18 19 20 21 22 Seal# T19441 T19441 T19441 T19441 T19441 T19441 Truss Name Date A15 A16 B01 B02 B03 B04 B06 BOB B09 B11 12 B14 B16 B17 B18 B19 C1 T 23 24 25 26 27 28 30 32 33 34 35 36 37 Seal# T19448368 T19448369 T19448370 T19448371 T19448372 T19448373 T19448374 T19448375 T19448376 T19448377 T19448378 T19448379 T19448380 T19448381 T19448382 Truss Name Date C1P C3 C3P C5 C5P D03 D04 E7 E7P F01 F02 H7 N7P L05 L06 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the buildingdesigner should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. 2/18/20 2/18/20 RECEIVED 2/18/20 2/18/20 2/18120 mAY 2 9 7n1U 2/18/20 2/18/20 2/18/20 permitting Department 2/18/20 St. Lucie County 2118/20 2118/20 vlsi2o REVIEWED FOR 2/12'` .3E COMPLIANCE ST- LUCIE W - TE OF 40 OAF •. 4 p R ID /0NA1-��O`• 1111111111111111, Thomas A Alban] PE N0.39380 MiTek USA, Inc. FL Cart 6634 69U4 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Albani, Thomas 1 of 1 Truss Truss Type �' y Ply LOT 25/2 WATERSTONE T19448346 F22547657�: A15 Half Hip 1 1 Job Reference (optional) Builders FirslSouroe (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb r rum M, i en umus,uea, mu. , uu r lo 1. 13.50:12 202.. aye , I D:GZkZSXBELDNJdlXS77W skQzGxTm-ObZIOI W YVUVEb7c27 V RQZKv6JZRD3s10foMyT4twf 9-0-0 74.10-1 21 8-4 29-7-5 36.8-0 28-10 5.10.2 7-10-3 8-11-1 7-0.11 Scale: 3/16'=1' 5x6 = 30 = 5x6 = 3x6 = 3x4 II Us = 3x4 = Us = 3x4 = 6.8 3x8 = 3x6 = 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 [nor YES Code FBC2017/rP12014 CS'. TC 0.72 BC 0.98 W B 0.84 MaulWeight: DEFL in (loc) Well L/d Vert(LL) 0.32 10-12 >999 240 Vert(CT) -0.47 9-10 >935 180 HOR(CT) 0.13 9 n/a r✓a - PLATES GRIP MT20 244/190 1881b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORb 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-9 REACTIONS. (IWsize) 9=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=343(LC 12) Max Uplift 9=-777(LC 12), 2=-860(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2528/1786, 3-4=-2328/1672, 4-5=-2065/1551, 5-6=-2689/1863, 6-7=-2100/1410 BOT CHORD 2-14— 1829/2221, 12-14=1952/2643, 10-12=-1844/2582, 9-10=-1217/1698 WEBS 3-14=-321/429, 4-14— 534/852, 5-14=-813/580, 6-10=-701/631, 7-10=387/810, 7-9=-1981/1437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psft BCDL-6.Opsf; h=25h; 8=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 9-0-0, Exterior(2) 9-M to 14-10-1, Interior(1) 14-10-1 to 36-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcunent 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=777, 2=860. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job Truss "U55 Type City Ply LOT 2512 WATERSTONE T79448347 2254657 Alb Half Hip Girder 1 1 Job R lare nce (opt i anal —_. _.. n non - �-,- -i nMl1 LI:TnL InAelnee Inn T„n FnM1 1R lR'SX'l Fi JII%11 pROH 1 Builders Hlrsibource tr-lam I ny,, rL), na 11 lmy, r1--owm, 6.00 F12 2 011-55 1.5x8 STP = 5x12 i SO2 MT20HSG 18 4x6 = 37 4x6 = 5x8 = 8xi4 MT20HS= 5x12 = 22 4 23 24 25 5 26 27 6 2829 30 31 732 38 17 39 16 40 1D 6x12 MT20HS= 2x4 11 4x6 = Scale=1:66.5 2x4 11 6xB = 348 35 36 9 41 14 10 42 43 44 " 45 46 47'' 48 49 5xB = 2x4 11 6x12 MT20HS = 3x12 MT20HS I I 6x12 MT20HS= LOADING (psf) SPACING- 210 CSI. DEFL. in (toe) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.97 13-15 >454 240 Mi20 244/190 TCDL 7.0 Lumber DOL '125 BC 0.50 Vert(CT) 0.7813-15 >565 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress In( r NO We 0.98 Horz(CT) -0.22 10 n/a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix -MS Weight: 250 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 'Except' TOP CHORD 1-3: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3'Except' WEBS 9-10: 2x4 SP No.2, 5-17,5-13,7-13,7-11,9-11:2x4 SP No.1 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1D=2920/0-4-0,2=2760/0-8-0 Max Horz 2=276(LC 8) Max Uplift 10=-3351(LC 8), 2=-2979(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5645/6215, 3-4=-4900/5545, 4-5=-7094/8138, 5-6=-7706/8877, 6-7=-7706/8877, 7-8=-3764/4345,8-9=-3764/4345,9-10=-2786/3221 BOT CHORD 2-18=-5638(4984, 17-18=-8138/7094, 15-17=-9178/7982, 13-15=-9178/7982, 12-13=-7273/6306,11-12=-7273/6306 WEBS 3-18=-2306/2081,4-18=-2713/3126,4-17=-1059/915,5-17=-1107/1296,5-15=-324/433, 5-13=-335/366, 6-13=-482/581,7-13=-1951/1704,7-12=-322/423,7-11=-3092/3562, 8-11=-519/636, 9-11=-5231/4532 Structural wood sheathing directly applied or2-10-5 oc pudins, except end verticals. Rigid ceiling directly applied or 3-2-11 oc bracing. 1 Row at midpt 4-18. 7-11, 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=4011; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ft=lb) 10=3351, 2=2979. Thomas A Albani PE No.39380 MIT& USA, Inc. FL Carl 6634 $904 Padre East Blvd. Tampa FL 33810. Date: February 18,2020 Job Truss Truss Type r Ply LOT 25/2 WATERSTONE T79448347 2254657 A16 Half Hip Girder 1 1 Job Reference o tional M'k Industries, LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=54, 3-9=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-93(B) 18=-351(B) 5=-93(B) 15=-82(B) 21— 93(B) 22=-93(B) 24=-93(B) 25=-93(B) 26=-93(B) 27=-93(B) 28=-93(B) 31=93(B) 32=-93(B) 33=-93(B) 34=-93(B)35=-93(B) 36=-93(B)37=-82(B) 38=-82(B) 39=-82(B)40=-82(B)41=-82(B) 42=-82(B) 43=-82(B)44=-82(B) 45=-82(B)46=-82(B)47=-82(B)48=-82(B) 49=-82(B) AWARN/NG-Vopy Jeslgnparamefeisanor? DNDTES DN THIS AND INCLUDED MREK REFERANCE PAGEMI4747J rev. fWO.YTp150EFDRE USE ��- Design vplltl for use only wlth MnelsR connectors. Ihls tleslBn Is basetl only upon parameters shown, ontl Is for on IntlMduol building component, not a buss system. Before use, the building designer must verify the opplicablliry of tlesign parameters antl pmpany Incorporate this tle9Bn Into the overall bulltlingdeslgn. Bracing lntlleatetlato prevent buckling of lntlivlduol buss web and/or ehordmembersonly. Additional tempoeary and permanent bracing M!Tek' r stoblltiy and to prevent Coliopse wIM possible personol Inlury antl propeM tlamoge. For general guitlance regarding the 6 always reautrad ors' 6904 Poke Easl BNtl. fobricotlon sfor.0a, tlelNery. erection and bracing of husses antl tnsss systems. se.AN6U1P11 Cuatily Cm�M, DSB-09 antl BCSI Bu1Ebp Compon�nl Tampa, FL M610 samy lnlormafbrrnailoblehomlmss Plate institute.21B N. Lee Sheet 6ulte 312 Ale..orlo. VA 22 74. Truss Truss Type Oty Pty LOT 25/2 WATERSTONE T79948348 �Job 4657 B01 Hip GIMer 1 1 Job Reference o donal uuupers rlrsravumn lr,am wy, r,.{, r,m°.my, JdlX77WSkO__...m.n7..-__...__ __. 10:GZkZSXBELDNJtljXs77WskOzGxTm-n72K41cZdxVSYDDaTBaIIFiH3VPE51jDFukoE?zjiwX 1 4 0 3.9.4 7.0.0 11-3-4 10.2-12 20-9.4 25.3-12 30.0-0 1 33-2-12 37-0-0 38-4-0 11-4.0~3-2-12 48-4 I 4-FB 4-6.8 46-8 4-8-4 3-2-12 3-9-4 1-40 6x12 MT20HS G 5X = 5xB = 8x14 MT20HS = 6.00 F12 3 23 244 25 26 5 27 28 29 6 30 ex14 MT20HS 5x12 = 31 7 32 33 8 Scale = 1:65.9 1O 34 35" 36 16 37 38 39 40 " 41 42 '-43 12 d4 1.5.8 STP = 5xB 6,02 MT20HS = 5.8 2x4 11 5x6 1.5x8 STP = 5.12 i 4x6 = 2.4 11 6x12 MT20HS = 502 1 3-9.4 7- _,I, 11-8-4 16- 12 20.94 25-3-12 30-0.0 33-2-12 37-0-0 a.A.n 4a-a4.6.8 4-8-4 3-2-12 3.9.4_ Plate Offsets (X YI- [2�0-3-6 0-3-01 [3:0-9-4 0-3-0][4:0-3-8 0-2-81 [6:0-7-0 0-4-121 f8.0-114 0-3-0] [9.0-3-6 0-3-01 [78.0-3-8 0-2-81 LOADING (pat) SPACING. 2-0-0 CSI. .DEFL in (loc) Vdeh L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 1.08 14-15 >411 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.8714-15 >513 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) -0.27 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014. Matrix -MS Weight: 2361b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 3-6,1 SP M 26 SOT CHORD 2x6SP M 26 WEBS 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3, Right: 2x4 SP N0.3 REACTIONS. (lb/size) 2=2866/0-8-0, 9=2909/0-8-0 Max Horz 2=171(LC 7) Max Uplift 2=-3116(LC 8), 9=-3176(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-1-14 oc bracing. WEBS 1Row at micipt 4-16.7-11 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (fie) or less except when shown. TOP CHORD 2-3= 5879/6515, 34=-5104/5807, 4-5=-7333/8461, 5-6=-8442/9782, 6-7=8442/9782, 7-8=5190/5926, 8-9=-5973/6646 BOT CHORD 2-18=-5631/5194, 17-18=-B185/7333, 15-17=-9483/8421, 14-15=-9483/8421, 13-14=-8259f7385, 11-13=-825917385, 9-11=5748/5278 WEBS 4-18=-2815/3276, 4-17=-1255/1084, 5-17=-138111619, 5-15=-349/431, 6-14=490/594, 7-14=-1557/1334,7-13=-318/377,7-11=-2765/3203,3-18=-2463/2203, 8-11=-2426/2176 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25h; B=45h; L=40h; eave=5ff; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and. right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant 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 (lt=lb) 2=3116.9=3176. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 151 lb down and 2141b up at 7-0-0. 1541b down and 205 He up at 9-0-12, 151 lb down and 205 lb up at 11-0-12, 151 Ib down and 205 He up at 13-0-12, 151 He down and 205 lb up at 15-0-12, 151 He down and 205 Ile up at 17-0-12, 151 Ib down and 205 Ile up at 18-6-0, 151 lb down and 205 lb up at 19-11-4, 151 Ib down and 205 lb up at 21-11-4, 151 lb down and 205 lb up at 23-114, 151 lb down and 2051b up at 25-114. and 154 lb down and 205 Ib up at 27-11-4, and 210 lb down and 422 lb up at 30-0-0 on top chord, and 351 lb down and 490 Ib up at 7-0-0. 98 Ile down and 164 lb up at 9-0-12, 98 Ile down and 164 lb up at 11-0-12, 98 He down and 164 Re up at 13-0-12, 98 lb down and 164 He up at. 15-0-12, 98 lb down and 164 Ile up at 17-0-12, 9816 down and 164 Ib up at 18-6-0, 98 Ile dawn and 164 lb up at 19-114, 98 lb down and 164 lb up at 21-11-4, 98 lb down and 164 lb up at 23-11-4, 98 He down and 164 lb up at 25-114, and 98 He down and 164 Ib up at 27-11-4, and 351 lb down and 490 Ile up at 29-114 on bottom chord. The design/selection of such Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert 669 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 s 1 a res onsibility o o there 4u WARNwo-wedfydeslgn Pa etemanBRE DNOTES ON TNISAND INCLUDED MDEKREFERANCEPAGEMIP7473mv linta42e156EFORE USE Design valitlfor use onlywIM Mrekbl connectors.! his design is based only upon parametersshown, antl Isfor an Ini Uo builtling component, not a muss system. Be}ore use, Me builtling designer must verify Me OppllcablllN of design pammetero antl propery Incorporate MIs tlesign Into the overall bulltlingdedgn. Bradng Indicated is to prevent bucMing of lntlMduol muss web end/orchortl membersonly. AtldHlonai temporary and permanent bracing MiTek' Is always requiretlfor stability and fo prevent collapse will possible personal lNury antl property tlamage. For general guidance regarding the fobticere tlelNery, erection antl bracing of musses and buss rysfems seeANSViPiI Guollh CMorb, D68d9 and 6CSI fiWdbp Compenml 6904 Palle East BNtl. ,storage, softly Mronnalbllovolloble from Tmca Plate Ins11Me. 218 N. Lee Smeet, Sulfa 312, Alexandria. VA 22 1d. Tampa, FL 33610 Truss Thus Type ally Ply LOT 2512 WATERSTONE T79448348 F2n265�4657 B01 Hip Girder 1 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL- 33567, 8,240 a Feb 7 2020 M7ek Industries, Inc. Tue Feb 18 13:58:20 2020 Page 2 ID:GZkZSXBELDNJdjXs77 W skOzGxTm-n72K4l cZdxV5YDDaTBal iF1H3YPE5ljDFukoE?zjtWX NOTES- 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.(pIQ Vert: 1-3— 54, 3-8=-54, 8-10=-54, 2-9= 20 Concentrated Loads (lb) Vert: 3=-93(8) 8=-163(B) 18=-351(B) 11=-351(8) 23=-93(B) 24=-93(B) 25=-93(B) 26=-93(B) 27=-93(B) 28=-93(B) 29=-93(B) 30=-93(B) 31_ 93(B) 32=-93(B) 33=-93(B) 34=-82(B) 35=-82(B) 361 37=-82(B) 38=-82(B)39=-82(B) 40=-82(B)41=-82(8)42=-82(B)43=-82(B)44=-82(B) QWARNING-Verifydesignparemeteisend READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMss7473rev. 1N9YlOISSEFORE USE Design valid for use only with MmeW connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a thus system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buolding of lndvidual muss web and/or chord members only. Additional temporary and permanent bending MiTek' s always required for stob0lfy and to prevent collapse with possible personal Injury and propertydamage. For general guldonce regarding the toblication storage, all erection and bracing of trusses and tiers systems, seeANSIy1911 Quality Cifferi DS549. and BCM Building Component 69M Parke East Blvd, Safety Infaenationavoiiable from Tnus Plate Institute. 218 N. Lee Street. Suite 312 Alexcndrio. VA 22314. Tampa, FL W610 s Typa Ory Ply LOT 25/2 WATERSTONE T79448349 r2,',746,�7:���H,p Thus 1 1 Job Reference o tional ,sullaers rrralaourae tri in �mH r ,, r,mn its, 6.00 f12 22 23 1Z x8 STP d1= 3x6 = 2x4 \\ 3 - 5x6 = 4 3x4 = 24 25 5 Sx6 = 5x8 = 26 27 7 15 14 13 12, 11 axe = 4x6 = 3x4 = 46 = 3xS = LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac) Vidal Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.34 13 >999 240 TCDL 7.0 Lumber DOL 1.25 BC .0.96 Vert(CT) -0.4711-13 >944 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.14 9 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Horz 2=-213(LC 10) Max Uplift 2— 885(LC 12), 9=885(LC 12) FORCES. (lb) -Max CompJMax Ten. -All forces 250 (Ib) or less except when shown.. TOP CHORD 2-3=-2565/1880, 3-0=-2366/1767, 4-5=-2099/1637, 5-6=-2763/2035, 6-7=-2099/1637, 7-8=-2366/1767, 8-9=-256511880 BOT CHORD 2-15=-1507/2254, 13-15=-1695/2690, 11-13=-1698/2690, 9-11=-1528/2254 WEBS 4-15=-568/862, 7-11=-56a/662, 5-15=-826/653, 6-11=-826/653, 3-15=-319/426, 8-11=319/426 Scale=1:65.9 2.4 8 n d 28 2g 1.Sx8 STP= S 9 n 10 le d 3x6 = PLATES GRIP MT20 2441190 Weight: 180 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind:'ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDIl4.2psC BCDL=6.Opsf; h=25tt; B=451t; L=40tt; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) •1.4-0 to 2.8-0, Intedor(1)'2-8-0 to 9.0-0, Extedor(2) 9-0-0 to 14-10-1, Interior(1) 14-10-1 to 28-0-0, Exterior(2) 28-0-0 to 33-7-14, Intenor(1) 33-7-14 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has. been designed fora 10.0 psi 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) Bearings are assumed to be:., Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ijt=lb) 2=885, 9=885. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.39380 Mfrek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610, Date: February 18,2020 QWAFNyl Vedfydeslgeperemehieand READNOTES ON7NISANDINCLUDED MREKREFERANCEPAGEMM174?3n,. fOraV10159EFORE USE. Design valid for use only with Ni connectors. This design Is based only upon parameters shown, and Is for an IndMdual bending component, not a truss system. Before use, Me bolding designer must verity fie applicability of design parameters and properly Incorporate me dedgn Into Me overall building design. Bracing Indicated is to prevent buckling of hisfi uol truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems. seeANSU1P11 Quality CrReM. OSE49 and SCSI Building Component 69N Parke East Blvd. Sadly N/amlalbrgvnhable from Truss Plate Institute, 218 N. Lee Street Suite 312. Atexondria, VA 22314. Tampa, FL 33610 Type y Ply LOT 25/2 WATERSTONE T19448350 14657_���H�,P�Truss r 1 1 Job Reference (optional) Builders I'MaSource trlant ary, rL), rare uly, rL- Jean'. o.240., . . __ . __ ._ ._.__._. _-_- . _,_ . ID:GZkZSXBELDNJdjXs77WskOzGxTm-fuHmOf3gAOX1 rWUOIET5gyl 9kA1 XkoAWi7Nn4twT 1-4 0 fi-4.12 11-0.0 18-6-0 2fi-0.0 I 30-7-4 I 37-0.0 38.4-0 1-40 6-0-12 4.74 I 7-6-0 I 7-fi-0 4-7-0 6-412 1-4-0 Scale = 1:65.9 5x8 = 2x4 II 5xB = 4 25 26 5 27 28 6 Id 2x4 IIJ3x6 — 3x8 = 3x4 = 2x4 II 3.6 = fore — 30 = 3x6 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) 0.28 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Veri(CT) -0.3613-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 8 n/a Was BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 193 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. ill 2=1441/0-8-0, 8=1441/0-8-0 Max Horz 2=-254(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) FORCES. Qla) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2607/1853,3-4=-2206/1668,4-5=-2342/1844,5-6=-2342/1844, 6-7=-2206/1668, 7-8=2607/1853 BOT CHORD 2-16=-1490/2408, 15-16=-1490/2408, 13-15=-1115/2017, 11-13=-1136/1929, 10-11— 1511/2273, 8-10- 1511/2273 WEBS 3-15=-489/459,4-15=-187/459,4-13=-408/625, 5-13=-459/532, 6-13=-408/625, 6-11=-187/460, 7-11=-489/459 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=10ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1)-2-8-0 to 11-", Exterior(2) 11-0-0 to 16-7-14, Intedor(1) 16-7-14 to 26-0-0, Exterior(2) 26-0-0 to 31-7-14, Interior(1) 31-7-14 to 38-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate. drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.l 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 566 psi. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=885, 8=885. 8) This truss design requires that a minimum of 7/16' structu ral wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrack be applied directly to the bottom chord. Thomas A. Mbmi PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February18,2020 QwARNWO-Verity design perametersan4READNaIES ON MS AND INCLUDED MIFEKREFERANCE PAGE all ME 111113AVISBEFORE USE. �� Design valid for use only Win MBekw connectors. ihls design is based only upon parameters shown, and Is for on indlyidual bullOing component, not a truss system.. Before use, Me building designer must verify Me oppllcabllity, Mile design parameters and properly Incorporate s design Into Me overall building design. Bracing Indicated a to prevent buckling of lntlNldoal truss web and/or chord members only. Additional temporary and permanent bracing MOW b always Modred for stabillty, and to prevent collapse with possible personal Injury and properly damage, For general guldance regarding Me a, Parke Best East Blvd. fobry rlcatlon, storage, dellve. erection and brocing of trusses and truss systems. seeANBI7IPR Quietly Cmd 6904 Pa edo. DSB49 and SCSI laiComponent Tam te Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. n Job Truss - Truss Type ty Ply LOT25/2WATERSTONE T79448351 2254657 B04 HIP 1 1 Job Reference o tional a n.n.. ees, v cmn aalTu4 led„<s.ioe Ine Tue Fah iR 13:58:262020 Pace 1 Builders FirstSource (Plant City, FL), Plant Clty, FL- 33567, 6.00 12 Sx8 = 2x4 11 423 5x6 = e 24 3,00 12 5x6 = 2x4 II 3x6 = 3.12 MT20HS Zo Scale=1:69.2 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) 'deb Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.55 13-14 >813 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.72 13-14 >620 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.75 HorI CT) 0.38 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -AS Weight 1891b F•T=20%. LUMBER- BRACING - TOP CHORD 2x4 SP NO2 -Except' TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD. Rigid ceiling directly applied. BOT CHORD 2x4 SP NO2 -Except- WEBS 1 Row at midpt 4-12 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. .(lb/size) 2=1441/0-&O, 8=1441/0-8-0 Max Harz 2=295(LC 11) Max Uplift 2=-885(LC 12), 8=-885(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4507/3034, 3-4=-3862/2672, 4-5=-2512/1916, 5-6=-2512/1916, 6-7=-2093/1575, 7-8=-2628/1831 BOT CHORD 2.14=-2608/4158, 13-14= 2633/4178, 12-13=-1811/3240, 11-12=-1064/1869, 10-11=-1503/2292,8-10=-1501/2296 WEBS 3-13=-684/645, 4-13=-1078/1981,4-12=-993/501,5-12=-315/353, 7-10=0/266, 6-12_ 606/1006,7-11=-645/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCOL=42psf; BCDL--6:Opsf; h=25ft; B=45ft; L=40ft; eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(() 2-8-0 to 13-0-0. Exterior(2) 13-0-0 to 18-6-0, Interior(1) 18-6-0 to 24-0-0. Exterior(2) 24-0-0 to 29-7-14, Interior(9) 29-7-14 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) All bearings are assumed to be SYP Not crushing capacity of 565 psi. 8) Bearing at joint(s)2 Considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=1b) 2=885, 8=885. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.38380 MiTek USA, Inc. FL Cott 8634 6904 Padre East Blvd, Tampa FL 33610. Date: February 18,2020 QWARNING-Verlyydeel9npSremerersanEREAD NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGE M6TbT3 rev. NA32a1SBEFOREUSE, Design valid for use only with Mrevos connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a hum system. Before use, Me builtling designer must verify the applicability at design parameters and properly Incorporate this design into the overall building design. Bracing Indicated 6 to prevent buckling of Ind Actual hum web and/or chord members only. Atltlitional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property domoge. For general guidance regarding Me fabrication storage, dolivery. erection and bracing of trusses and hum systems. mpAN3U1Pi1 Duality CrBMn. DSO-59 and SCSI Buldlrp Component 6904 PeMe East Blvd. Safety Informotbnovallobie from Truss plate Insfitute, 218 N. Lee Sheet Sure 312 Alexandria, VA 22314, Tampa, FL 3361e Truss Truss Type Ply LOT25/2WATERSTONE T19448352 rb 54657 B05 HIP 1 1 Job Reference o Tonal Buueers Firstsource trlam cny, rat, nam wy, I. I 6.00 12 axe = s 24 5x6 = 25 6 3.0o 12 2.4 II 3x6 3.8 i scale = 1:68.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.55 14-15 >805 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.7314-15 >609 180 BCLL 0.0. ' Rep Stress Incr YES WE 0.84 Horz(CT) 0.37 9 n/a We BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 2001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 'Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-e-0, 9=1441/0-8-0 Max Harz 2=-337(LC 10) Max Uplift 2=-885(LC 12), 9=.885(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4512/2945, 3A-„3873/2599, 4-5=-2647/1945, 5-6=-2366/1795, 6-7=-2048/1744, 7-8=-2106/1565,8-9=-2622/1780 BOT CHORD 2-15=-2524/4212, 14-15=-2547/4226, 13-14=-1972/3440, 12-13=-991/1831, 11-12=-1452/2286,. 9-11=-1450/2290 WEBS 5-13=-553/922,6-13=-416/906,7-12=-256/397,8-12= 614/460,4-14=-1120/1955, 3-14=-658/507, 6-12=-295/368,4-13=-1981/1365 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2.8-0, Interior(1) 2-8-0 to 15-0-0, Extedor(2) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 22-0-0, Exterior(2) 22-0-0 to 27-7-14, Intedor(1) 27-7-14 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Gt=lb) 2=885, 9=885. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2' gypsum Thomas AAlbani PE No.39380 sheetrock be applied directly to the bottom chord. MTek USA, Inc. FL Cad 689 6904 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 Job Truss Truss Type Ply LOT 25/2 WATERSTONE T19448353 2254657 B06 HIP �Qtyr 1 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MTek Industnea, Inc. Tue Scale=1:68.4 51 = 5,16 = annr- m 01d 0 3,18 3.0D 12 5x8 = 2x4 11 3.6 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) 0.56 14-15 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.74 14-15 >600 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.38 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2061b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31 WEBS 1 Row at midpt 4-13 WEBS 2x4 SP.No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Horz 2=378(LC 10) ' Max Uplift 2=-885(LC 12), 9=-885(LC 12) FORCES. (Ib) -Max CompJMax Ten. -All tomes 250 (I a) or less except when shown. TOP CHORD 2-3=-4507/2786, 3A-3884/2478, 4-5=-2142/1560, 5-6=-1874/1479, 6-7=-2087/1726, 7-8=-2105/1499, 8-9= 2622/1688 BOT CHORD 2-15=-2378/4245, 14-15= 2398/4260, 13-14=-1877/3504, 12-13=-817/1746, 11-12— 136612285. 9-11 =-1 36512289 WEBS 3-14=-639/486, 4-14=-1020/2030,4 13=-2219/1421,5-13=506/757; 6-12=-456(479, 7-12=-346/491, B-12=-609/423, 8-11=01259, 6-13=-251/659 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6,Opsf; h=25ft; B=45ft; L=4011; eave=5ft; Cat. 11; Exp C;. Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-4-0 to 23-0, Intedor(1)2-8-0 to 17-0-0, Exterior(2) 17-0-0 to 25-7-14, Interior(1) 25-7-14 to 38-4-0 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 whore a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi.. 7) Bearing at joint(s)2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 2=885, 9=885. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Thomas A. Alban! PE No,39380 sheetrock be applied directly to the bottom chord. MTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610, Date: February 18,2020 Q WARNING. Verify deaign pwame(ereand READ NOTES ON THISAND INCLUDED N/fEKREFERANCEPAGE 14674n rev. rGT12015BEFORE USE Design volid for use orgy with M79M connectors, this design Is based only upon parameters shi and Is for an IntlNltlual building component, not a truss system. Before use, the building designer must verity the appllcablllty of design parameters and proper y Incorporate this design Vito me overall building design. Bracing Indicated is to buckling of Individual fruss web and/or chord members only. Additional temporary and bracing MOW prevent permanent k 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 seeµSUlPlt Cualay CMMo, DSO-09 and 8CS1 Wildb0 Component 6904 Palle East BNd. Safety Infarmaitimvaliable from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type 25/2 WATERSTONE T19448354 2254657 B07 Rcof Spatial =QtyPIyT Reference o (oral Builders RrstSource (Plant City, FL), Plant City, FL-33567, eueu mu ex muua ues, um. , w. o ...a 4T78 Scale =1:66.5 3.00 F12 -5xB = 2x4 II 3x6 = 3xe 6 LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in (toc). Vdefl Vd PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(ILL) 0.59 13-14 >755 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.7713-14 >577 180 BCLL 0.0 ' Rep Stress [nor YES We 0.93 Horz(CT) 0.41 8 n/a n/a BCDL 10.0 ,Code FBC2017/TPI2014 Matrix -AS Weight:196 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-13: 2x4 SP M 31 WEBS 1 Row at midpt 4-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Hoe 2=-408(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4499/2593, 3-4=-3902/2266, 4-5— 1905/1333, 5-6=-1905/1324, 6-7=-2105/1400, 7-8=-2621/1586 BOT CHORD 2-14=-2173/4254; 13-14=-2190/4272, 12-13=-1707/3656, 11-12=-932/1887, 10-11=-1246/2284, 8-10=-1245/2287 WEBS 3-13=-604/472,4-13=-913/2085,4-12= 2470/1363,.5-12=-790/1324; 6-12=„394/358, 7-11=-599/411, 7-10=0/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; 9=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2.8-0 to 18-6-0, Exterior(2) 18-6-0 to 22-6-0, Interior(l) 22-6-0 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 6t=1b) 2=885, 8=885. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. - GRIP 244/190 FT=20% Thomas A AlbW PE No.39380 MiTek USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job Truss Truss Type Ply LOT 25/2.WATERSTONE T19448355 2254657 BOB Root Special r 1 Job Reference o floral Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 6.240 S Yee / 2020 MI I ex mausures, Inc. I us Yea 1 a 1 a:bd:aJ zuzu a nnFiv 3.00 Fl2 3x8 5x6 = 13 12 Sx8 = US = 11 10 1.5x8 STP= 6x8 = 2x4 11 Scale = 1:77.2 LOADING (pso SPACING- 2-M CSL DEFL. in (loc) :Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.61 15-16 >720 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.76 15-16 >579 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.41 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight:204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD .Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2.15: 2x4 SP.M 31 WEBS 1Row at midpt 4-14 WEBS 2x4 SPNo.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=1362/0-8-0, 2=1437/0-8-0 Max Holz 2=385(LC 11) Max Uplift 10=-767(LC 12), 2=-884(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4483/2692, 3-4=-3885/2406, 4-5=-1894/1345, 5-6=-1894/1358, 6-7=-2086/1390, 7-8= 2535/1561 BOT CHORD 2-16=-2452/4188, 15-16=-2470/4205, 14-15=-2035/3585, 13-14=-1029/1871, 12-13=-1331/2239,11-12=-1338/2154, 10-11=-1318/2146 WEBS 3-15=-608/464,4-15=-1058/2052, 4-14=-2437/1525, 5-14_ 812/1316, 6-14=-384/334, 7-13=-555/382, 8-10=-2327/1428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Volt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft;.eave=5ft; Cat. 11; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8,-0 to 18-6-0, Extedor(2) 18-6-0 to 22-6-0, Interior(1)'22-6-0 to 36-104 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi 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) All bearings are assumed to be SYP'No.2 crushing capacity of 565 psi. 7) Bearing at joini(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except 61=11a) 10=767,2=884. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Ali PE No.39380 I USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 ,&WARNING-Vedy Ceslgnperemefereand READ NOTES ON MIS AND NCLUDEDUfTEKREFERANCE PAGE 111M174M:ay. r1,11312i BEFORE USE Design valid for use only with MneWconnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the appllcobllity, of design parameters and property Incorporate fins tleslgn into the overall building design, Bracing Indicated is to prevent bucking of Indvidual hum web and/or chord members only. Additional temporary and permanent bracing MOW B always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the fobrlcotlon, storage, delivery erection and brocing of husses and Muss systems, seeAN3VrPII CualBr CMnb, DS949 and BC51 Building Component 69N PaMa East Blvd. Safety Informattornvoilabie from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty, Ply LOT 252 WATERSTONE T79448356 2254657 B09 Roof Special 1 1 Job Reference (optional) I d td I Tu Fe^ � ^ waeat pron P-an 1 Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 5x6 = 8.240 s Feb 7 2020 MtTek n us as. nC. e Scale = 1:71.2 14 B 9 9 1.5.8 STP = = `7 5,8 5 73 N N 2 y� 2X4 II 4X12 S 12 /1 10 3.00 F12 5x8 = 5.6 = 1.6xB STP = 3X8 6x8 = 0.6-0 12.6-0 18.6-0 24-4-0 30.7-5 33-4-0 37-0.0 MIN G.-Ho fi-fi-0 fi-0.0 fi-0-0 0.3.5 2-8-71 3.8-0 Plate Offsets (X Y) f2 0 1 2 0-071 f3:0-3-00-3-0] f6,0-3-0 0.3-01 f12:0-5-4 0-2-81 114,0-4-0 0-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.83 Vert(L-) 0.63 14-15 >702 24 MMT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7714-15 >578 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.97 Horz(CT) 0.41 10 are n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 206 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Stmmuml wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31 WEBS 1 Row at midpt 4-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1D=1362/0-8-0,2=1437/0-8-0 Max Horz 2=364(LC 11) Max Uplift 10=-770(LC 12), 2=-881(LC 12) FORCES. (lb) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4483/2750, 3-4=-3885/2470, 4-5=-1894/1355, 5-6=-1895/1373, 6-7=-2087/1390, 7-8=-2494/1565 BOT CHORD 2-15=-2569/4168, 14-15=-2587/4186, 13-14=-2159/3566, 12-13_ 1097/1873, 11-12=-1378/2232,. 10-11=1465/2258 WEBS 3-14=-609/458,4-14=-1116/2043,4-13=-2428/1584,5-13=-829/1319,6-13=-379/321, 7-12=527/359, 8-10=-2491/1630 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; E1g9 C;. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-6-0, Extedor(2) 18-6-0 to 22-6-0, Intedor(1) 22-6-0 to 36-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP N0.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of Dealing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 10=770,2=881. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albanl PE No.39380 MTek USA, Inc. FL Cliff 689 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNDWG - Vedfy design perzmetere end READ NOTES ON 7MIS AND INCLUDED MfTEK REFERANCE PA GE M*74M m ✓. 1,11=015 BEFORE USE MF Design valid for use only with Mgei@connectors. This design Is based only upon parameters shown, and Is for an Individual building component,not a truss system. Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucWing of incMdual truss web and/or chord members only. Additional temporary and permanent bracing Wek' Is always required for stablliy and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fobdcanon, storage, delivery. erection and bracing of trusses and truss systems, seeANSVDRI Quality CMrrM; D511489 and SCSI Building Component 69M Pale East Blvd. Sooty Mfomlafbnavalloble from Truss Plate In tittle. 218 N. Lee Street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply LOT 25/2WATERSTONE T19448357 2254657 B10 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1813:58:36 2020 Scale =1:71.2 5x6 = 3.00 12 51 = 6x8 = 1.5.8 STP =. 3x8 , 6x8 = 6-6-0 12-6.0 18-6-0 24 4 DO 30.7-5 132-SB 3 8-8-0 6-0.0 - fi-0.0 5-10.0 6.3.5. 1-00.3 4-0.8 Plate Offsets (X Y)- r2:0-1-2 0-0-71 r3:0-M 0-3-01 (11:0-3-8 0-3-01 112:0-54 0-2-81 114:0-4-0 0-341 LOADING (lost) SPACING- 2-0-0 Del. DEFL. in (lac) Vi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.64 14-15 >695 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7714-15 >577 '180 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 HD¢(CT) 0.41 10 Na Na BCDL 10.0 Code FBC2017frP12014 Mobil Weight: 207 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Excei 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13,.8-10 REACTIONS. (fts ize) 10=1362/0-8-0, 2=1437/0-8-0 Max Ho¢ 2=355(LC 11) Max Uplift 10=-771(LC 12), 2=-879(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3- 4483/2774, 34=3885/2497, 4-5=-1894/1358, 5-6=-1895/1378, 6-7=-2087/1389, 7-8=-2481/1568 BOT CHORD 2-15- 2619/g163, 14-15=-2637/4180, 13-14=-2211/3564, 12-13=-1124/1874, 11-12=-1401/2230, 10-11=-1461/2250 WEBS 3-14=-608/456,4-14=-1141/2040,4-13=-2426/1609,5-13=-832/1318,6-13=-374/312, 7-12=-513/354, 8-10=-2479/1613 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 18-6-0. Exteriot(2) 18-6-0 to 22-6-0, Interior(1) 22-6-0 to 36-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi, 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=771,2=879. 9) This truss design requires that a minimum of 7/16" strictural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. February 18,2020 &WARNING- i design parameters end READ NOTES ON TNISAND INCLUDED MREKREFERANCEPACE MM1T47J ivy. rab,'al BEFORE l Design valid for use only with MirekOs connectors. This bell 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 antl propeay Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of irdvidual buss web and/or chord members only. Additional temporary and permanent brocing `■ MiTek' Is always required for sloblllty, and to prevent collapse with possible personal Injury and propeM damage. For general guidance regardiing the fabrlcanon storage, delivery, erection and bracing of trusses antl truss systems, seeANSVrFI1 Quol6r CMedo, D3649 and SCSI Buldbp Component Safety Informatbrvavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. 69N Pasta East Bl Tampa, FL 33610 Job Truss Truss Type Ott, Ply LOT 25/2 WATERSTONE T79448358 2254657 B11 Roof Special 1 1 Job Reference o tional - e,,...., ue n noon x,nre,. Ind„�sdne Inc Tuo Foh 1B 1Af5a3] 2020 Facial Builders FirstSource (Plant City, FL), Plant Clty, FL - 33567, 5xB = 3.00 12 ax8 5x8 = 2x4 It Scale = 1:70.2 1.5x8 STP= 6xB = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.65 13-14 >682 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ved(CT) -0.7713-14 >577 180 BCLL 0.0 ' Rep Stress Incr YES We 0.98 Horz(CT) 0.41 9 n/a n/a BCOL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 207 lb FT=20% LUMBER- 'BRACING - TOP CHORD 2x4SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-13: 2x4 SP M 31 WEBS 1 Row at midpt 4-12, 7-9 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 9=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=335(LC 11) Max Uplift 9=-776(LC 12), 2=-874(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-4483/2820, 3-4=-3885/2548, 4-5=-1894/1364, 5-6=-1894/1383, 6-7=-2082/1378 BOT CHORD 2-14=2725/4155, 13-14=-2743/4172, 12-13=-2322/3564, 11-12=-1174/1872, 10-11=-1427/2207,9-10=-1423/2213 WEBS 3-13=-608/451,4-13=-1194/2036,4-12=-2422/1660,5-12=-834/1317,6-12=-359/288, 7-11=-468/332,7-10=0/268,7-9=-2434/1556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Interior(l) 2-8-0 to 18-6-0, Exterior(2) 18-6-0 to 22-6-0, Interior(l) 22-6-0 to 36-10-4zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcunent with any other live loads. 5) This truss has beendesigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing rapacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 9=776, 2=874. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610, Date:. February 18,2020 Q wARNinG-Vedydeagnpe ewmand REDNOMSOMMMANDINCLUDEDMO-EKBEFEBANCEPAGEMINv9rce la=2015BEFOFEUSE ��- Deslgn valitl for use ONy with MReICW connectors. fib Design Is based only upon parameters shown. and Is for on IndMtluaI buuding component, not a buss system. Before use,'m bulltling tleslgner mustverity the appilcabllI ofa "go parameters and propetly Incorporate finis tleugn Iotatheoverall bulltling tlesign. Bracing lntllcafetl 8to prevent buckling of lntlNltlual buss web antl/or chord members only. Atlditlonal temporary and permanent bracing MiTek' Is always requiretl tot stability an to prevent collapse wim possible personal Injury and property tlamage. For general gultlance regoroing me fobecatlon. storage, tlelNery, etec8on antl bracing of vusses antl buss systems, seeANSUD'It Cue CmrrM, DBE-0g end EC61 Buldlnp Campo..., y14. 6904 Pelke East BNtl. sObty Infennelbrnvolloble ham imss Plate Institute, 218 N. Lee sheet, Suite"2, Alexondrlo, VA 22 Tampa, FL 33610 b Truss Truss Typa Cty Ply LOT 25/2 WATERSTONE 54657 r B12 Roof Spatial 1 1 Job Reference o tional Builders FimtSoums (clam crry, rL1, ream ary, rL- aaour, 1-9 3.00 12 &B LOADING (psi) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 7.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 ' Rep Stress Incr VES We 0.96 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 7-8:2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 5x6 = 5x8 = 2x4 11 OEFL in (loc). I/defl L/d PLATES Vert(LL) 0.6613-14 >673 240 MT20 Vert(CT) -0.77 13-14 >578 180 Horz CT) 0.40 9 n/a n/a Scale=1:70.2 1.5xB STP= 6x8 = GRIP 244/190 Weight: 219 to FT=20% BRACING - TOP CHORDStructural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at Ill 4-12 2 Rows at 113 pts 7-9 REACTIONS. (Ib/size) 9=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=324(LC 12) Max Uplift 9=-782(LC 12), 2_ 868(LC 12) FORCES. IN) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=44184/2860, 3-4=-3884/2591, 4-5=-1895/1368, 5-6=-1892/1382, 6-7=-2046/1387, 8-9=-233/289 BOT CHORD 2-14=-2819/4155, 13-14=-2838/4173, 12-13=-2420/3563, 11-12--1209/1861, 10-11=-1359/2082,9-10=-1356/2086 WEBS 3-13=607/448,4-13=-1241/2035,4-12=-2419/1704,5-12= 822/1306,6-12=-322/256, 7-11=-425/276,7-10=0/291,7-9— 2287/1496 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsG h=25ft; B=45N; Ir40ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2.8-0, Interior(1) 2-8-0 to 18-6-0, Exterfor(2) 186-0 to 226-0, Interior(1) 22-6-0 to 36-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=782,2=868. 9) This truss design requires that a minimum of 7/16' structu ral wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrack be applied directly to the bottom chord. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 QwARNwa- veritydaegnparemeierrand READNOTESONTNISANDINCLUDEDMWEKREF ANCEPAGEMIP74"J v. feN.Yf015BEFOREUSE Design for with Maek® connectors. ih6 design 6 based Only upon parameters shown and is for an IndNldual building component, not - valid use only a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT61C Is always required for stability end to prevent collapse win possible personal injury and property domage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, seeANSVr911 Cuall CrIl DSB-09 and SCSI Building Component 69N Parke East BNtl. Safety rnrasma6nrcivallable from Truss Rote Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type 2254657 B13 ::]7QtyplyAJLOTATERSTONET19448360 Roof Special ce o tonal Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 72020 MIT ex Industries, Inc. t ue Feb 1a Tdaa.au coca rage t ¢ ID:GZkZSXBELONJdjX577WskQzGxTm-BzFuGssBV41 GyIIOeNx_6TUfoc90nhg9s7aryr4twD l- 6-6-0 12-5-12 18-fi-0 l 24-0-0 12fi-5-8 30-7-5 3188-0 3.2 _ _ 7 �1-0-0 fi-6-0 5-11-12 60-0 5-10.0 2-1-8 4-1-13 1-1-i 63-4 5.6 = 3x8 3.00 12 5x8 = 3x4 = 1.5xa$TP= 6xe = Scale =1:71.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.87 Vert(LL) 0.65 14-15 >679 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.75 14-15 >592 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.96 Horz(CT) 0.38 10 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 222 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 10-12: 2x4 SP No.1 WEBS 1 Row at midpl 4-13, 6-10 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=391(ILC 12) Max Uplift 10=-791(LID 12). 2=-859(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23--4484/2902, 34=-3883/2637, 4-5=-1896/1369, 5-6=-1892/1382, 6-7=-1997/1368, 7-8=-1925/1260 BOT CHORD 2-15=-2926/4201, 14-15=-2946/4219, 13-14=-2533/3605, 12-13=1257/1859, 11-12= 1276/1942,. 10-11=-818A132 WEBS 3-14=-602/443,4-14=-1295/2058,4-13=-2442J1757,5-13=-823/1306,6-13=-316/231, 7-12=-478/163,7-11=-622/590,8-10=-1592/1179,8-11=-637/1144 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; B=451h L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1)2-8-0 to 18-6-0, Exledor(2) 18-6-0 to 22-6-0, Interior(1) 22-6-0 to 36-10-4 zone;C-C for members and torten&. MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) ' This Was has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD = 10.Opst. 6) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 10=791, 2=859. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No,39380 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 O WARNWG- Vedry design parameters and BEAD NOTES ON MIS AND INCLUDED MmEK REFERANCE PAGEMIN47.e rev. famiamr,15 BEFORE USE. ��- Design valid for use only with Meek® connectors. This design Is based only upon perameters shown and Is for an IndMdual budding component, not a truss system. Before use. the building designer must verity the appllcabelty of design parameters and properly Incorporate tNs design Into the overall building desgn. Bracing Indicated is to prevent buckling of lndlvldualtrue web and/or chord members only. Addltlonal temporary and permanent bracing WOW 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 busses and truss systems, seeANSVrRI Quality CdNlb, DSB49 and BCS1 Building Component 69N Parke East Blvd. Safely Informalbnovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610' Truss Truss Type - Ply LOT 2512 WATERSTONE T79448361 rJob 54657 314 Root Special �Oty 1 1 Jab Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567. 5.6 = Scale=1:70.2 3.00 12 5x8 = 2xx4 II 1.5x8 STP= 3xe 6 6x6 = 12-6-0 18 -6-0 30-75 37-0--0660 I f- 6-0-0 .8 5-100 64--3 P0 6406-6.0 Plate Offsets (X Y) f2 0 2 9 0 1 81 f3:0-3-0 03-01 111-0-5-4 0-2-81 113:0-4-0 0-3-41 - LOADING (psf) SPACING- 2-" CSI. -DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.66 13-14 >670 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7513-14 >593 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.96 Horz(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 221 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-13:2x4 SP M 31 WEBS 1 Row at midpt 4-12.7-9 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=453(LC 12) Max Uplift 9=-802(LC 12). 2=-849(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4530/2937, 3-4=3884/2675, 4-5=-1894/1367, 5-6--A88811379, 6-7=-1804/1259 BOT CHORD 2-14=-3022/4262, 13-14- 3042/4281, 12-13=-2633/3678,11-12=-1289/1856, 10-11=-801/1164, 9-10=-801/1164 WEBS 3A3=-592/441,4-13=-1341/2094,4-12=-2479/1803.5-12=-815/1313, 6-12=-314/185, - 6-11=-988/837,7-9=-1644/1129, 7-11=-651/921, 7-10=0/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--6.0pst h=25f ; B=451p L--lOh; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intenor(1) 2-8-0 to 18-6-0; Exterior(2) 18-6-0 to 22-6-0, Interior(1) 22-6-0 to 36-104 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water.ponding. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=802, 2=849. - 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord arid 112' gypsum sheetrock beiapplied directly to the bottom chord. Thomas A. Alban PE No.39390 MTek USA, Inc. FL Cert 6634 6904 Parke East Blyd. Tampa FL 33610 Dale: February 18,2020 Jab Truss Truss Type Qty Ply LOT 25/2WATERSTONE T19448362 2254657 B15 Roof Special 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:58:43 2020 Scale =1:70.9 5x6 = _ __ 5 2x4 II 3.60 12 5x8 = 2x4 11 1.5x8 STP = 3x8 fix8 = 6-fi-0 72-fi-0 '18-6-0 22-&8 24-0-0 30-7-5 30 -0 36.8-0 0 06-3.5 11 s.. Plate Offsets (X Y)-- 12:0-1-2 0-0-71 13:0-3-0 0-3-01 112:0-5-4 0-2-81 f14:0-4-00-3-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.65 14-15 >673 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.7314-15 >603 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.38 10 ri n/a BCDL 10.0 Code FBC20171TP12014 Matriz-AS Weight: 236 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except" 2-14: 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13, 8-10, 8-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=515(LC 12) Max Uplift 10=-807(LC 12), 2=-830(LC 12) Max Grav 10=1387(LC 17), 2=1426(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=4543/2934, 3-4=-3882/2676, 4-5=-1861/1337, 5-6=-1806(1365, 6-7=-1518/1088, 7-8=-1523/1093 BOT CHORD 2-15=-3084/4258, 14-15=-3103/4277, 13-14=-2698/3675, 12-13=-1283/1765, 11-12=-672/980, 10-11=-672/980 WEBS 3-14_ 591/435, 4-14=-1372/2092, 4-13=-2476/1840, 5-13=-844/1322, 6-13=-283/186, 7-12=-267/285,8-10=-1553/1062,8-12=-645/883, 8-11=0/335, 6-12=-738/601 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mphf TCDL=4.2psf; BCDL=6.Opsf; h=25fti B=45tt; L=40h; eave=5ft; Cat. 11; Exp Q Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0to t-8-0, Interior(1) 2-8-0 to 18-", Extedor(2) 18-e-0 to 22-5-8, Interior(1) 22-5-8 to 36-6-4 zone;C'C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 2 SYP No.2-crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value usingANSVrPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift. at joint(s) except at=lb) 10=807, 2=830. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albanl PE No.39380 MTek USA, Inc. FL Con 6834 6904 Parka East Blvd. Tampa FL 33610 Date:. February 18,2020 Q WARNING -Verify design mwin fem.nd READ NOTES ON MIS AND INCLUDED MGEKREPERANCE PAGE Md14T3 rev. 10103 lS BEFORE USE. Design valid for use only with MBekg connectors. IDIs design Is based only upon parameters shown. antl Is for an Individual building component, not a truss system. Before use. the building designer must verify the appllcobYtiy of design parameters and properly Incomorote the design into the overall building design. Bracing Indicated is to prevent buoding of lndivldual hum web and/or chord members only. Addhonal temporary and permanent bracing MTek• 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 hum systems. seeANSVIP11 Quality Canada, DSB49 and 801 Building Component 69M Pa*e East Blvd. Bahty Mfolmatlotgvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 russ Type Oty ply LOT 25/2 WATERSTONE T19448363 rJob 4 557::� �S�R oof Special 1 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL. 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:58.44 2020 Page 1 ID:GZhZSXBELDNJdjXs77 W skOzGxTm-41UO6EVCZJMRt2BtDOwHJfLIDYpjYYlndY35czjtw9 2069 -1d-0 sss 1zs-12 t]sa. rasa zone z44s ao-]-s aseo 1-1-0 6aa S1t.12 47 16a 1. s. b1aE 835 11 ea-0 Scale = 1:68.2 b Sx8 = 6x8. = 3.4 = 5x8 = 2x4 11 =nn R-7 - 5 is m m 7ca 8 Se 9 3x8 3.00 12 Sze = 2.4 II I,Sx8 STP= 6,03 = 20l 65a 12&a 1]-0a. 10d 20-00 24-<-0 30.]-5 - 30b-0 36Ba ssa _F sue 1 aaa 11G 11s 651 ras o0 11 sea h Plate Offsets (X Y)- [2:0-1-2 0-0-7][3:0.3-00-3-0] [5:0-1-12 0-3-0] [8:OA-0 0-3-01 [72:0-5-4 0-2-8] [15:0-4-00-3-8] - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) 'Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.64 15-16 >686 240 MT20 2441190 TCDL 7.0 Lumber DOL '1.25 BC 0.73 Vert(CT) -0.7115-16 >619 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.37 10 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matd%-A$ Weight: 2541b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-6:.2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SPM 31 WEBS 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3 REACTIONS. (lb/size) 10=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=577(LC 12) Max Uplift 10=-820(LC 12). 2=-816(LC 12) Max Gran, 10=1422(LC 17),2=1458(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 9-10,4-14,7-12,8-101 FORCES. (lb) -Max. Comp./Max. Ten.. -All forces250 ill or less except when shown. TOP CHORD 2-3=-4632J3027,3-4=-3972/2759,4-5=-2140/1530,5-6=-1710/1281, 6-7=-1709/1278, 7-8=1377/1003 BOT CHORD 2-16=-3231/4296, 15-16=-3253/4316, 14-15=-2829/3698, 13-14- 1607/1980, 12-13- 102611411,11-12=-610/886, 10-11=-610/886 WEBS 3-15=-605/451, 4-15=-1449/2102,4-14= 234511802,7-12=-896/825, 8-10=-1524/1048, 8-12=-651/840, 8-11=0/354, 7-13= 580/700,5-14=-882/1290,6,13=-246/274, 5-13=-517/462 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10;:Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: B=45ft; L=4011; eave=5h; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Intedor(1) 2-8-0 to 17-0-0, Exterior(2) 17-" to 21-0-0, Interior(1) 21-0-0 to 36-6-4 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 1O.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=1b). 10=820,2=816. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA; Inc, FL Cott 6634 6904 Parke East Blvd, Tampa FL 33610. Date: February 18,2020 0 WANNLVG- Verify di Vgri aremetara and BEAD NOTES ON THMANDWCLUDWMIFEKHEFEBANCEPAGEMU]4]3ree 10,53¢015BEFOREUSE Design valid for use only wIM MlrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not ��' a no%system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into Poe 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 INury and property damage. For general guidance regarding the fabrlcal storage. delivery, section and bracing of trusses and Muss systems seaANSVIPit Quo�B�. CrBedo, DSB49 antl SCSI Building Component 69M Parke East Blvd. bisav Safety Informatallable from Truss Plate Institute. 218 N. Lee street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610' Job Truss Truss Type Ply LOT 25/2 WATERSTONE T19448364 22 44657 B17 Half Hip �Oty 1 1 Job Reference (optional) Builders Fi StSource (•rant uty, ry, rrem ury, rL- oaaor, d 3x12 MT20HS 5x6 = 6.00 F12 3x4 = 2x4 II 5x8 = . 91 22 723 8 24 Scale =1$7.0 2x4 11 3.00 12 5x8 = 2x4 11 6x8 = V, LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Vde9 Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.88 Ved(LL) 0.61 14-15 >723 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.6914-15 >638 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [net YES WB 0:86 Horz(CT) 0.34 10 Na n/a Weight:228 He FT=20% BCDL 10.0 .Code FBC2017ITP12014 Matrix -AS LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Stmcturel wood sheathing directly applied, except end vedicals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 1 Row at midpt 9-10, 6-12, 8-12, a-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1350/0-3-8, 2=1425/0-e-0 Max Horz 2=529(LC 12) Max Uplift 10=-81 O(LC 12), 2=-827(LC 12) Max Gmv 10=1393(LC 17), 2=1443(LC 17) FORCES. (lb) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4571/3217, 3-4=.3877/2906, 4-5=-2627/2013, 5-6=-2349/1845, 6-7=-1482/1096, 7-11-1485/1101 BOTCHORD 2-15=-3381/4227, 14-15=-3406/4242, 13-14=-2849/3473,12-13=-1464/1881, 11-12=-691/975, 10-11=-691/975 WEBS 3-14=-642/469, 4r14=-1539/1968,5-13=-679/995, 6-13=-589/737, 6-12=-8041766, 8-12=-649/858,8-11=0/330,8-10=-154611095,4-13=-2011/1771 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=6.Opsf; h=250; B=45ft; L--lOft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 15-0-0, Exterior(2) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 36-64 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water-ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with anyother live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _ will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s)2 considers parallel to grain value using,ANSVTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding WO lb uplift at joint(s) except Qt=lb) 10=810, 2=827. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directlyto the top chord and 1/2' gypsum Thomas A Alban! PE No.3938D sheetrock be applied directly to the bottom chord. MTek USA, Inc. FL Celt 6834 6904 Parka East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNWG-Verlly deslanparsmeIns and READ NOTES ONTHIS ANOWCLUDED MOEKREIF ANCE PAGEMI4T47a rev. faN.Y1.158EF0RE USE Deagn volltl for use oNy calm MRelsm conne0MrS. ih6 design 0 based Only upon pgramet.n shown. antl k for an Ind Mdugl building component, not a inns system. Before use, A. bulltling tlesign.r must verify me opplicobllity of deslgn parameters and propery incorporate iNs tledgn Into me overall bWltling tlesign. Bradng Indicated lsto prevenibuckling of lndivltlual huss web and/or chortl members only. Atltllllonai temporaryantl permanent bracing MiTek' Is always required for stoblllN antl to prevent collapse with poss101e personal Injury antl property tlomoge. For general guidance re0prtling me fobriconon, storage, tl.1Nery. e.....n antl bracing of trusses antl truss systems, seeAN61/IPD GDOIIBByy GM1rb. D66A9 and aC6i 6aldhp Component 6904 Parke Eest BNtl. Tampa, FL 33610 sabry Mbrmatbrra<.,Job,. from Truss Plot. Institute, 218, Lee ".at. Suite 312 Alexandria. VA 22314. Job Truss Truss Type Oty Ply LOT 25/2 WATERSTONE T19448365 2254657 318 Halt Hip 1 1 Job Reference (optional) _ Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:58:47 2020 Page 1 3x12 MT20HS s 6x12 MT20HS 4 6.00 12 Scale = 1:65.7 3.4 = 5x8 = 2x4 11 4x6 = 3.00 Fl2 5x6 = 5x8 - 3x6 11 1g -0 18-8-0 24-4-0 30-G0 38-6-0 12-6.0 &2-0' S-8-0' 6-&0 6-2.0 Plate Offsets (X Y)- [2:0-0-10 Edge][3:0-3-00-3-01 [4:0-7-15 0-1-131 16:0-2-12 0-3-01 [13:0-6-0 0-3-41 LOADING (psQ SPACING- 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.60 13-14 >725 240 MT20 2441100 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Ved(CT) -0.68 13-14 >642 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.88 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-AS Weight: 212 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP.M 31 WEBS 2x4 SP.No.3 BRACING - TOP CHORD'. .Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 8-9,6-10.8-10 REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Form 2=467(LC 12) Max Uplift 9= 798(LC 12),.2=-839(LC 12) Max Grav 9=1359(LC 17), 2=1426(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-4492/3298, 3A---3813/2867, 4-5=-3160/2573, 5-6=-2432/1831, 6-7=-1073/776, 7-8=-1073/776, 8-9=-1294/1019 BOT CHORD 2-14=-3395/4140, 13-14=-3422/4161, 12-13=-1898/2521, 11-12=-1295/1767, 10-11=-1250/1700 WEBS 3-13=-673/616, 4-13= 856/1352, 5-13=-858/901,5-12=-723,752, 6-12=-785/987, 6-11= 314/373,6-10=-915/692,7-10=-358/419, 8-10= 1129/1565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=166mph'(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25h; B=45tt; L=40fi; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.18: MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 13-", Extedor(2) 13-0-0 to 18-8-0, Interior(l) 18-8-0 to 36-6-4 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates,are MT20 plates unless otherwise indicated. 5) 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, with BCDL=. 10.0psf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100.lb uplift at joint(s) except Ut=lb) _ 9=798, 2=839. 10) This truss design, requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Carl 6834 6904 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 Truss Truss Type Oty Ply LOT 25/2 WATERSTONE T79448366 F2254657 B19 Half Hip 1 1 Joo Reference o tional nnn EARnL rndue4:ee Inr• T,m Pcb 1R 15'SRt412020 Pace T BUllders rlrS1000 cu tr,ariwiry. r-I. r.o,.. v„y, w d Scale: 3/16'=1' 5x6 — 3z4 516 3xfi = 2x4 11 = — e 3x6 2x4 3xB = 4x6 = 3z4 = 3x6 = 3x4 =. 6x8 =. LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) -Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) 0.25 12-14 >999 240 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.86 Ven(CT) -0.50 12-14 >877 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.64 HOrz(CT) 0.12 9 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 202 In FT=20% LUMBER- :BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 7.9 REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Hom 2=405(LC 12) Max Uplift 9=-785(LC 12), 2=-851(LC 12) Max Gmv 9=1365(LC 17), 2=1462(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or lass except when shown. TOP CHORD 2-3=-2657/1768,3-4=-2239/1537,4-5=-1989/1483,5-6=-2271/1557,6-7=-1716/1141 BOT CHORD_ 2-15=-1897/2399, 14-15=-1897/2399, 12-14=-1673/2287, 10-12=-1473/2089, 9-10=-933/1288 WEBS 3-14=488/480, 4-14=-307/700, 5-14=-536/329, 5-12_ 85/252, 6-12=-153/332, 6-10=-695/607,.7-10--451/931, 7-9=-1689/1245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--6.Opsf; h=251t1 B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(l) 2-8.0 to 11-", Extedor(2) 11-0-0 to 16.7-14, Interior(1) 16-7-14 to 36-6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi 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 bottomchord and any other members, with BCDL= IO.Opsf. - 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to. bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 9=785, 2=851. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.3938D MTek USA, Inc. FL Cent 6634 6904 Parka East Blvd. Tampa FL 33610 Date: February 18,2020 ,&WARNING -Verity design perdmerere and REAO NOTES ON MIS AND INCLUDED MNEKREFERANCE PAGE M67413re¢1111 0150EFORE USE Design valid for use only with MBeM connectors. This design B based only upon parameters shown and Is for an Individual bWEing component, not a 4us system. Before use, the building designer must verity the oppllcabriN of design parameters and properly Incorporate this design Into the overall building degn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing Mire k' Is always required for stability, and to prevent collapse Wth possible personal Injury and property damage. For general guldonce regarding the 6904 Parke fast Blvd. fabrication storage, delNery, erectlon and brodng of masses and truss systems seeANSUlyl1 Quality Cdbdo, DSBA9 and BCSI Building Component Tampa, FL 33810 Safey Informo8ornvaliable from Truss Plate Insiltute. 218 N. We Street. Suite 312 Alexandria, VA 22314. Truss Type Ply LOT 25/2 WATERSTONE T19446367 r2254:65-17��� Jack-Open 6 1 Job Reference (optional) Builders FUSISource (clam idly, ty, rlam Glly, l-l.- JUbb/, ax inuusnes, nm. i ue Fee m LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lop). Udell L/d TCLL 20.0 Plate G I DOL 1.25 TC 0.38 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 HOtz(CT) 0.00 4 We rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-Wechanical, 2=1518/0-8-0, 4=-15/Mechanical Max Hoe 2=91(LC12) Max Uplift 3=-3(LC 1), 2= 226(LC 12). 4=-15(LC 1) Max Grav 3=23(LC 12),2=158(LC 1), 4=51(LC 12) FORCES. (lb) - Max. Comp./Max.'Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.5 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Gt=lb) 2=226. Thomas A. Albeit PE No.39388 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WANNWG.Vedlydeslgnparamelersand READNOMS ON TNISAND INCLUDED MREKREFERANCEPAGE10M17470env. 1403Q015BEFORE USE. Design valid for use only Win MTeWconnectars. Ihu design Is based only upon porometersshown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify. We applicability of design parameters and properly Incorporate the design Into the overall building design. Bracing Indicated is to buckling of Indidual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and vue systems, seeANsi Guam CMeM, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infommlbrgvollable from rruss Plate Institute. 21 O N. Lee street, Suite 312. Alexandria. VA 21114. Tampa, FL 33610 Job Truss Type Ply LOT 25/2 WATERSTONE T19448368 2254677:�=C Jack -Open 4 1 Jab Reference (optional) Builders Firsisource friant uly, rL1, marl Ull IL- seoor, U o.eru s rau. r ID:GZkZSXBELDNJdjXs77WskGzGxTm-uusgNHzNZ9HrggWLEU7KWavUodIS7SMd9Z?NIGzjtw3 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too). I/dell L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.38 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 5 >999 '180 BOLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00, 4 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MP LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=- Mechanical, 2=158/0-3-0, 4=-15/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4=-23(LC 17) Max Grav 3=17(LC 12), 2=158(LC 1), 4=37(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -Ali forces 250 g1d) or less except when shown Scale =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% Structural wood sheathing directly applied or 0-11-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=6.Opsf; h=251t B=45ft; L=40fb eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1Q MWFRS (directional) and C-C Comer(3) zone; porch left elposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 4) Bearings are assumed to be: Joint 3 SYP I crashing capacity of565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 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 joints) 3, 4 except (it=lb) 2=246. Thomas A Albert PE No.39380 MTeS USA, Ina FL Cert 6634 - _ 6904 Parke East Blvd. Tampa FL 33610 Date: February' 18,2020 . AWARNING -Wnfpdeslgnpsrame&hs.d REAONOrES ON MIS AND INCLUDEDAIREKREFERANCE PAGE MT-74"hv. 10,0301015 BEFORE USE. Design valid for use only wim Mgek0 connectors. This design Is based only upon porometersshown, and Is for on IndNltlual builtling component not �'- a muss system. Before use, the building designer must verify ire 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' - Isalwaysrequlredforstabilltyendtoprevent. collapse with possible personal injury and property damage. For general guidance regarding the fabrlcaeon, storage. delivery, erection and bracing of trusses and truss systems, seeAN51/IPII GualBv CMnb, DSB-89 and SCSI Buldhlp Component - 6904 Parka East Blvd. Sal Infamtaf lmovailobie from Truss Plate Institute, 218 N. Lee Street Suite 312: Aiexontlrlo. VA 22 14. - Tampa. FL a3610' Job - Truss Truss Type - y ply LOT 25/2 WATERSTONE T79448369 2254657 C3 Jack -Open 6 1 Job Reference Api Builders mrstbource trlam u.ny. rr-i, ID:GZkZSXBELDNJdj%s77WskOzG:Tm-N5P2ad 7KTPim_4XnBeZ3oRfVi5lsvcnODlxri7jtW2 -1-4-0 2-11-4 1-4.0 2-11-0 Scale = 1:12.7 2-11-4. Plate Offsets (X V) [2:01 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr ' YES Code FBC2017/TP12014 CSI. TC 0.38 BC 0.10 WB 0.00 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 4-7 4.7 3 Vdefl >999 >999 We Ld 240 180 n/a PLATES GRIP MT20 244/190 WeiOht:121b FT=20% LUMBER - TOP CHORD 2x4SP No.2 BOTCHORD 2x4.SPNo.2 REACTIONS. (Ib/size) 3=60/Mechanioa1, 2=195/0-8-0, 4=30/Mechanical Max Holz 2=152(LC 12) Max Uplift 3=-62(LC 12), 2= 183(LC 12) Max Grav 3=70(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max ComplMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45N; L=40ft; Save=4f1; Cat. 11; Exp C; Encl., GCpj=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown;: Lumber DOL=1.60 plate grip DOL=1.60 - 2) This truss has been designedfor a 10.0 pat bottom chord live load nonconcument with any other live loads. 3)' This truss has been.designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except (jt=1b) 2=183. Thomas A Alban! PE No:39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020. 0 WARNING -Verifydesf ri,aremefersaod READ NOTES ON TNISANUWCLUDEUUff KREFFAANCEPAGEMIP74J re% 14AM1,2015BEFORE USE • Design valid for use only with MdeldDconnectors. This, design is based only upon parameters shown, and Is for an Individual building component not 7 this design Into the overall a truss system. Before use, the building deslgner must verity the applicability of all parameters and properly.. building design. Bracing Indicated is to prevent buckling of iir ltluol 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 andpropertydamage. For general gultlonce regarding the fobricoflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality C11bdo; DSB4l9 and BCSI Building Component 6904 Pare Ent Blvd. SabM Infoena6onavoiloble from Truss pate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Thus Type Ply STOIIE LO�Referen� .. T19448370 F2254657 C3P Jack -Open 4 1 Jabional Builders Vita urce tI'lam clry, I-L), nand LAry, I-L- aaebr, a.zau s rep r aam mu ea nmusnies, ina. I UU FeU 10 w.UQ.o4 464V Faye ID:GZkZSXBELDNJdjXs77WskQzGxTm-rHzQnz?e4mYZOBfkLv9ob?_gIROObMswctUUN94twl Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.38 Vert(LL) 0.02 4.7 >999 240 - MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horl -0.00 3 n1a ale BCDL 10.0 .Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Gmv 3=62(LC 17). 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Camer(3) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 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) - 2=245. Thomas A Albani PE No.38380 - MTsk USA, Inc. FL Cert19634 6SU Parke East Blvd. Tampa FL 33610 Date: February 18,2020 O WARNING- VeritydesignpammeremanJREADNOTES ONTNISANDWCLUDEDMrrEKREFERANCEPAGEM/74" ev. 1R232015BEFOREVSE Design valid for use only with MTekO connectors. rhis design Is based only upon parameters shown, and Is for on indMduat building component, not a truss system. Before use the building designer must verify the opplicobllity, of design parameters and properly Incorporate Mis design Into the overall building design. Feeling Indicated is to buckling of Individual fruo web and/or chord members only. Addhlonal temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricator. storage, delivery, erection and bracing of trusses and truss systems see fllylPll Quality Cmnlo, DSB•89 and SCSI building Component 6904 Parke East Blvd. Safety lnfarmalbrpvalloble from Truss Rate Institute. 218 N. Lee street, Suite 312, AIexandrw, VA 22314, Tampa, FL 33610 Truss Truss Type LOT 25/2:WATERSTONE �61 T19448371 Flob 7 CS Jack -Open Job Reference o tional Builders FrstSource (Plant City, FL), Plant City, FL-33567, 3x4 = B.240 s Feb 7 2020 MITek Industries, Inc. t ue Feb TB 13:68:52 2020 rage 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-rHzOnz7e4mYZOBfkLv9ob7,psRLebMswctUUN94twl Scale = 1:17.6 4.11.4 Plate Offsets (X Y)-- [2:0-14 0-0-21 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.48 Ven(LL) 0.06 4-7 >999 240 W20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 18lb FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Here 2=214(LC 12) Max Uplift 3=-128(LC 12). 2=-196(LC 12) Max Gmv 3=133(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been: designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for Imes to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 3=128, 2=196. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart B634 $904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING- Verlrydeslgnparemefersaird READNOTESON THIS AND MCLUDED MNENREFERANCEPAGEMIF74M rev. fe2asNO1SBEFOREUSE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not ��- a truss system. Before use. Me building designer must verify me applicability of design parameters and properly Incorporate thb design Into Me overall building design. Bracing Indicated is to buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MITek' prevent Is always required for stability and to prevent collapse with possible personcl injury and property damage. For general guidance regarding the fabrication storage, dellvery, erection and bracing of busses and truss systems. seeANSVIPiI Quality CrI DSB49 and BCSI Builtlhp Component 69 W Parka Ent Blvd. Safety mformationavollable from Truss Plate InsBtute, 218 N. We Street. Suite 31 Z Alexandda. VA 22314. Tampa, FL 33610 Typo y Ply LOT 25/2:WATERSTONE T19448372 F225746_9�7:�CCS�P�J.Csk�( pen 4 t Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL- 30557, 8.240 a Feb r 2020 mu ex inuusmee, n iu. rue _ _ Scale = 1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vde6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.13 4-7 >434 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ven(CT) 0.12 4-7 >495 180. BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4'SP No.2 TOP CHORD. Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-3-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-145(LC 12), 2=.900(1_C 12), 4=-81(LC 12) Max Grav 3=120(LC 17). 2=262(LC 1).4=86(LC 3) FORCES. (lb) - Max. Comp,/Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25Q; B=45ff; L=408; eave=611; Cat. II; Exp C; Encl.,GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-10-8 zone; pomh left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 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 Ito uplift at joints) 4 except (jt=11a) 3=145, 2=300. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. e- Thomas A Al6anl PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING. Ver/fycf egnparameters antl BEAD NOTES ON TNISANO INCLUDED MI EKREFERANCEPAGEMIP74M rev. 1GOV2015BEIDRE USE Designvalltl for M99M connectors. iNscesign lsbased only upon parometersshown. and isforan Individual bunding companentnot ��• use aNywlth a truss system. Before use. the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MOW Is 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, seeANSI/IPI1 Cua11M Criteria. bSi and BCS1 BWdhp Component 69N Parke East Blvd. Safety mformafbw nollable from Tuts Plate Ins huts. 218 N. Lee Street Suite 312. Alexondrla. VA 22 14. Tampa, FL 33610 Joh Truss Truss Type Oly Ply LOT 25/2 WATERSTONE T7944B373 2254657 D03 COMMON 7 1 Job Reference (optional) Builders FirstBource (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:58:55 2020 5xB = Scale=1:36.5 uze — usr — azr 3z4 = 3z4 = LOADING ftl TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS Pxb SP N0.3 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 REACTIONS. (lb/size) 2=92310-8-0, 6=923/0-8-0 Max Hoa 2= 233(LC 10) Max Uplift 2=-593(LC 12), 6=-593(LC 12) CSI. DEFL. in (100) 'de"Ud PLATES TC 0.89 Vert(LL) 0.36 8-10 >672 240 MT20 BC 0.64 Vert(CT) -0.28 B-10 >851 180 WB 0.45 Horz(CT) -0.04 6 Na Na Matrix -AS Weight: 95 lb BRACING - TOP CHORD .Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-162611979, 3-4=-1431/1770, 4-5=-1431/1770, 5-fi=-1626/1979 BOT CHORD 2-10=-1621/1517, 8-10=-814/900, 6-8=-1642/1427 WEBS 4-8=-594/598,5-8=-335/602,4-10=-594/598,3-10=-334/603 NOTES- 1) Unbalanced roof live loads have been considered for this. design. 2) Wind: ASCE 7-10; Vull60mph 13-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45ft; L=40tt; eave=4N; Cat. II; Exp C; Encl., GCpl=0:18; MWFRS (directional) and C-C Comer(3)-1-4-0to 2-8-0, Exterior(2) 2-8-0 to 10-0-0, Comer(3) 10-0-0 to 14-0-0, Extedor(2) 14-" to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=593, 6=593. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetmck be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate1ncrease=125 Uniform Loads (plQ Vert: 1-4=-54, 4-7=-54, 10-11=-20, 8-10=-50, 8-14=-20 GRIP 2441190 FT=20% Thomas A Albani PE No.39380 li USA, Inc, FL Cert6634 6904 Parke East Blvd. Tampa FL 33610, Date: February 18,2020 0WARNING -Veritydaegnjur meters andREADNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEMIL747arev.1ND34016BEFOREUSE Design void for use only with MneM connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��, a Muss alth system. Before use. the building designer must verify e oppllcablllry of design parameters and properly Incorporate m6 design Into me overall building design, Bracing Indicated u to prevent buckling of lndi ltlual trues web and/or chord members only. Additional temporary and permanent bracing is always required for stablilty and to prevent collapse with possible personal injury and property damage, For general guldance regarding the fabrication. storage. calvary, erection and bracing of trusses and truss systems, seeANSUIPll Cuollty CdMrlo, DSO-89 and OCSI OuldhD Component Safety InfommtbrWollobie Mom Truss Plate Institute, 218 N. We Street. Suite 312 Alexandria, VA 22314. MiTek' 69N Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type y Ply LOT 25/2 WATERSTONE T19448374 2254657 D04 Common Supported Gable 1 1 Job Reference (optional) Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:58:56 2020 4x6 = a 54 = Scale = 1:36.3 Ib Plate Offsets(XY)-- [2:0-2-O,Edae] 110:0-2-0Edge1114:0-3-00-3-01 LOADING (pso SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ved(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ven(CT) 0.01 11 n/r 120 BCLL 0.0 Rep Stress lncr YES WE 0.12 Horz(CT) 0.01 10 n/a r✓a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 2=-233(LC 10) 'Max Uplift All uplift 10016 or less atjoint(s) 17,13 except 2=-199(LC 12), 16=-121(LC 12), 18=-182(LC 12), 14=-121(LC 12),12=-182(LC 12),10=-199(LC 12) Max Grav All reactions 250 Its or less at joint(s) 2, 15, 16, 17, 14, 13. 10 except 18=315(LC 17), 12=315(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-90/278, 5-6=-115/382, 6-7=115/390, 7-8=-77/286 WEBS 5-16=-146/359, 3-18=-22af4l 1, 7-14=-144/359, 9-12=-227/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=40h; eave=2tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 10-0-0, Comer(3) 10-0-0 to 14-0-0,'Exterior(2) 14-0-0 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nomlal to the face), see Standard Industry Gable, End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-" oc. 7) This truss has been designed for a 10.0 psf bottomchordlive 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) Lumber designated with a °P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 17, 13 except Ut=lb) 2=199, 16=121, 18=182, 14=121, 12=182, 10=199. Thomas A Albani PE No.39380 61iTek USA, Inc. FL Cert 6634 69H Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING. V dfydesl9nparemeteraaad READ NOTES ON MIS ANDINCLUDEDMITEKNEFEMNCEPAGEMl474M.. MV34?CISaEFOREUSE Design valid for use only with M6ek® connectors. This design b based oNy upon parameters shown. and is for on Indlvlduol balding component, not �'- a truss system. Before use, the building designer must verify the applicability, of design parameters and property Incorporate tr s design Into the overall building design. Brocing intllcated Is to prevent buckling of lndivdual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of busses and buss systems, meAN3VIPIl Quolm6yy Cr@�do, DSB.59 and Ill Bu9ding Component 6904 Parke East Blvd. SafetSafetyNlarmalbrnvallabie Inc. Truss Plate Institute, 218 N. Lee Sheet, Sulfa 312, Alexantltla. VA 22314. lamp., FL 33610 Job Truss Truss Type - Oty Ply LOT 25/2:WATERSTONE T19448375 2254657 E7 Jack -Open Truss 28 1 Job Reference o tional arnmers rrrssaaurce lrr ... 1.1y, ry, rre..I �11y, r uuaar, 1.5x8 STP B.44u s reo I zuzu ml I elkInausuri mc. I ue reo 1 e 1J:oo:o, LUeu rage 1 ID:GZkZSXBELDNJdjXs77VJskDzGxTm-BFNrg3mvJArVvYhBSlzl3hadSz7Gd5fm9CF1 Mzjtvy Scale =1.23.7 . Plate Offsets (X,Y)-- f2:0-4-12,0-1-121 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (roc)/deft L/d PLATES_ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.21 4-6 >388 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.19 4-6 >439 .180 BCLL 0.0 ' Rep Stress lnor YES WE 0.00 Horz(CT) -0.00 4 File File. - BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 301b FT=20% LUMBER - TOP CHORD 2x4SP No.1 BOT CHORD 2x6 SP No.2 REACTIONS. (Ib/size) 3=147/Mechanical, 2=336/0-8-0; 4=102/Mechanical Max Horz 2=280(LC 12) Max Uplift 3--189(LC 12), 2=367(LC 12), 4=-144(LC 12) Max Grav 3=16117), 2=336(LC 1).4=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD -Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NDTES- 1) Wind: ASIDE-7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L-40h; eave=4ft; Cat.. II; ExPC; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Extenor(2) 2-8-0 to 6-114 zone; porch left exposedC-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOI--1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all. areas where a rectangle 3-6-0 tall by2-" wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi, 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 joints) except at=lb) 3=189, 2=367, 4=144. . 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Atbahi PE No.30380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date:. February 18,2020 AWARNING -Veri deslgnperamefemardREAD NOTES ONTHISAND INCLUDED fail REFERANCEPAGE MIFT47 hs¢ 1"JAV15 BEFORE USE Design valid for use only with MBek® connectors. This design 6 based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the. bullding designer must verify the applicobllity of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Fri Uuss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to preventcollopse wdh possible personal injury and property damage. For general guidance regarding Me fabrication, storage,delivery, erection and bracing of Russel antl truss systems, seeANSV1P11 Quality CBNria, DSM9 and Best Building Component 6904 Parke fast Blvd. Safety Infomsalknovallable from Truss Plate Institute. 218 N. We Street, Suite 31Z Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type p(y ply LOT�WATERST�DNET79448376 2254657 E7P JACK -OPEN TRUSS 4 1Job Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MITek Industries, Inc. Tue Feb 1813:58:58 2020 Page 1 I D:BmoBOY4kHbDgaVsegg8NcuzGCXk-fRLh204Cgcli637ui9GCrG EINsJE?4Lp?pxoZozjtvx 4-4-10 7-0.0 7-40 4410 2-7-6 -� Scale=1:22.6 TITO LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plata Grip DOL 1.25 TC 0.79 Vert(LL) 0.21 4-6 >388 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.19 4-6 >439 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -AS Weight: 301to FF 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=147/Mechanical, 2=33610-3-8, 4=102/Mechanical Max Horz 2=280(LC 12) Max Uplift 3=-189(LC 12), 2=-367(LC 12), 4=-144(LC 12) Max Grav 3=163(LC 17), 2=336(LC 1), 4=138(LC 3) FORCES. (Ib) -:Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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 (jt=lb) 3=189, 2=367, 4=144. 7) This truss design requires that a minimum of 7/16°.structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Carl 6634 6904 Padre East Blvd. Tampa FL 33610. Date: February 18,2020 Job Truss Truss Type Oy Ply LOT 25/2 WATERSTONE T19448377 2254657 F01 COMMON 3 1 Joh Reference (optiona0 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:58:59 2020 Page 1 ID:GZkZSXBEL0NJdjXs77WskDzGxTm.Bdu3FM41 RwO7kDi4FtnROUnO8GilkNtyDThM6F4tvw �-1-I 13 61N 2--7-2 38.0 1" 14&V4 1-0155-0 25-3 I 6-15 ELI 1,10, m d 4x6 = &00 12 Scale=1:60.9 3x4 = 1.5z8 STP= 3x4 = 3x4 = 3x4 = 3x4 = 3x4 — Sx6 = 6-11-13 8-11-13 I --11-4 14p0 19B2 338- 63036117 3 5-2 6--1-] ~ m ld Plate Offsets(XY)-- [2:0-0-BEdgel [4:03-003-0]{6:0-3-00-3-0] [8:0-03,Edge] [73:03-003-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac), Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.13 14-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.12 10-12 >999 180 BCLL 0.0 ' Rep Stress Mar YES W B 0.62 Horz(CT) 0.01 8 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 1841b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD .Structural woad sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13,.4-14 REACTIONS. (lb/size) 2=1753/03-8, 13=1639/0-8-0, 8=639/0-8-0 Max Harz 2=-374(LC 10) Max Uplift 2=-1048(LC 12), 13=-1327(LC 12), 8=-390(LC12) Max Grav 2=1821(LC 21), 13=1639(LC 1). 8=748(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-432/665, 3-4=-2741602, 4-5=-292/578, 5-6=-384/197, 6-7= 982/382; 7-8=-1131/431 BOT CHORD 2.14= 524/365, 13-14= 367/429, 12-13=-218/542, 10-12=0/427, 8-10=-239/972 WEBS 5-12=-403/817, 6-12— 605/553, 6-10=-269/549, 7-10=-342/367, 5-13=-1099/824, 4-13=-525/879, 4-14— 1023/484, 3-14=-325(422 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second dust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1A-0 to 2-8-0, Intedor(1) 2-8-0 to 16-10-0. Exterior(2) 16-10-0 to 20-10-0, Interior(l).20-10-0 to 35-0-0 zone; parch left elposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat 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 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) All bearings are assumad to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 2=1048, 13=1327, 8=390. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1436lbdown and 621 lb up at -0-3-4 on top 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: 1-5=-54, 5-9=-54, 15-18=-20 Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Ced 6634 Stilt Parke East Blvd. Tampa FL 33610 Date:. February 18,202C Q WARNING- VSHlydea19npammelersond HEAD NOTES ON MX AND INCLUDED MTTEKREFERANCEPAGEMW4Mns . 14=20156EFOHE USE Design valid for use only with MreM connectors. This design 4 owed only upon parameters shown and b for an Inc Mdual building component, not a truss system. Before use, the building designer must ve* the oppliaabilly, of design parameters and propery Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stabIlly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricall storage. calvary, erection and bracing of trusses and truss systems, seeANSIM11 Qua" tyy Of do, DS549 and BCSI Mddhp Component Safety mformatbaya niioble from Truss Plate Institute, 218 N. Lee Street Sulfa 31Z Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ply Ply LOT�WATERtSTONIET19448377 2254657 F01 COMMON 3 1Job nal Builders FirsilSource (Plant City, I-L), Prom City, rL- 3s551, 8.24U s reb / LULU MI I ex Inouslnes, inc. i ue red 3a 3J:*mDr, euzu rage e ID:GZkZSXBELDNJdjXs77WskpzGxTm-Bdu3FM41 RwQZkDi4FtnROUnOSGilkNtyDThM6Fzjtvw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-1396(B) Q WARNING - Verify design pa.Wrsand READ NOTES ON MIS AND INCLUDED MIFEKREMANCE PAGEMIP7415 rev. 141132015 BEFORE USE. Design valid for use onlywifh MTek® connectors. Mrs design is bored only upon parameters shown, and B for an Indivitlual building component not a truss system. Before use. the. building designer munuverry Me applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is olwaysrequlred for stability and to previse llapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of husses and Truss systems, seeANSVIPII CuaIM9 Cdfedo, V5349 and BCSI Buldhp Component 69M Parke East Blvd.. Safely Nlormallolxrvolloble from Truss Plate Institute, 218 N. Lee Street, Suite.312, Mexontlria VA 223314, Tampa, FL 33610 OtY Ply�JbF ATERSTONE T79448378 ;2254;657�:�Fe2�G�A�BLE 1 ce (optional) Builders FirstSource (Plant City, FL), Plant City, FL 33567, 8.240 a Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:59:01 2020 Scale =1:65.2 3.4 II 4.6 = 6.00 rl2 3z4 = 3x4 = 1.5xB STP = 3x4 = 3x4 = 3z4 = 3x4 = 3z4 = 6x8 = fi6--1111--13-11-4 140 98B-1122 ~-3 I 3-3--- fi-17-13 111-7 183 l Plate Offsets (X,Y)- f2:0-0-4,0-Ml f4:0-3-0,0-3-01. (5:0-1-12,0-1-81. (6:0-3-0,03-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ved(LL) 0.13 15-40 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.12 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES We 0.62 Horz(CT) 0.01 8 We We BCDL 10.0 Code FBC20171-rP12014 Matrix -AS Weight: 258 lb FT=20% LUMBER - TOP CHORD' 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP.No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS IRow at midpt 5-13.4-15 REACTIONS.. (lb/size) 2=357/0-3-8, 13=1639/0-8-0, 8=639/0-8-0 Max Hom 2=374(LC 11) Max Uplift 2=513(LC 12), 13=-1327(LC 12), 8=-390(LC 12) Max Grav 2=424(LC 21), 13=1639(LC 1), 8=748(LC 18) FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-433/665, 3-0=-2741602, 4-5=-292/578, 5-6=3B4/197, 6-7=-983/382, 7-8=-1132/431 BOT CHORD 2-16— 524/365, 13-15= 367/429, 12-13= 216/542, 10-12=0/427, 8-10=-239/972 WEBS 5-12=-403/818, 6-12=-605/553, 6-1D=-269/549, 7-10=-342/367, 5-13=-1098/824, 4-13=-525/879, 4-15=-1023/4B4,3-15=-326/422 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=6.Opst; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 16-10-0, Exterior(2) 16-10-0 to 20-10-0, Interior(l) 20-10-0 to 35-0-0 zone; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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 fall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=513, 13=1327, 8=390. 10) This truss design requires that minimum of 7/16• structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MiTek USA, Inc, FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Truss Thus Type Oty Ply LOT 25/2 WATERSTONE F2546 T19448379 57 H7 DiagorW Hip Girder 3 1 Job Reference (notional) oullaers rrrsusource Lriara City, FL), rate ury, rL- ddabf, 8.240 S Feb 72020 MI I eK mammas, Inc. I us Feb 18 13:59:02 202U 30 = Scale = 1:22.0 410-4 4-1 1-0 0-1-8 -- LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Hom(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43 lb. FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purms. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=146/10echanical, 2=402/0-11-5, 6=297/Mechanical Max Ham 2=278(LO 8) Mar Uplift 4=-172(LC 8), 2=-465(LC 8), 6=-298(LC 8) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-684/673 BOT CHORD 2-7=-762/653, 6-7=-762/653 WEBS 3-7=-122/263,3-6={93/808 NOTES- 1) Wind:.ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40f; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2crushing capacity of565 psi. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 4=172, 2=465, 6=298. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 It, down and 52 lb up at 1-5-12, 37 lb down and 52 lb up at 1-5-12, 6 lb down and 821b up at 4-3-11, 6.lb down and 821b up at 4-3-11. and 45 lb down and 129lb up at 7-1-10, and 45 lb down and 1291b up at 7-1-10 on top chord, and 37 Ib up at 1-5-12, 371b up at 1-5-12, 6 lb down and 56 lb up at 4-3-11, 6 It, down and 56 It, up at 4-3-11, and 34 lb down and 80 lb up at 7-1-10, and 34 lb down and 80 Ib up at 7-1-10 on bottom chord. The designtselection 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 (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=105(F=52, B=52) 12=-4(F— 2, B=-2) 13=-90(F=45, 13=45) 14=35(F=17, B=17) 15=-12(F=-6, B= 6) 16=-47(F=-24, B= 24) Thomas A Nbani PE N09380 kL7ek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 QwARNmo-Vedyydeslgnparametersand READ NOTES ON THIS AND INCLUOEDUMEKREFERANCEPAGENIP14]3m¢ 10Da2015BEFOREUSE valid for use only with MRek®conneciors, rink design Is based any upon parameters shown, and 6 form Individual burding component not a Wa system. Before roe. Me. bulding designer mustverify Me OpplicOblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual muss web and/or chord members only. Additional temporary and parchment bracing always required for stability and to prevent collapse with posslbla personal Injury and properly damage. For generol guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see,ARSM11 Quality CMeM, D3849 and SCSI Building Component Safety Infarmationovcgatale from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alesandria, VA 22314, Wit MOW6 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply LOT 25/2 WATERSTONE T19448380 2254657 H7P Diagonal Hip Girder 2 1 Job Reference o tional Builders FirstSoume (Plant City, FL), Plant Dity, FL- 33567, 8.240e Feb 72020 MiTek Industries, Inc. Tue Feb 1B 13:59:03 2020 Page 1 ID:GZkZSXBELONJdjxs77WskOzGxTm-OP8a5k7XV9w?Dq?rUjsNYJAD15pgEiY84fZF04tvs Scale=1:22.2 fg . 3x4 = ' 5-2-5 9A0-13 5.2-5 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.08 6-7 >999 100 BCLL 0.0 Rep Stress lncr NO We 0.44 Hom(CT) 0.01 5 isle n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 431to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 4=127/Mechanica1, 2=598/0-4-15,'5--39alMechanical Max Horz 2=278(LC 8) Max Uplift 4=-130(LC 8). 2=-414(LC 8), 5=-192(LC 8) FORCES.. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 23=-939/373 BOT CHORD 2-7=-506/861, 6-7=-506/861 WEBS 3-7=-3/318, 3-6=-935/549 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40tt; eave=4tt; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except at=lb) 4=130, 2=414, 5=192 6) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 5 Ib down and 3 lb up at 1-4-11, and 561b down and 32 Ib up at 4-2-10, and 100 Ib down and 561b up at 7-0-9 on top chord, and 141b down and 8 Ib up at 1-4-11, and 44 lb down and 251b up at 4-2-10,and 74 lb down and 42 lb up at 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) seell loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: ll=-5(F) 12— 56(F) 13=-100(F) 14=-14(F) 15=-44(F) 16=-74(F) Thomas A Albani PE No.39360 MiTek USA, Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,202f OWARNING-Irerltydeaism,coemetereen✓READ NOTES ON TN ANDINCLUUEDMREKREFERANCEPAGEm67vitae. lNa'Y2015BEFOREUSE Design volid for use only with MReM connectors. fib design Is based only upon parameters shown antl Is for an Inc Mduol building component, not a truss system, Before use. Me building designer must verity Me applicabllity, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible personal Injury and properly tlomage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tress systems seeANSVrplr Qua0Crtl�M; DSB-89 and SCSI Building Component 69N Parke East Blvd. Safetymlolmalbnwoiloble from Truss Plate InstiMe, 218 N. Lee Sheaf, Suite 312 Alexontlda VA 22114. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 2512 WATERSTONE T79448387 2254657 L05. Hip Truss 1 1 Job Reference (optional) aallaers himbource {ream rnry, rL), ream ury, rl--au=ar, B.z4u s rep I xvzu mu ex I a IJ:ba:Ub zuzU P 4x6 = 4 4xB = 5 46 = '3x4 = 4x6 = 3x4 = Axis = Seale =1:37.1 4 I$ 9-0-0 2-0-0 9-0.0 LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.47 9-17 >511 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.39 9-17 >617 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.31 Horz(CT) -0.04 7 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 95 lb 'FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=812/0-4-0, 7=812/04-0 Max Horz 2=-213(LC 10) Max Uplift 2=-960(LC 12), 7=-960(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (lb) -. Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/2628, 3-4=-981/2183, 4-5=-828/2048, 5-6=-981/2183, 6-7=-1271/2628 BOT CHORD 2-11=--P257/1121, 9-11=4604/828, 7-9=-2254/1121 WEBS 3-11=„3581747,4-11=-770/285,5-9=-769/285,6-9=-358(748 NOTES- 1) Unbalanced mof.live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Comer(3) -14-0 to 2-8-0, Extehor(2) 2-8-0 to 21-4-0mne; porch left and right elposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of20.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 jolnt(s) except (jt=lb) 2=960, 7=960. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 86M 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING-Ved/ydesign parameters and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMD7473mv I&V32VISSEFOREUSE. - Design volld for use only with MifakO cannectors. This design is based only upon parametersshawn and Is far on Individual bLgdhg component. not a M1uss Wsfem. Before use, me building designer mustverlfy the applicability of design Parameters antl properly Incorporate fhb design into the overall bullding design. Bracing Indicated is to prevent bucWing oflndNlduol Truss web and/or chord members only. Addiflonal temporory and pemonent bracing M!Tek' B always required for stability and to prevent collapse with possible personal lglury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of tenses and inns Systems WeANSUIPII Cue CRnb, DS349 and 1101 SuldbS Component 69U Palle East Blvd. Sooty Infovoatbmvplloble from Truss Plate Institute, 218 N. Lee street, Suite 312: Alexondda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 25/2 WATERSTONE T19448362 2254657 L06 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567. Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:59:06 2020 Erl- a 5x8 = Scale=1:36.9 3xfi = 3x8 = 4x6 = 3x4 = 3.6 = LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2'Except` 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/0-4-0, 7=1566/0-4-0 Max Hom 2= 172(LC 23) Max. Uplift 2=-1626(LC 8), 7- 1642(LC 8) CSL DEFL. in (Joe) Vdefl Ud PLATES TC 1.00 Vert(LL) 0.37 9-11 >653 240 MT20 BC 0.92 Vert(CT) 0.29 9-11 >838 180 WB 0.30 HoR(CT) -0.10 7 n/a r/a Matrix -MS Weight: 98 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 3-4-3 oc bracing. FORCES. (Ib) -Max Comp./Max. Ten. -Aft forces 250 (lb) Or less except when shown. TOP CHORD 2-3=-2929/2909,3-4=-2764/2791,4-5=-2483/2591,5-6=-2796/2826, 6-7=-2961/2945 BOT CHORD 2-11=-2471/2580, 9-11=-2340/2510, 7-9=-2503/2609 WEBS 3-11=302/381, 4-11= 685/781, 5-9=E65/772, 6-9=-304/381 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25h; B=45B; L=40h; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurent 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-M 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 jolnt(s) except 61=1b) 2=1626, 7=1642. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 Its down and 214 lb up at 7-0-0. 164 Its down and 2051b up at 9-0-12, and 154 lb down and 205lb up at 10-11-4, and 221 Its down and 379 lb up at 13-0-0 on top chord, and 4521b down and 281 Ib up at 7-0-0, 98 Ib down: and 121 Its up at 9-0-12, and 98 Ib down and 121 Its up at 10-11-0, and 4521b down and 28116 up at 12-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 53=-64; 12-15=20 Concentrated Loads (Ib) Vert: 4_ 93(B) 5= 144(B) 11=452(B) 9=452e) 18=-93(B) 19=-93(B) 20=-82(B) 21=-82(B) GRIP 244/190 FT=20% Thomas A Alban! PE No.39380 Iii USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 O WARNING.Verify des/9n lninteferaend READ NOTES ON MIS AND INCLUDED MREIritus IANCEPAGEMIF74mrsy. 10112015BEFOREUSE Design volltl for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a has system. Before use, the building designer must verify the apecablllty of design parameters and properly incorporate INS design Into the overall building tlesign. Bracing indicated is to prevent buckling of lntlMtlual truss web and/or chard 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 fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, WOPUISVIPII Gui Criteria, 03049 and BCSI Building Component Safety htlermplbmvo0oble from Truss Plate Imtlium, 218 N. Lee Sheet Butte 312. Alexandria, VA 22314, .MiTek 69M Palle East Blvd. Tampa, R 33610 Symbols PLATE LOCATION AND ORIENTATION 9/4 Center plate on joint unless x y offsets are Indicated. Dimensions are In ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q��For�4 x 2 orientation, locate plaes 0-1na from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available In MRek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing. only. Industry Standards: ANSI/TPII: 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 dimensions (Draw (Drawings not t ftsc sixteenths (Drawings not to state) 0 c a U U O t- JOINTS ARE GENERALLY NUMBEREDA.ETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE: LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 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 ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights. Reserved A 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 SCSI. 2. Truss bracing must be designed:by an engineer. For wide truss spacing, Individual lateral braces themselves mayrequire bracing, or alternative Tor I bracing should be considered. 3.. Never exceed the design loading shown and never 'stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/IPI, 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unlessexpressly 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 comber 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. Mill 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. M iTe k® 20 Design assumes manufacture In accordance with ANSI/TPI T Quality Criterla. Mr-ek Engineering Reference Sheet: MII-7473 rev. 10/03/2015