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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 rlo=D Altamonte Springs, Florida 01 P: (321)972-04911F:(321)97272-04841 E:info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES February 21, 2020 Building Department Ref: Adams Homes Lot: Lot 20 Blk 2 Sec Subdivision: Fort Pierce - Waterston Address: 8220 Amalfi Cir. Model: 2265 A RHG 3CF KA # 20-1409 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 2/18120 2254651 160 C Joaquin Velez 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. ���uulln�i If you have any questions, please do`vgDt�e�si@���� Sincerely, j S .9 a A,0 9 i • 8�864 N �. n S c NG�N,��. Carl A. Brown, P.E. Luis Pb4t�s, P.E. FL. # 56126 FL. # 87864 2/21 /2020 Todd M. Bom, P.E. FL.# 82126 "Doing Business with a Service Mindset and an Eye for Detail" MISSION IPA►�� iMENEM 1���` ■I�i ���P�� MISSION 1 i11■ ■I�i ill■ ■Ili �ill■ ■lei I ..■•.. Mills Mill ,-- ills ■1■i mill ��/ 1 �II■ ■1!i / ■1l�L�____, ill■ I � ■1� ,, r I •- 5 '� �' �� ill■■ . In IN ■1l��I 1■ 1■ CONNECTORS SCHEDULE ROOF TRUSS 04DII MODEL ROOF UPLIFT SYM 0 A' LUS24 / JU524 895 / 83S 490 /510 6 A HTU26 / THD26 3600 / U70 1555 / 2330 +w 0 B HTU28/THD20 4680/5040 2140/2330 +u 0 C. HTU262/THD26-2 MM 13366 2175/2340 /u 0 D HTU28.2 / TH028-2 4680 16005 3485 / 2696 ie 0 E HGUS2E2IT DH26-2 532016US 2155/2340 �u 0 F HGUS28.2 / THDH28-2 7460/8026 3235/3330 1u 0 G HGUS2&3/TH1)1126a 6230/6US 2155/23411 lG 0 H HGUS2841/T11ON28J 7"017835 3235/4370 lw 0 1 J 1 THASR-L29 / 910D / 8990 4095 / 070 4 u 32 1 1 3X8NOP Hatch Legend 11'-0" BRG HGHT =8'-0" BRG HGHT REVI 10'-0' BRG HGHT ❑ REVISEANDRESUM ❑ REVIEWED WITH NOTATIOM8 ❑ NOT REVIEWED (SEE E)RMTIaaj Corrections or oommwft 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 and satisfacto manner. FLORIDA DESIGN SOLUTIONS, I Date 2'1 By Subm ttal Bo. PnljecI No. project E g. Project Name vvs.0 o•oimna r: n n. •ro rnu�c swon.o uwmu soe On+w ra.+�auwAanwrmoereinge BEARING BLOCK REGIR+F PII BLAB DETAILS PF RE000180 UPUFT AND GRAVRY REACTOS WAPMNG BeckchoM.. Ml Not Be Acca486 ,go"-o1 Faun WMow?4P Noeficoti0n By Custom:r WOun0 Hours And Investigation By Bulidem Rmt Soun t NO EXECPRONB ROOFPRCH: U12 CEILING PRCH: W12 TOPCHORDSRE: 2X4 BOTTOM CHORD Ste: 2 X 4 OVERHANG LENGTH: 16" END CUn Plumb CANRLEV — TRUSS SPACING: W BUILDING CODE MC2017 Lumber design valare in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2254651 -LOT 20/2 WATERSTONE MiTek USA, Inc. / 6904 Parke East Blvd. •u Site Information: m TT a F 33610-4115 Customer Info: Adams Homes Port St Lucie Project Name: 2254651 Model: 226� /� 3Gi Lot/Block: 20/2 Subdivision: Waterstone-St Lucie County Address: 8220 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: FBC2017/TPI2014 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 54 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. R.'. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# T19441 Truss Name Date A A2 A4 B7 B9 B11 B13 B15 B17 B19 B21 C1 cis civ C3 C3S C3V C5 C5v D7 D9 D11 8/20 No. Seal# 23 T19445782 24 T19445783 25 T19445784 26 T19445785 27 T19445786 28 T19445787 29 T19445788 30 T19445789 31 T19445790 32 T19445791 33 T19445792 34 T19445793 35 T19445794 36 T19445795 37 T19445796 38 T19445797 39 T19445798 40 T19445799 41 T19445800 42 T19445801 43 T19445802 44 T19445803 Truss Name Date 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021 IMPORTANT NOTE: The seal on these truss component designs is a cenification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 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 Joair applicability of the design parameters or the designs for any particular building. Before use, Will the building designer should verify applicability of design parameters and property 6904 incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. Date: �Ir tprll IN VF��00 E..S CFl 8182 A E OF O 1 O DN PE No.6 182 c. Fl. Ce 6634 st Blvd: oa Fl. 33610 February 18,2020 Velez, Joaquin 1 of 2 w RE: 2254651 -LOT 20/2 WATERSTONE Site Information: Customer Info: Adams Homes Port St Lucie Project Name: 2254651 Model: 2265 A 3C Lot/Block: 20/2 Subdivision: Waterstone-St Lucie County Address: 8220 Amalfi Cir., . City: Fort Pierce State: FL No. Seal# Truss Name Date 45 T19445804 H5 2/18/20 46 T19445805 H7 2118/20 47 T19445806 HN 2/18/20 48 T19445807 K01 2118/20 49 T19445808 K02 2/18/20 50 T19445809 M 2/18/20 51 T19445810 M3 2/18/20 52 T19445811 PB 2/18/20 53 T19445812 PB1 2/18/20 54 T19445813 R2 2/18/20 A 2of2 Job Tress Truss Type Oty Ply LOT 202 WATERSTONE � T19445760 2254651 A Piggyback Base Truss 5 7 Job Reference o lional enT,-1. _.I I,,, --wee., o.49u a reu / LVLa ml I uK muu]trie , aiu. 1 uv rvu is IL:1 I:ad CUCU race 1 7 S ale: 1/8'=I' Sx6 i 26 r6 x8 = 29 Sx6 B 6.00 12 5 2x4 V 2,4 II 9 C 4 2x4 �� 1.5xB STP = d 3 30 1.5x8 STP = 1414. 25 75x8II at 1 2 16 15 31 32 14 33 13 34 12 Irdv o ass = 4x6 = ass - 3x6 = 3x4 = 3.6 = 8-11-0 il8 3x6 i 6x8 = 5-2-12 8-9-88-11-0 15.3-73 25-6-0 33.7-0 42-7-8 5-2-12 3-6-120- -8 fi-0-13 10-4-3 7-11.0 Plate Offsets (X,Y)-- [2:0-2-9,0-1-81, [5i0-3-0,0-3-41, [6:0-3-8,0-2-41 [7:0.3-0 0-2-01 [8:0-3-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Veri(LL) 0.43 18-21 >244 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ven(CT) 0.32 18-21 >333 180 BCLL 0.0 - Rep Stress Incr YES We 0.82 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 234 lb 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. 10-13,13-15: 2x4 SP No.1 WEBS 1 Row at midpt 5-17,6-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=387/0-8-0, 10=1324/0-7-8, 18=15B9/0-3-0 Max Horz 2=376(LC 11) Max Uplift 2=-444(LC 12). 10- 672(LC 12), 18=-838(LC 12) Max Gmv 2=391(LC 21), 10=1385(LC 18). 18=1634(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-381/382, 3-4=306/357, 4-5=-271/335, 5-6=-1403/984, 6-7=-1358/1008, 7-B=-1549/1022,B-9=-2225/1256, 9-10=-2408/1307 BOTCHORD 2-1B=-350/244, 16-17=-510/1178, 14-16=-412/1245, 12-14=-788/1692, 10-12=-1033/2094 WEBS 5-17=-1781/809, 5-16=0/344, 6-14=94/426, 7-14=-216/447, B-14=-656/475, B-12=-143/493,9-12=-332/297,17-18=-1502/646,3-18=-318/453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.IS; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 21-0-0, Extedor(2) 21-0-0 to 25-2-15, Interior(1) 25-2-15 to 25-8-0, Extedor(2) 25-8-0 to 29-10-15, Interior(1) 29-10-15 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 18 SYP No.2 crushing capacity of 565 psi, Joint 10 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 joints) except (jt=lb) 2=444, 10=672, 18=838. 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. A Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 O WARNIIVisdlydas/gaperemelersend READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEM67413rae teNY1015REFOREUSE x Design valid for use only with Weds connectors. The design Is based only upon paameters shown. and Is for on Individual buildho component, not a truss system. Before use, the buildil designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Intllvidual truss web and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAN9AFII Ca Criteria. D3849 and SCSI Building Component informatbsgvcllabie from Truss Plot. Institute, 218 N. Lee Street. Suite 31Z A1excntlrlo, VA 22 14. MiTek' 69N Parke East Blvd.Suety Tampa, FL 33610 Job Truss Thus Type aY Ply LOT 202 WATERSTONE !, r T19445761 2254651 A2 Pi Piggyback Base Taus t 1 Job Reference (optional) Builders FirstSourc9 (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 72020 MiTek Industries, Inc. Tue Feb 18 12:11:58 2020 6.00 12 5x6 = 5x8 = Scale =1:80.0 528 629 3xB II 3.6 = 3.6 11 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 1.26 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.74 BC 0.93 WB 0.76 Matrix -AS DEFL. Ve all Veri Hom(CT) in (too) Vde9 Ud 0.23 17-20 >353 240 -0.58 13-15 >735 180 0.09 9 n1a n/a PLATES GRIP MT20 244/190 Weight: 230 lb 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. 9-12,12-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-16, 5-13 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=299/0-8-0, 9=1405104-0, 17=1596/0-3-8 Max Horz 2=376(LC 11) Max Uplift 2=338(LC 12), 9=-701(LC 12), 17=-842(LC 12) Max Grant 2=301(LC 21), 9=1456(LC 18), 17=1660(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-365/380, 34=-272/294, 4-5=-1738/l104, 5-6=-1441/1049, 6-7=-1644/1069, 7-8=-2237/1256,8-9=-2402/1297 BOT CHORD 15-16=-683/1657, 13-15=470/1419, 11-13= 810/1740, 9-11=-1009/2065 WEBS 4-16=-2028/872,4-15=-81/281, 5-15=-134/394, 5-13— 86/337, 6-13=-244/514, 7-13=-613/454,7-11=-93/404,B-11=-259/250,16-17=-1668/909,3-16=402/433 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=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 21-0-0, Extedor(2) 21-0-0 to 25-2-15, Interior(l) 25-2-15 to 25-e-0, Exterior(2) 25-8-0 to 29-10-15, Interior(1) 29-10-15 to 44-0-0 zone; porch left exposed;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 nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0pst. 6) Bearings are assumed to be: , Joint 17 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 (t=lb) 2=338, 9=701, 17=842. 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. Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING -Vanity deslge Perametwa.dREADNOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMILTt7atex. lavacre16BEFOREUSE s Design valid for use only will MBekO connectors. This tlesign Is based only upon parameters shown, and Is for an individual building component, not a M1uss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ��' building design. Wooing lndlcoted is to prevent buckling of lndAdualtruss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII Cua®Y Cdbns. DSB-89 and BCSI Building Component Safety Infoena rionavoilabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandra, iVA 22 14. Beat Parke East 11W. Tampa, FL 33610 Join Truss Type Oly Ply LOT 20/2 WATERSTONE Tms 4 T79445762 2254651 PIGGYBACK BASE TRUSS 1x 1 Job Reference (aura ap ^��•� • ••�•�---•-- v ••-••• -•v. •ter. ^• �••n �-�++��. 0.44e s reD I zu2u All eK industries, Inc. I ue FEU 16 12:11:59 2020 ID:6gDIDH2OVegl NklsxoNemzyuULB-8u5loRs8K_hG4mGMxottKdlgNVhWmu_yeWen Sx6 = _ ' 6.00 12 Sxfi 530 631 a Scale=1:78.5 21 -- 3xB = 2x4 II 13 /2 11 3x6.= 3x6 II 2x4 II 6x3 = 2xa = 2x4 II 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 0.67 BC 0.84 WB 0.79 Matrix -AS DEFL. Vert(LL) Vert(CT) Hom(CT) in floc) Well Ud -0.22 15-16 >999 240 -0.3715-16 >999 180 0.14 11 We n/a PLATES GRIP MT20 244/190 Weight: 275 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. Except: 7-15: 2x4 SP No.3 5-9-0oc bracing: 14-15 WEBS 2x4 SP No.3 6-0-0 oc bracing: 7-15 WEBS 1 Row at midpt 4-16, 6-16 JOINTS 1 Brace at Jqs): 14 REACTIONS. (Ib/size) 2=263/0-8-0, 21=1601/0-3-0, 11=1438/0-3-8 Max Hom 2=486(LC 11) Max Uplift 2=-355(LC 12), 21=-766(LC 12), 11— 739(LC 12) Max Grav, 2=266(LC 21), 21=1634(LC 17), 11=1438(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-490/431, 3-4=1979/1115, 4-5=-1649/1065, 5-6=-1387/1064, 6-7=-1911/1355, 7-8=-1933/1162,8-9=-2457/1316,9-11=-1381/992 BOT CHORD 16-18=-824/1828, 15-16=-523/1412, 14-15=4031/2144, 7-15=353/422 WEBS 3-18=-836/1831,4-16=-403/320, 5-16=-114/429; 6-15=-494/857, 8-15=-579/381, 9-14=-1018/2079,19-21=-1638/935,3-19=-1582/964 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vull 60mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=241i eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -"-0 to 1-8-0, Interior(i) 1-8-0 to 21-0-0, Extedor(2) 21-0-0 to 25-2-15, Intedor(1) 25-2-15 to 25-8-0, Eldenor(2) 25-8-0 to 29A0-15, Interior(1) 29-10-15 to 44-0-0 zone; end vertical right exposed; porch left exposed;C-C for members and forces 8 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 21 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=355.21=766, 11=739. 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. ti Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING. Viv9ydes19npemme1erseed READNOTES ON TNISANDINCLUDED MIIEKREFERANCEPAGEMIF747amv. iNAa20r5aEFORE USE. . 0.sgn valid for use Oniy Wth MRek®corm loo. This design is based only upon parameters mown, and is for an lndMdual building component not a muss system. Before use, the building designer must vertly Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Addiflonal temporary and permanent bracing Is always required for stability and to prevent coliapse with possible personal hlury and properly damage. For general guidance regarding ma MiTek- fabrication, storage, delivery, erector, and bracing of trusses and truss systems sseAN3U1911 QuaCriteria. OS889 and 1101 Building Component SatNy Nformatbmvollable from Truss Plate Institute. 218 N. Lee Steep Suite 312, VA 22 14. 6904 Parke East BNd. Metantlrlo. Tampa, FL 33610 Jab Truss Truss Type Ply LOT 202WATERSTONE 4 Fir T19445763 2254651 B7 HIPTRUSS 2 Job Reference (optional) vunaers nrawmce IFlaa uuy, FL). Flan 1.ny, rr_- Jaoof, d:L4U5 Yea /'LULU MI I eK Mc USmeS, Inc. I Ue FeD 1B 1L:12:092020 Paget Sx6 = 5xB = 2x4 II sea = i = s.aD 1z sxe= 4 27 28 5 29 30 31 32 336 34 35 36 737 38 39 40 41 842 43 44 9 20 45 46 19 111 48 49 50" 51 4.6 = axis 3xe M72011S= sea = 2x4 II 52 53 5416 55 56 57 15 Axis = 3x6 11 Scale - 1:84.8 20 = 10 m 1.5xB STP= o d 11121q `� 3.50 12 Axis )-0-0 135b I 194042 2642 32-9-9 382A2 39-1-11 46e-0 I �1' .�a I„ � I I Plate Offsets (X,Y)-- f4:0-3-0,0-2-01. [5:0-4-0,0-3-0], [7:0-3-0,0-0-01. (9:0-6-0,0-2-8), f11:0-1-O;Edge1.117:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (led) ti Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.72 Ven(LL) 0.29 17-19 >999 240 MT20 2441190 TCDL 7.0. Lumber DOL 1.25 BC 0.98 Vert(CT) -0.4417-19 >914 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WE 0.94 Horz(CT) 0.10 15 n1a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 470111 FT=20% LUMBER - TOP CHORb 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 8-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2307/0-8-0, 15=3691/0-3-0, 11=814/0-8-0 Max Harz 2=-154(LC 6) Max Uplift 2- 1001(LC 8). 15=-1453(LC 8). 11=-403(LC 8) BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 4-8-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4560/1833,34=4415/1765,4-5=-3994/1646,5-6=-5495/2330, 6-7=-5518/2348, 7-8=-0760/1653,8-9=-144/468,9-10=-2146/684, 10-11=-2329/872 BOT CHORD 2-20=-1510/4029, 19-20=-2097/5559, 17-19=2097/5559, 16-17=-1447/3826, 14-15=-3466/1410,8-14=-2638/1271, 13-14=-456/2266,11-13= 678/2220 WEBS 3-20=-261/140,4-20=-419/1479, 5-20=-1797/797, 5-19=0/462, 6-17=-642/503, 7-17=-75211933,7-16=-1606/914,8-16=-1691/4400,9-13=-98/1132,10-13=-463/219, 9-14=-28041772 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=151t; B=45ff; L=24ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-01 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 11 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) 2=1001, 15=1453, 11=403. w Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18.2020 ,&WARNING. Verily design parameters and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGEhli rev, 10NSaO1SBEFOREUSE x Design valid for use only with Meek®connectors. This design is based only upon parometers shown. and is for an individual building component, not a Muss system. Before use, the building designer must ved 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 Is always required for stability and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the fobrlcation. storage, delivery, erection and bracing of trusses and buss systems sasANSVIPIf Q,g` Creedal. DSB49 and BCSI Bu1dFp Component Safety NfomraNnrKrvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 11714. ��- MIT61C 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type LOT 20/2 WATERSTONEI T79445763 2254651 B7 HIP TRUSS F 2 � Job Reference o tional Emmons rrtssauurce (nun City, FL), nam Cary, rL - aaati/, 6.240 s FED 7 2020 MI I ek mammas, Inc. Tue Feb 18 12:12:09 2020 Page 2 NOTES- ID:6gDIOH2OVeglNkl sxoNemzyuULB-rpi4us_Pz3yrHJ1 HXu2DkklWxLtjsHdSFBxA8n2jvU4 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 100 lb up at 7-0-0. 871b down and 108 Ito up at 9-0-12, 87 Its down and 108 lb up at 11-0-12, 87 lb down and 108 lb up at 13.0-12, 87 Ib down and 108 lb up at 15-0-12, 871b down and 108 lb up at 17-0-12, 87 lb down and 108 lb up at 19-0-12, 87 Ito down and 108 lb up at 21-0-12. 87 Its down and 108 Ito up at 23-0-12, 87 lb down and 108 lb up at 23-7-4, 87 lb down and 108 lb up at 25.7-4, 87 Ib down and 108 lb up at 27-7-4, 87 It, down and 108 lb up at 29-7-4, 87 Ib down and 108 lb up at 31-7-4, 115lb down and 118 lb up at 35-7-4, and 115 It, down and 1181b up at 37-7-4, and 179 Ib down and 198 lb up at 39-M On top chord, and 364 Ib down and 85 It, up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 Ito down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12, 65 lb down at 23-0-12, 651b down at 23-7-4. 65 Ito down at 25-7-4, 65 lb down at 27-7-4, 65 lb down at 29-7-4, 65 It, down at 31-7-4. 121 lb down and 1131b up at 33-7-8, 53 lb down at 35-74, and 83 Ib riown at 37-7-4, and 424 lb down and 72 lb up at 39-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4=-54, 4-9=-54, 9-12- 54, 15-21=-20, 13-14=-20, 13-24=-20 Concentrated Loads (Ib) Vert: 4=-125(F) 15=121(F) 20=-364(F) 9=-179(F) 27=-87(F) 28=-87(F) 29=87(F) 30- 87(F) 31=87(F) 33=-87(F) 34=-87(F) 35=-87(F) 36=-87(F) 37=-67(F) 38=-B7(F) 40=-87(F) 41=-87(F) 43=-115(F) 44=-115(F) 45=-40(F) 46=-40(F) 47=-40(F) 48=40(F) 49=-40(F) 50=-00(F) 51=-40(F) 52=-40(F) 53=-40(F) 54=-40(F) 55=-00(F) 56=-40(F) 57=-40(F) 58=-61(F) 59=-61(F) 60=A24(F) QWARNING. Verify design peramet...md READ NOTES ON MIS AND MCLUDEDMFTEK REFERANCEPAGEM 74TJrev. iaAaQatgaEFOREUSE • Design valid for use only wim MTeI9 connectors. This design Is based aNy upon parameters el and 8 for an Individual buildng component, not a truss system. Before use, Me building designer must verity The applicablllry, of design parameters and properly incorporate this design Into the overall building design, Bracing Indi0ated is to prevent bucldIng of bdMdual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldanceregarding the recreation, storage. dellvery, ereclion and bracing of Trusses and truss systems, seeANSl71Pll Quist Bayy Crtlnb. DS549 and SCSI Building Component Safety Infoena6unovolloble from Truss Plate Institute, 238 N. Lee Street Sulfa 312. Neeondrlo, VA 22314. 6904 Parke East aNd. Tampa, FL 335f 18 Jab Truss Truss Type Oty Ply LOT 20/2 WATERSTONE 4 T19445764 2254651 B9 HIP TRUSS 1 1 Job Reference (optional) uu„u- ..' .- t ,um vnp 1, o.cvv s rea r ram mi i ex inarrsrnes, mc. r ue rep it, 12:12:a 1 eu2u V 6.00 FI2 2x4 3 1.5x8 STP - 26 m 1 2 d Scale=1:84.8 Sx6 = 3x4 = = 5 30 731 8 5x6 2x4 = 9 32 1.5x83 STP= d 3 3o v 4x6 = 12 10 m d 1 Id Sx6 = d 19 18 17 16 15 14 46 = 3x8 3x8 = 3.11 = 3x6 = 6.8 = 3.50112 4x6 2xa II &0-0 17-3-1 25-fi-2 339-1-11 48- 1 sGo 1 eat I eat B3-9-4aP 8.0 1 5.d7 7as r 5x6 = Sx8 = 4 27 28 5 29 Plate Offsets (X,Y)-- [4:0-4-0,0-2-81 [5:0-4-00-3-01 [6:0-3-0,0-0-4] 18:0-M 0-2-0] [10:0-1-0Edoe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.22 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.3315-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.11 14 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 235 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-14: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1293/0-8-0, 10=496/0-8-0, 14=1808/0-3-0 Max Horz 2=191(LC 11) Max Uplift 2=-664(LC 12), 101 12), 14=-748(LC 12) Max Grey 2=1297(LC 21), 10=525(LC 18), 14=1808(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-19. 5-15. 6-14 FORCES. (Ib) - Max. CompJMax. Ten. -AIM forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2311/1478, 3-4=-2067/1300, 4-5=-1824/1256, 5-6=-1646/1175, 8-9=-746/447, 9-10=-1215/873 BOT CHORD 2-19=-1189/2041, 17-19=-1195/2306, 15-17=-1195/2306, 14-15=-818/1629, 13-14=461/509,7-13- 370/364,12-13=-74/324,10-12=-707/1090 WEBS 3-19=-316/330, 4-19=-213/600, 5-19=-650/378, 5-17=0/313, 5-15=-761/426, 6-15=-107/609,6-14=-1973/1073,8-13=-629/366, B-12=-159/533, 9-12= 457/517 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 9-0-0, Extedor(2) 9-0-0 to 13-2-15, Intedor(1) 13-2-15 to 37-8-0, Extedor(2) 37-8-0 to 41-10-15, Intedor(1) 41-10-15 to 48-0-0 zone;C-C for members and forces 8 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 20.0psf 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) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 10 considers parallel to grain value using ANSI/rPI 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) 2=664, 10=335, 14=748. 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. e Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 O WARNING- Vedlydesignpammeteraend READ NOTES ON TNISAND INCLUDED MREKNEFERANCEPAGEMI47473rev. FSAUT 1SBEFOHE USE • Design valid for use only with MOeklit connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building designer must verity TO applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Messes and truss systems, seeANSVTPIT Quaffty CMeda, DSB-59.and BCSI Building Component 69N Parke East Blvd. Safety Infotmano evoiiabie from Truss Rate Institute, 218 N. We Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LOT 20/2 WATERSTONE A T19445765 2254651 B11 HIP TgU55 F 1 Jab Reference (optional) owmnm n,arwurva tram ..ny, ry, non wy, ram- ouaoq o.44u s rep / zuzu MI I ex industries, Inc. 1 ue Fee 1812:12:OU 2132U Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB.c4fg7mm5lp7iwrYVV06srOI DidFCz7AIFCJo4vUD 42-e-5 1-0- 5-94 11-PO taJ3 2545-5 33.9d 35-8-0 391.11 0-10 46-e-0 d- 5-9d 12 7-3-3 7-3-3 8-2-15 -10-1 35A1 bed31-9-12 3-11-11 Scale=1:86.8 v Axis = 5x8 = &A 11 5xe = 30 II 5x6 = 6.00 FIT2 4 28 29 30 5 6 31 32 7 8 19 2x4 II 18 11 3x8 = 3x8 16 34 = ro 74 2x4 II 3XS = 33 2x4 9 12 341.5kS STP= 4.6 = 11 10 1e 19 h 10.12 d 13 6)9 = 4.6 3.50 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL I% TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress 1, cr YES BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.53 BC 0.78 W B 0.87 Matrix -AS DEFL. Ve It Vert(CT) Horz(CT) in (too) Well Ud 0.17 16-18 >999 240 -0.28 16-18 >999 180 0.09 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 2451b 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. 7-13: 2x4 SP No.3 WEBS 1 Row at midpt 6-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=416/0-B-0, 2=1292/0-8-0, 13=1817/0-3-0 Max Horz 2=223(LC 11) Max Uplift 10= 225(LC 12). 2=-662(LC 12), 13=-761(LC 12) Max Gmv 10=458(LC 18), 2=1315(LC 17), 13=1817(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2353/1388, 3-4=-1921/1224, 4-5=1858/1299, 5-6=-1858/1299, 8-9=-812/537, 9-10=-1182/809 BOT CHORD 2-19=-1167/2197, 18-19=-1167/2197, 16-18=-847/1775, 14-16=-662/1409, 13-14=-665/1402,12-13=-770/517,7-12=-369/353, 10-11=-672/1058 WEBS 3-18=-494/368, 4-18=-102/430,4-16=-195/379, 5-16=-420/420, 6-16=-370/664, 6-14=0/342,6-13=-1791/945,8-12=-432/287, 9-11=-418/456,8-11=-083/801 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=15ft; B=451D L=2411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 35-7-9, Exterior(2) 35-7-9 to 39-10-e, Interior(1) 39-10-8 to 46-8-0 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) This truss has been designed for a 10.0 pal 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, with BCD = IO.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 10=225, 2=662, 13=761. 9) 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. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: A February 18,2020 O WARNING -wfffydeslgn pefpmetmr end RIBADNOTES ON THISAND INCLUDED MmBKREFERANCEPAGEMIF74TJre1 111VIS12015aEFORE USE ��- s Design valid for use only with Marker connectors, This design b based only upon parameters shown, and Is for an individual buHding component, not a hurt system. Before use, the bulltling designer must verify Me 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. Addlilonal temporary and permanent bracing WOW Is always required for stability and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeAN6UIP1t Quelmllyy Criteria. DSBd9 and SCSI Building Component a9aa Parke East Blvd. Safety Informatlorovailoble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Aleeontltla. VA 22314, Tampa, FL 33610 Job as Truss Type Oty Ply LOT 20/2 WATERSTONE T19445766 2254651 B13 Hip 1 1 Job Reference o Donal ,.,,,.0.. ....- t, ,o,,, ..ny, , ,, , m,,, .., ry, FL - 33567. 6.240 s Feb 7 zuzu mr r ex Inausmes, Inc. I us hea id 1%nz:ul 2020 Page 1 Scale=1:86.2 6.00 12 5x8 = 5x8 10x16 MT20HS J Y 5x8 = = 18 11 16 " " 14 J° 13 12 4x6 = 2x4 II 3xB = 3x6 = M = 3xB = 3x6 = 4x6 11 4x6 3.50112 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 o,Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.54 BC 0.58 W B 0.73 Matrix -AS DEFL. in (loc) Vdefl LID! Vert(LL) 0.13 14-16 >999 240 Vert(CT)-0.2314-16 >999 180 Horz(CT) 0.07 12 n/a n/a PLATES MT20 MT20HS Weight: 258111 GRIP 244/190 187/143 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. 7-12: 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=273/0-8-0, 2=1237/0-8-0, 12=2015/0-3-8 Max Horz 2=260(LC 11) Max Uplift 9=-155(LC 12), 2=-636(LC 12), 12=-858(LC 12) Max Grav 9=314(LC 18), 2=1273(LC 17), 12=2015(LC 1) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2215/1277, 3-4=-1673/1083, 4-5=-1404/1046, 55=-1404/1046, 6-7=.90/567, 7-8=-218/692, 8-9=-338/211 BOT CHORD 2-18=-1053/2092, 16-18=-1055/2089, 14-16=-675/1557, 13-14=-334/867, 11-12=-1951/1157, 7-11=570/424, 9-10=-172/288 WEBS 3-18=0/268,3-16=520/437,4-16=-130/499, 5-14=-391/391, 6-14=-438/829; 11-13=-360/893, 6-11=-1588/936, 8-11=-856/561, 8-10=0/316 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.Opst h=15ft; 3=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 13-", Exteriool?)13-0-0 to 17-2-15, Interpol) 17-2-15 to 33-8-0, Extedor(2) 33-8-0 to 37-10-15, Interior(1) 37-10-15 to 46-8-0 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 7 = 16% 6) This truss has been designed for a 10.0 pat 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 35-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Bearing at joint(s) 9 considers parallel to grain value using ANSViP11 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) 9=155, 2=636, 12=858. 11) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and 1/2• gypsum Joaquin in Velez PE No.66182 sheetrock be applied directly to the bottom chord. MReka Inc. FL 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 ,&WARNING. AcHlydesignpammafe..dREADNOTES ON THLSAND INCLUDED M?EKREFEHANCEPAGFNz T4c3mx. 1N0.1Q015BEFORE USE �'- • Design valid for use only with MRekle connectors. This design b based only upon parameters shown, and h for an Individual building component, not a truss system. Before use. Me building designer must verity Me appllcabllity 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• Is always required for stability and to prevent collapse Win postlble personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erectlon and bracing of trusses end truss systems s"ANSVIPII Quell Criteria. DSM9 and SCSI Building Component 69N Parke East Blvd Safety Informetranovoiloble from rum Rate InsSMe, 218 N, Lee Street, Suite 312, Alexandro. VA 22 14. Tampa, R. 33610 Job Thus Truss Type - Oty Ply LOT 20/2 WATERBTONE e T19445767 2254651 B15 HIPTRUSS 1 1 Job Reference (optional) dialects mmlassurce from ury, rLI, ream cry, I-L - d4ba], b.GW s rea / zuzu MI I eK mausmee, Inc. J ue reD 1812:12:U3 2020 Pagel ID:6gDIOH2OVegl Nkt smNemzyuULB-1 fLpdpveODCiZOZ7AdxpUT2 W SxrOSYywGUsw74vUA h142-2 8-8-8 .0 2.4-0 38-0-00 535-12 1508 I 35-2-9 I 41-5-0 3-6-9 fi-2-8 Scale = 1:76.5 6.00 r12 Sx8 5xB = 5x8 c 4 5 28 6 29 30 31 7 2x4 G 5x6 i 8 32 27 46 C 4 g 4x6 2x4 1 8 10 1.5xB STP= I 26 8-10.4 18 2 3x4 = 15 33 14 13 12 3411 o d b 1 3x4 = 316 = M — 3x6 = 3x4 = 4x12 II 1] 8-11-o B 3x6 = 6xs — 0 1-o 50 23-012�8.0 381-0-&.00 4--02 38-8-8 1 I 50.6 91-95-05 Plate Offsets (X,Y)-- 12:0-6-0,0-0-6L [4:0-3-0,0-3-01, [5:0-5-8,0-241, [6:0-4-0,0-3-0], [7:0-6-0,0-2-81, [10:0-7-12,Edge], [18:0-3-8,0-3-0] LOADING (pso SPACING- 2-0.0 CSI.EDL in (Joe) Udell L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.66(LL)0.28 18-25 >375 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91(C0.20 18-25 >511 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91(CT) 0.05 10 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 220 lb 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. Except: 4-18: 2x4 SP No.3 2-2-0 oc bracing: 16-18 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 3-6-10 REACTIONS. (Ib/size) 10=1207/Mechanical, 2=387/0-8-0, 18=1547/0-3-0 Max Horz 2=249(LC 11) Max Uplift 10= 549(LC 12), 2=418(LC 12),.18=-841(LC 12) Max Only 10=1214(LC 18), 2=389(LC 21), 18=1547(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-300/429, 34= 103/278, 4-5=-1359/926, 5-6=-1837/1311, 6-7= 1837/1311, 7-8=-1728/1152, 8-10=-1836/1204 BOT CHORD 2-18=-440/246, 16-18=-1411/700, 4-16=-1357/731, 13-15=-618/1139, 11-13=-791/1534, 10-11=-939/1577 WEBS 4-15=442/1247, 5-15=-258/249, 5-13=495/890, 6-13=-510/503, 7-13=-274/472, 7-11=-31/338, 3-18=-271/357 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.Opsh h=1511; B=45ft; L=24ft; eave=5ft; Cat. II; Effie C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1.8-0, Interior(1) 1-8-0 to 15-0-0, Extefior(2) 15-0-0to 19-2-15, Interior(1) 19-2-15 to 31-8-0, Extedor(2) 31-8-0 to 35-10-15, Intedor(1) 35-10-15 to 41-5-0 zone; porch left exposed;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 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. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=11b) 10=549, 2=418, 18=841. 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. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 QWARNWG-Verl/ydeslgDp4rame(ersend READNOTES ON TH1SANDINCLUDED MNEKNEFERANCEPAGEMIP7423ree 1bA4lso15eEFOAE USE 4 Design valid for use only with Meek®connactors. This design Is based only upon parameters shown. antl Is for an IhcMdual building component, not a truss system. Before use, Me building designer must verify fine applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lntlNltlual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobrtcallon, storage, delivery, erection and bracing of busses and truss systems, scoANSUTPI1 Cualkr Criteria. DSB-09 and BCSI Building Component Sisterly Infoenatbrnvollable from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandria, VA 22 14. ��- MiTek' 6904 Parke East Blvd. Tampa. FL 33610 - Job - Truss Thus Type LOT 20/2 WATERSTONE( 7Y�Piy T19445768 2254651 B17 Hip Tnusi Job Relemnce o banal guilders FlrsiSource (Plant City, FL), Plant City, FL- SMUT, 3x6 i 6.00 12 6xB = 8.240 s Feb 7 2020 MTek ID:6gDIOH2OVeg1 Nkl sxoNemzyuULB-VmBrl 2&4-0 I 29.8-0 36-' 6-4-0 6-4-0 6-5 fix8,- 2x4 II 5x8 = 5 24 6 25 26 27 7 Inc. Tue Feb 18 12:12:04 2020 Page 1 5.2-12 8-&0 8- -0 17-0.0 23-4 0 29-8-0 36.1-2 41-5-0 5.2-12 3-5-4 0- -0 84.0 6.4-0 6-4-0 6.5-2 ~ 5-3-14 11 Scale =1:77.5 Plate Oftsets(X,Y)-- (2:0-2-9,0-1-81.(4:0-3-0,0-3-4115:0-5-8,0-2-41,(7:0-5-80-2-41 (10:0-4-BO-1-81115:0-4-00-3-0l,[1B:0-3-80-3-07 LOADING (psf) SPACING- 2-M CSI. DEFL. In (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.43 18-21 >242 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.3218-21 >327 180 BCLL 0.0 Rep Stress [net YES WB 0.77 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Mali% -A$ Weight: 2321b F7=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP ND.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2=367/0-8-0, 18=1568/0-3-0, 10=1196/Mechanical Max Hom 2=285(LC 11) Max Uplift 2= 373(LC 12), 18=-895(LC 12), 10=-534(LC 12) Max Gmv 2=368(LC 21). 18=1568(LC 1). 10=1220(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-292/230, 3-4=-222/260, 4-5=-1394/865, 5-6=-1493/1092, 6-7=-1493/1092, 7-8=-1651/1051,8-9=-1894/1097,9-10=-11611733 BOT CHORD 2-18=-263/181, 14-15=-532(1195, 12-14=-675/1391, 11-12= 914/1637 WEBS 4-15=-524/1181,5-15=-152J255,5-14=-326/563, 6-14=-373/346,7-14=114/273, 7-12=-45/357,8-12=-313/269,9-11=816/1429,16-18=-1454/830, 4-16=-1389/872, 3-18=-235/337 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 17-0-0, Extedor(2) 17-0-0 to 21-2-15, Interior(1) 21-2-15 to 29-8-0, Exterior(2) 29-8-0 to 33-10-15, Interior(1) 33-10-15 to 41-34 zone; porch left exposed;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 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= IO.Opsf. 6) Bearings are assumed to be: , Joint 18 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=11b) 2=373, 18=895, 10=534. 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. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 Q WARNING- Verirydesignparamefeaend READ NOTES ON TN/SAND INCLUDED 4II/EKREFERANCEPAGEMO.747S rev. farbado15BEFOREUSE Design valid for use only with Wool connectors. rhb design Is based only upon parameters shown, and 6 for on Individual building component, not a truss system. Before use, the building designer must verify the applicablllly of design parameters and properly Incorporate thIs design Into me overall buldingdedgn. Bracing Indicated 15toprevent bucldingofIndividual trussweb and/or chord members only. -Addl6onaltemporary and permanent bracing Mffek' is always required for slablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricotlon, storage,,delivery, erection and brocing of truces and cuss systems seeANSWIl Cualfty C1BMo, DSB419 and BCSI Building Component Solely Informa oncry noble from Truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. - 69M Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Ply LOT 20/2 WATERSTONE i T19445769 2254651 B19 HIP TRUSS Vy 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 12:12:05 2020 Page 1 ID:6gD10H2OVegl NklsxoNemzyuULB-z2TZ2UxvvgSOohjWI2_HZu7pGkZpwXptKazy704vUe (114 52-02 8-17-0 a-11-0 12-11-t2 1 19-0.0 27-8-0 3"'12 1 41-s-0 1-4.0 6-2-12 &7 6_ 4 ll Fo 6-8-12 7414 Scale=1:79.0 Scs = Sx6 6.00 F12 6 23 24 7 3x6 i 6xB = 7 a &1 52-12 09B 8-164 19dU 2T-0-0 30.612 41-5-0 s-z.1z 1�12 10-1-0 &eO 661z I 7O3 60.12 Plate Offsets (X Y)-- [2:0-2-9 0-131 [4:0-3-0 0-3-01 [6:0-5-0 0-2-01, [7:0-3-0,0-2-71, [9:Edpe,0-1-121 [10:0-4-8,0-1-8]. [12:0-2-12 0-3-0] [17:0-3-8,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) 0.42 17-20 >248 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.6214-15 >628 180 SCLL 0.0 ' Rep Stress [nor YES WB 0.64 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix -AS Weight: 229 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 13-15: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at micipt 5-15,6-12 REACTIONS. (Ib/size) 2=385/0-8-0, 17=1544/03-0, 10=1201/Mechanical Max Horz 2=322(LC 11) Max Uplift 2=-395(LC 12), 17=-867(LC 12), 10=-540(LC 12) Max Grav 2=387(LC 21), 17=1544(LC 1), 10=1204(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-340/297, 3-4=-252/282, 5-6=-1371/917, 6-7=-1312/1024, 7-8=-1530/1019, 8-9=-1893/1093, 9-10=-1128/751 BOT CHORD 2-17=-343/235, 14-15=-559/1004, 12-14=-521/1220, 11-12=-879/1621, 10-11=-254/360 WEBS 5-15=-1495/848, 5-14=0/370, 6-14=0/267, 6-12=162/279,7-12=-35/366, 8-12=-4391332, 9-11=-699/1290,15-17=-13927712,3-17=-304/437 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=158; B=45ft; L=2411; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4.0 to 1-8-0, Intedor(1) 1-8-0 to 19-0-0, Extedor(2) 19-0-0 to 23-2-15, Intedor(1) 23-2-15 to 27-8-0, Exterior(2) 27-M to 31-10-15, Interior(1) 31-10-15 to 41-3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: , Joint 17 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) 2=395. 17=867, 10=540. - 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. Joaquin Velez PE No.68182 MIT ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING -Verity cf edgn paramerere and READ NOIrES9N THIS AND INCLUDED MREK REFERANCE PAGE MIP7473rev. 11W1015 BEFORE USE • Design valld for use only Win MOek® oonnect m; This design 6 basetl only upon parameters shown, antl b for an IntlNltlual builtlN9 component, not a truss system. Before use, the building designer must vid, the appllcpblllN of tlesign parameters antl properly Incorporate Ma tlesl9n into ine overall builtlin' IiI, n. Brocln9lndoctalI'tooreventbucklln9oflndMtluOlfrusswebantl/orchortlmemDersonly. Adtllllonaitemporaryantlpermanenibracing B always regulrad for slabllHy antl to prevent collapse with pD.ssible personal Injury antl prapeM tlamage. For general gultlance regortling Me fobdconon do, Ge, tlelNery. arecfion no bracing of inssses antl truss systems, seeANst/1PI7 G0aI1N CM�M. GSBd9 and BC61 W�dbp Compononr Sobly NlormDlbrpvotobl0 from Torsi Pi.te Institute. 218 N. lee Street, Sulfa 312; Alexontlrip. VA 22 74. w�' - MiT®k' 6904 Parka East BNd. Tampa, R. 33610 Job Truss Times Type Oty Ply LOT 202 WATERSTONE t T19445770 2254651 821 Hip Truss 1 1 Jab Reference o Donal ammen nrsraau,: inner City, FQ, Rare sery, FL- jabot, 8.240 s Feb 72020 MiTek Industries, Inc. Tue Feb 1812:12:06 2020 Page 1 ID:6gDIOH2OVegl NklsmNemzyuULB-RE1 xGgxXg8aGOrlismV W66gOH8upfA4ZDiWXS4vU7 il1l-4-0--09 5-2-1I3-170--84 8-0 120111212 21-0-0 25.8-0 I 31-1-1133 122 8-0-4 4.8-0 -0.13 46-24--]138 5,6 = 6.00 r12 Sx6 = 627 728 jxo — 3x6 i 6xB = -P = Scale =1:78.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.4218-21 >249 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.3118-21 >338 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Hom(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 232 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 WEBS 1Row at micipt 5-16,6-15 REACTIONS. (lb/size) 2=38410-8-0, 10=1251/0-7-8, 18=1596/0-3-0 Max Hom 2=371(LC 11) Max Uplift 2=-414(LC 12), 10=-565(LC 12), 18=-869(LC 12) Max Gmv 2=388(LC 21). 10=1304(LC 18), 18=1602(LC 17) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-375/343, 3-4=-300/336, 4-5=-264/315, 5-6=-1422/955, 6-7=-1324/1013, 7-8=-1512/1028, 8-9=-2221/1276, 9-10= 2406/1339 BOT CHORD 2-18=-347/239, 15-16=580/1123, 13-15=-477/1226, 11-13=-820/1672, 10-11=-1075/2100 WEBS 5-16=-1689/898, 5-15=0/325, 6-13=-1181371, 7-13=-221/432, 8-13=-675/474, 8-11=-180/531, 9-1 1=-341/338,16-18=-1465/691, 3-18=-314/449 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0. Exterior(2) 21-0-0 to 25-2-15, Interior(1) 25-2-15 to 25-8-0, Extedor(2) 25-8-0 to 29-10-15, Interior(1) 29-10-15 to 42-7-8 zone; porch left exposed;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 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. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 10 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 (jt=lb) 2=414, 10=565, 18=869. 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. Joaquin Velez PE N0.68182 MiTek USA; Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 Q WARNING - Verity ✓es/gn Pvemetenend READ NOTES ON TNASAND INCLUDEOMFTEKREFERANCEPAGEM67473 ra¢ idDYA015BEFOREUSE . Design valid for use only with Mnek® connectors. This design Is based any upon parameters shown end Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity Me oppecoblllty of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing indicated lsto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabncation. storage, delNery, erection and bracing of trusses and truss systems, sse rvrplt Cool B 2l AepyyCriteria. DSB49 and SCSI Building Component e.21Aa214 fiea Parke East Blvd.SabtyInfomatlonallablefromTruss%atel Tampa, FL 33610 Job Truss Thus Type Oty Ply LOT 20/2 WATERSTONE a T19445771 2254651 C1 JACK -OPEN TRUSS 15 1 Job Reference (options!) Dunuuu n,bwuww\rm„i 04y, ry, rimn wy,"-ddooq a.24V S FBD / 2U2U MI I eK Industries, Inc. l ue Feb 18 12:12:11 2020 Page 1 Scale = 1:7.6 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 rVa rita BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=- Mechanical, 2=158/0-8-0, 4=-15/Mechanicel - Max Ho¢ 2=79(LC 12) Max Uplift 3=-3(LC 1). 2=-194(LC 12). 4_ 15(LC 1) Max Gmv 3=21(LC 12), 2=158(LC 1), 4=45(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces 8 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=194. t Joaquin Valex PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 - Date: February 18,2020 Q WARNING- Vedly dcaturperametore and READ NOTES ON TNISAND INCLUDEDINTEKREFERANCEPAGEMM17473 rev, taa.ffi015BEFOREUSE ��- • Design valid for use only with MRekla connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Huss system, Before use, the building designer must Verify the applicability of design porameters and properly incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Adtlitlonal temporary and permanent bracing WOW Is always required for Stability and to prevent collapse with possible personal Injury and property damage, Far general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSIMIt Quality Criteria, DSB49 and SCSI Building Componrrnt 6904 Palle East Blvd. Sally ksfonnaflona aaabie from Truss Rate InsBthra. 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type OIY Ply LOT 20/2 WATERSTONE L T79445772 2254651 Cis JACK -OPEN TRUSS t 1 Job Reference o Iional v -- - ,-,—•• n - co ran en nmusmes, mc. ue reD lb1e:lz:lz zuzu "'gal ID:ZVc6AOGNbVAfFo43ovpJT9ypvs0-GOOCW u01G_K08misCOmMNwC?Z8c3rTvx99gt64vU1 o-n-a o-n-a a 2x4 = 1.5.8 STP = Scale =1:6.9 Plate ONsets(X,Y)-- 11:0-1-4,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 rJa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 3lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=3210-8-0, 3=9/Mechanical, 2=23/Mechanical Max Horz 1=27(LC 12) Max Uplift 1=6(LC 12), 2= 27(LC 12) Max Grav 1=32(LC 1), 3=17(LC 3), 2=27(LC 17) FORCES. (lb) -Max Comp./Max. 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=6.0psY h=15tl; B=45ft; L=241T eave=2ft; 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) 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 ANSI/TPI 1. 3) Gable studs spaced at 2-M oc. 4) This truss has been designed for a 10.0 psf 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. I • _ - Joaquin Velez PE No.88182 _ - MTek USA, Inc. FL Carl 6634 ' 69114 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 ,&WARNING- Verity deafgnpare afam one READ NOTES ON THIS AND INCLUDED M/TEKREFERANCEPAGEMN-74nma, 1010a¢015eEFOREUSE • Design valid for uie oNy with Mmeld9 connectors. This design is based only upon pawmet-rs ihown antl Is for an Indivitlual buJding component, not a huss system, Before use. me buHop dedgner must verity me -"`O .br"of design Parameters antl pmpeAy Incorporate this deslgn IMo the overall buildingdesign. Bracing lntllcatedisto prevenibuckling of lndNldualfruss weband/or chord members only. Atldiaonol temporary antl pe0nanent bracing M1Tek• is always requiretl for stobiity antl fo prevent collapse with possible person al nlury and property domage. For general guidance regording me fabrlcor. ,storage, delNery, arecfbn antl brocing of husteI and truss rystems seO.SI/tp I puepplyy CmMe, D3529 and aC51 apldap. GmDenm} from imss %ote lnseNte, 21a - fieo4 Pade East BNd. SDhfy mtermetbmvar.'le N.. Lee 6freet, sulte 312. Alaxandtld' VA 22314. Tampa, FL 33610 Job - Truss Truss Type Ty Ply LOT 20/2 WATERSTONE - • T19445773 2254651 C1V JACK -OPEN TRUSS 2 1 Job Reference o tional o ••- • --••s• • -.• •�••• �••n • �- ++�•. o.cvus reu . rum ml l ex lnaa6[DeS, IOC. I u9 FeD 1a 1Z:12:iz zui vage l ID:6gDIOH2OVegl Nkl moNemzyuULB-GOOCWUOIG KOBmisCOcwMNw91Z8A3rTvx99gl6zjvU1 -1.4-0 0-11.4 1-4-0 0-11.4 Scale = 1:7.6 Plate Offsets (X Y)-- (2:0-1-13 0-0-81 LOADING (part) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=4/Mechanical, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 12) Max Uplift 3=-4(LC 9), 2= 178(LC 12), 4=-14(LC 1) Max Only, 3=15(LC 12), 2=15B(LC 1), 4=35(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pur ins. BOT CHORD .Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=SR; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. - 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except Ot=lb) 2=178. Joaquin Velez PE No.68182. MTek USA, Inc. FL Cert 6634 6994 Parke East BNd Tampa FL 33610 Date: February 18,2020 L WARNING -Ver/rydesl9rp.aaefereeed READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAOEM3-74Tarev, Idelia 01a BEFORE USE. • Design valid for use only with Mli connectors. This design Is based only upon parameters shown. and Is for an Individual builbiog component, not ��- o truss system. Before use, the building designer must veffy the appl eablBty 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- - - Is always required for Stability and to prevent collapse with possible paschal injury and property damage, For genetol guidance regarding ale fabrication, storage, delivery, erection and bracing of trusses and trusssystems, seeANSVTPI I QuolNNyy CMMa, DSB-69 antl BCSI BUBding Component Safety Infoenallprrovailoble from Truss Plate Institute, 218 N. Lee Sli, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd, Tampa, FL - 3361a Job Truss -- - Truss Type - - Oty - Ply LOT 20/2 WATERSTONE 1 T19445774 2254651 C3 JACK -OPEN TRUSS 9 1 Job Reference (optional) rsunaers nrslauume iron wy, rL), rrara any, rL- aaool, d B a.zvu s reo 1 zuzo m11 ex mausmes, Inc. I us too I a Ie:Iz:1 a zuzu rage I ID:ZYceAOGNbVAfFo43ovpJT9ypvsO-kayakDl w1 HSHmwK2mk79uaSK2z5bolj2ApvOHY4vUO Scale =1:12.7 2-114 Plate Offsets (X Y)-- [2:0-1-4 Edgel LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL). -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Ho¢ 2=132(LC 12) Max Uplift 3=-52(LC 12), 2=-154(LC 12) Max Gray 3=68(LC 17). 2=195(LC 1). 4=49(LC 3) FORCES. (II -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst; h=15D; B=45ft; L=24ft; eave=5k; Cat. It; E7ig C; Encl., GCpi=0.18; MWFRS (directional) and.C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-10-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 2-0-0 wide will fit between the bottom chord and any other members. - 4) Refer to girder(s) for truss to truss connections.. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3 except Qt=lb) - 2=154. Joaquin Velez PE No.66162 MITak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date_: February 18,2020 A WARNING. Ven&Ces19npsremetesMd R1FAD NOTES ON TN6AND INCLUDED MRE4tflEFENANCEPAGEM67473re¢ 1d0.4Q01S6EFONE USE •Design valid for Vse only with MIT800 connectors. This design is based only upon parameters shown, and is for on Intllvldual building component, not a truss system. Before use. the bullding designer must veritymeapplicability of deslgn parameters and properly incorporate thisdeslgn Into the overall buildingdesigbBracingindcatedistopreventbucklingofindividualtrussweband/orchord members only. Addiiondtemporary and permanent bracing e always required for stablllip and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricafian; storage, delivery, erection and bracing of trusses and mass systems. saeANSVIPII Qua, CIBnh, DSB-89 and BCSI Bull Component Sal Inlotmatlallavoilable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22 14. - MiTek' - - '- 69N Parke East Blvd Tampa, FL. 33610 Job - Truss Truss Type Ty Ply LOT 20/2 WATERSTONE � T79445775 2254651 335 JACK-OPENTRUSS 1 1 Job Reference o tional % , „...,y, , ,.n , .e.„.,,,,, 2x4 = O.Z4VbrUU 1 4V V ml lex menamee, Inc. I U9 reo 16 l[:1L:14 ZU4U vage l ID:ZYc6AOGNbVAtFo43ovpJT9ypv Q-CmVn(Z2Yoba8N4vFKReORo?WoMnvXkyBOTexp_4vU7 2-11.4 3 Scale- 1'=1' LOADING fps, SPACING- 2-0-0 CSI. DEFL. in floc) Vcletl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 9lb FT=20% LUMBER- SPACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structuralwood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=106/Mechanical, 2=67/Mechanical, 3=39/Mechanical Max Hom 1=77(LC 12) Max Uplift 1= 27(LC 12), 2=-65(LC 12), 3=-3(LC 12) Max Gmv 1=106(LC 17), 2=76(LC 17),3=51(LC 3) FORCES. (Ib) -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; TCOL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. - .11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 I SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for tmss to truss connections. - - 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2, 3. _ Joaquin Velez PE No.68182 - MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: - - - C..1.., ...... 10 Onnn - - - Truss Type - - - Ory_ Ply LOT 20/2 WATERSTONE - - FJOb C3V • T19445776 1 C3V JACK -OPEN TRUSS 2 1 Job Reference (optional) ommma r,m,auume .rime Nay,. ry, "..' lay......Jor, a.a4U a reD I ZUaU Ml larc mausmes, Inc. I Be rep I l"L:1 L:14 ZULu rend l a Plate Offsets (X,Y)— [2:0-1-13,0-0-8 3x4 Scale = 1:12.7 .LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.20 Vert(LL) 0.01 47 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4.7 >999 180 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 _ Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. 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=195/0-8-0; 4=29/Mechanical Max Horz 2=132(LC 12) Max Uplift 3=-57(LC 12), 2=-145(LC 12) Max Grav 3=70(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=15ft; 8=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Intenor(1) 1-8-0 to 2-10-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60- 2) This truss has been designed for a 10.0 psi bottom chord live load 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 2 SYP No.2 crushing capacity of 565 psi. - 5) Refer to girders) for Truss to truss connections. " 6)•Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beating surface. " 7). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=145. - - - Joaquin Velez PE No.68182 - MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 ,&WARNING-VnAy Ees19nxa eatersand REAONOTES ON TNISANOINCLUDWMREKREFFANCEPAGEM&7473rev. raAR42afeBEFORE USE - ,Design valid for use only with MlfekS, connectors, This design Is based only upon parameters shown, and is for on individual building component, not ��•" a truss system. Before use, the building designer muss verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of lndlviduaftrud web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seomSUI9Ii Quality Criteria, D311-89 and SCSI Building Component 69N Parke East Blvd. Sabty lnfurmaMwvcilcble from Truss Plate ins iiMe. 218 N. Lee Street. SUlte 3l2. Nexandllo. VA 22314. Tampa, FL 33610 ___j Truss Truss Type - Oty Ply LOT 20/2 WATERSTONE - F'2 1 T19445777 4651 CS JACK -OPEN TRUSS fi 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8,240 a Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 12:12:15 2020 Page 1 ID:ZYc6AOGNbVAfFo49ovpJT9ypvs0-gz3L9v2AZvl??EURt99dz?Yd2m4cGBCLd7OULRzjvL_ -1-4-0 4-11-4 1-40 4-11-4 l Scale =1:17.6 3x4 = 4-11-4 Plate Offsets (X,Y)-- (2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress [net YES WB 0.00 Horz(CT) -0.00 3 - Fla n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 1816 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 Horz 2=185(LC 12) Max Uplift 3=-107(LC 92), 2=-162(LC 12) - - Max Grav 3=129(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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 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 pit bottom chord live load nonconcurrent with any other live loads. _ 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except qt=lb) 3=107,2=162. - 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 sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 - 6904 Parke East Blvd. Tampa FL 33810 Data: February 18,2020 Ow"NWO- yerirydesigo paramefemanJREADNOTES ON THIS AND WCLUDEDMNEKREFERANCEPAOEM&7473ree leT12015BEFORE USE. ,Design valid for use only with MneW connectors. This design B based only upon parameters shown, and is for on individual building component, not o fruss system. Before use, the building designer must venry the appllcabillty, of design parameters and properly Incorporate this design Into the overall building design.. Bracing indicated b to prevent buckling of individual truss web and/or chord members only. Addional 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 fobrlcation, storage, delivery, erection and bracing of trusses and truss systems, SeeANSURII Quall Criteria. 11313-89 and SCSI Building Component Safety Infoena6arprvailable from Truss Plate Institute. 218 N. Lee sheet, Suite 312. Alexandria, VA 22314, MiTek' 69o4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ty Ply LOT 20/2 WATERSTONE rls4asne 2254651 CSV JACK -OPEN TRUSS 2 1 Job Reference o tional It, Ira.,,-1y. ,-.-0000r, a.-arus reD t 4Vzu Muex mapsmes, Inc. sue reD it, lenz:la zuzu rages ID:6gDIDH2OVegl NklsxoNemzyuULB-gz3L9v2AZvi77EURt99dz?YcUm31GBCLd/OULRzjvU_ -1-4-0 4.11-4 1-4-0 4-11-4 Scale = 1:17.6 3x4 i Plate Offsets (X,Y)-- [2:0-1-13,0-M] LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.46 Vert(L-) 0.06 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 181b Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 " REACTIONS. (lb/size) 3=115/Mechanical, 2=262/0-8-0, 4=56/Mechanical - Max Ho¢ 2=165(LC 12) Max Uplift 3=-113(LC 12), 2=-155(LC 12) Max.Grav 3=131(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 zone;C-C for -members and tortes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will tit between thebottom chord and any other members. - - 4) Refer to girder(s) for truss to truss connections. - 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=113, 2=155. 7) This truss design requires that a minimum of 7/i6" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetmck be applied directly to the bottom chord. . Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING. Vddry deslg0 parameters and RE4D NOTES ON Ttas AND INCLUDED MnEK REFERANCE PAGE MLL7473 rev. 14N1Q015 BEFORE USE -Design valid for use only with Mrek®connectors. 1hIS tlesign Is based only upon parameters shown, and is for on Individual bulltling component, not ��- a truss sysiam. Before use, the building des9 nor must verify the Oppl'cobillty o1 design parameters and properly Incprporote ruts tlesign Into the overall building design. Bracinglntlicotetl is to prevent buckling ofintlivitlual huss webantl/orohord members only, AddMgnal temporary antl permanent bracing MiTek- 6alwaysrequiretlforstobilityantltoprevenicollapsewdhpossiblepersonallnluryand propedydpmage. For general guidance regarding the fabrication, storage, dellvery,.erec6on and bracing of husses antl huss systems, seeANSVIPII Coa'X6yy CM=rie, DS649 tad SCSI "dYry Componn I 69N Parke East Blvd. Safety IntormODernvpilobie hem Russ Plate Ins'M. 21 B N. Lee Sheet, Suite 312 Alexpndtlo. VA 22314. Tampa, FL-33610 Job Truss Truss Type Ory Ply LOT 20/2WATERSTONE • T79445779 2254651 D7 HALF HIP TRUSS 1 2 ADAMS 2265 A 3 CAR Job Reference o tiona owmum rna,wmce tnaurvny, ry, nam wY, rc- 4oaor, Feo ] ZUZU MI I eK InGUSIneS, Inc. I UB-heo 1 C 12:14:Zb ZU2U Vega 1 oNemzyuULB-r4EVSgB4zH5RgwgYl zsCwKVNICjML0Fy9LYaOl4vTp scale=1:75.6 5.8 = 2x4 II 5x6 = 3x4 = Sx6 = 5.6 = 6.00 12 3 18 19 20 21 422 23 24 25 5 26 27 28 fi 29 30 31 32 7 33 34 35 36 8 14 37 38 39 13 40 41 42 12 43 44 45 11 46 47 48 10 49 50 51 9 3x6 = 2x4 II 6x12 MT20H3 = 3x4 = 5x6 = 5x6 = 3x6 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.67 12 >760 240 TCDL 7:0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.83 11-12 >612 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.17 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS LUMBER- _ BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-5:2x4 SP M 31, 5-7: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 -Except` 11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 3-13,5-13,6-12,7-11,8-10: 2x4 SP No.2 REACTIONS. (lb/size) 9=3064/0-3-8, 2=2909/0-8-0 Max Hom 2=243(LC 8) Max Uplift 9=1770(LC 8). 2_ 1601(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. - TOP CHORD 2-3=-5818/3083, 3-4=-8009/4436, 4-5=-8040/4466,.5-6=-8903/4933, 6-7=-7819/4331, 7-8=-4967/2751, 8-9=-2933/1823 BOT CHORD 2-14=-2830/5130, 13-14=-2831/5152, 12-13=-4933/8903, 11-12=4370/7867, 10-11=-2815/5057 WEBS 3-14=-40/698,3-13=-1800/3205,4-13=-737/732, 5-13=-984/528, 5-12=-243/437, 6-12--632/1162, 6-11- 1189/942,7-11=-1717/3125,7-10=-2199/1540,8-10=-3036/5483 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 428 lb FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 6-1-5 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row, at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=5ft; Cat. 11: Exp C; Encl.,-GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load Of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. - 9) Bearings are assumed to be: , Joint 9 SYP No.2 crashing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=1770, 2=1601. Joaquin Velez PE No.68182 - MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 iiiiiiiiiiiiiiie Q WARNWG.Vaafyde4lgnperameta... READNOTES ON]NISANDWCLUDEDMREKREFERANCEPAGEMI74YJmv. laUSI ISREFORE USE. .Design valkl for use only with MOeIrW connectors. ThIs tledgn is basetl only upon parameters shown antl is for cm Indlvitlual building component, not p truss system. Before use, the builtling designer must verify the applicability of tleden porometars antl properly'm`.'-rate mis tlesign Inlo Me overoll buWing design. Bracing lntlicata'isto prevent buckling of lntl5ualhuss web and/or chord members only. AddlHonal temporary and permanentbracing Is always re quiredforstablllty and to prevent collopse wtb possible personal lnluryantl property damage. For general eultlance regarding hie fobrlca6on. storoge: delNery, erection antl bracing of fusses and huts systems, seeANSUIPl1 Cualtly C1Errdo, D98419. and BCSI Buldhp G npam.m Sab1y Nloanatbmvollpd. from Truss Plate r.... 218 N. Lee Sheet, suite 312. Alexandria VA 22314. �' MiTek' 69U Parke East 8W. Tampa, FL 33610 Job Truss - Truss Type Oty Ply LOT 202 WATERSTONE n T19445779 2254661 D7 HALF HIP TRUSS 1 ^ ADAMS 2265 A 3 CAR G Job Reference (optional) Butner rtrnauu,uu (Plant Cii , FL), rant usy, rL- aubor, 8.240s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1812:12:26 2020 Page 2 NOTES- ID:6gDIOH2OVegl NklswNemzyuULB-r4EVSgB4zHSRgwgyl mCwKVNICjMLOFy9LYaDl4vTp 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 Ib down and 158 It, up at 7-0.0, 87 Ib down and 164 Ib up at 9-0-12, 87 Ib down and 164 Ib up at 11-0-12, 87 lb down and 164 lb up at 13-0-12, 87111 down and 164 Ib up at 15-0-12, 87 It, down and 164 It, up at 17-0-12, 87 Ib down and 164 It, up at 19-0-12, 87111 down and 164 Ib up at 21-0-12, 87 lb down and 164 Ib up at 23-0-12, 871b down and 164 It, up at 25-0-12, 87 lb down and 164 Ib up at 27-0-12, 87 Ib down and 164 Ib up at 29-0-12, 87 Ib down and 164 lb up at 31-0-12, 87 Ib down and 164 Ito up at 33-0-12, 87 Ib down and 164 lb up at 35-0-12, 87 Ib down and 164 Ib up at 37-0-12, 87 Ib down and 164 Ib up at 39-0-12, and 87 lb down and 164 Ib up at 41-0-12, and 142 Ib down and 1501b up at 42-1-12 on top chord, and 346 Ib down and 153 It, up at 7-0-0, 65 Ib down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 It, down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0.12, 65 It, down at 21-0-12, 65 Ib down at 23-0-12, 65 Ib down at 25-0-12, 65 Ib down at 27-0-12, 651b down at 29-0-12, 65 It, down at 31-0-12, 65 Ib dbwn at 33-0-12, 65111 down at 35-0-12, 65 Ib down at 37-0-12, and 65 Ib down at 39-0-12, and 65 lb down at 41-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-54, 3-8=-54, 9-15=-20 Concentrated Loads (lb) Vert: 3=-138(B) 8=-142(B) 14=-346(B) 5=-87(B) 12=-40(8) 7=-87(8) 10=-00(B) 16= 87(B) 19=-87(B) 21=-87(8) 23=-87(B) 24=-87(B) 25=-87(B) 26=-87(B) 27=-87(B) 28=-87(B) 30=-87(8) 31=-87(B) 32_ 87(B) 34=-87(B) 35=-87(B) 36=87(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-00(B) 41=-00(B) 42=-40(B) 43=-00(B) 44=-40(B) 45=-40(B) 46=-00(B) 47=-40(B) 48=40(B) 49=-40(B) 50=-40(B) 51=-40(B) QWARNING-Verlfy0eaignperemefereand REDNOTES ON THISANDINCLUDEOMREKNEFEHANOEPAGEMIF74Ma x lMlY1015BEFOFE USE. ' .Design valltl for use only with Mgek®connactors. fit design is based only upon parameters shown, and Is tar an Intllvltlual builtllag component, not a huss system. Be/ore use. the builtling tleslgner must verlN the applicability of tla4gn Parameters ono properly Incorporate 1Ns tleslgn Into the overall bulltling tleslgn. &a<Ing lntlicated bto prevent buckling of Indl "ualfruss web and'-'-h.1d mamba's only. Atltlitional temporary antl pennanant bracing MiTek' b alwOys'equlretl fo'stacI, ontl to prevent collapse with possible personal lnJury ontl proP. tlamage. Far ganeml gultlance regartlir,g the tobticotlon, storo9e, tlallvery, ereMion and bmdng Of busses ontl htEs system£ seenWSU1Pi1 Du Cm.Op.Os., one EC61 aWebp Component Saby Inlelmalblpvallable from Truss Flate InstMte, 21a N. Lee Street 3u1e 312 Alexantltla. VA 22314. 6900 Parke East aMd. Tampa, FL 33610 Job Truss Thus Type OT 20/2 WATERBTONE T19445780 2254651 D9 Half Hip Truss :���JLb Reference (optional o.c.� a re„ r tutu rvn i en wuwniea, nip. i un reu i o �e. i e:za mzu Scale=1:73.7 5x6 = 5x8 = 5.6 = Sx8 = 5x6 = 6.00 12 4 21 22 23 5 6 24 ' 25 7 26 27 a 15 14 13 12 11 10 9 4x6 = 5x8 = 3x8 MT20HS= 3x4 = 3xe = 3x6 = 5x6 = 4x6 II 9-0-0 17-0-12 R2,. -12 33-1042 42-3-8 9-0-0 B.dA9 .9.n Plate Offsets (X,Y)-- [4:0-3-8 0-2-41 [5:0-4-00-3-01 [6:0-3-0 0-3-01 [7:0-4-00-3-O][9'Edge 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.48 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.71 12-13 >716 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.61 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 223 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 5-15,6-13,7-12,8-10:2x4 SP No.2 REACTIONS. (lb/size) 9=1558/0-3-8, 2=1633/0-8-0 Max Hom 2=297(LC 12) Max Uplift 9= 711(LC 12). 2=-787(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3051/1817, 3-4=-2812/1640, 4-5=-2502/1570, 5-6=-3582/2137, 6-7=3504/2037, 7.8= 2361/1364, 8-9=-1479/960 BOT CHORD 2-15=-1844/2701, 13-15=3137/3582, 12-13=-2052/3519, 10-12=-1391/2397 WEBS 4-15=344/882, 5-15=-1318/691, 5-13=0/300, 6-12=-458/460, 7-12=-742/1270, 7-10=-ll08/850,8-10=-1525/2640,3-15=-308/315 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at micipt 8-9. 5-15, 6-13, 7-12, a-10 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=15ft; B=45f ; L24ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 9-M, Exiedor(2) 9-M to 13-2-15, Interior(1) 13-2-16 to 42-1-12 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity Of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 9=711, 2=787. 9) 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. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 A WARNING - Verifydesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MXMM rev. IWDN2015 BEFORE USE. .Design vglitl for use only wiM Mnek®connectors. This design a bosetl only upon parameters shown, antl Is loran IntlNitlugl building component, not q fiuss system. Before use, the bu0tling de9gner must vetl/y the pppilcablllty of design parameters antl propeAy Incorporate this design Into the overall bulltlIn tlesign. Bracinglndlcom4 or. prevent buckling of lndlviduol buss web and/or chord members oNy. Atltlitlongl }em0grary and permanent brocing MiTek' e a'Z on qulred for stbbilliy and to prevent coligpse wim posvble personal Injury and propady tlamgge. For general gultlance reggrtling the tobricotlon. storgge, c."Ixy, orecrlon and bracing of Dosses and buss systems. seeANSI/Ipll Duo ta@�da, DS6E9 and 6C31 &ildbp ramppnmt 69N Parke East M. Sabi, IRfpanafbllovcilgble from TnAs Plate Insafu1e. 2" N. Lee Sheet, Suite 312, Alexpntlrio, VA 2231 d. Tampa, FL W610 Job Truss Truss Type - Oly Ply LOT 20/2 WATERSTONE T19445781 2254651 D11 Half Hip Truss 1 7 Job Reference (optional) - --v, • - 1 • ­.. -•m • � - ----„ a.zvu s reD 1 zuzv mu eK mcusmes, mc. t ue reD mf 12:1 z:10 2U%U Scale = 1:76.7 5x6 = 3x4 = 5x6 0 4x6 = 3x4 I _ r 4 20 21 22 5 623 24 725 26 6 14 ., „ iv uu of 9 3x8 3x8 = 46 = 3x4 = 4x6 = 3x4 = 5x6 II 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 VES Code FBC2017/TPI2014 CSI. TC 0.78 BC 0.89 WB 0.94 Matrix -AS DEFL. in (loc) Well Ud Vert(LL) 0.33 10-12 >999 240 Vert(CT) -0.63 14-17 >799 180 Hom(CT) 0.15 9 n1a n/a PLATES GRIP MT20 244/190 Weight: 220 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.t BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 2 Rows at 1/3 pis 7-9 REACTIONS. (lb/size) 2=1633/0-8-0, 9=1558/0-3-8 Max Horz 2=351(LC 12) Max Uplift 2=-781(LC 12). 9=-718(LC 12) Max Grav 2=1653(LC 17), 9=1563(LC 17) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2937/1682, 3-4= 2703/1581, 4-5=-2405/1479, 5-6=-3048/1743, 6-7=-2273/1251 BOT CHORD 2.14=-1736/2639, 12-14=-1832/3022, 10-12=-1675/2814, 9-10=-1107/1859 WEBS 3-14=-373/387,4-14=-412/971, 5-14=-864/475, 6-12=-100/343, 6-10=-826/623, 7-10=-350/1004,7-9=-2228/1341 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=15ff; B=45ft; L=24ft; eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 42-1-12 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 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD L=10.Opsf. 6) Bearings are assumed to be: , Joint 9 SVP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 9 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=lb) 2=781, 9=718. 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. Joaquin Velez PE No.66162 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING-Vdrytles/pnparametersan4READNOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIF M.,.. 1ob&ao15eEFOREUSE. .Design vpno for use only with Mmel� connectors. Ihls tleslgn Is basetl only upon parameters shovm, antl Is for On IntlNlbupl builtling component, not O uuss Stem. Betore use, the bu0tling designer must verily Me OppllcoblllN of tleslgn parameters antl propeey Incoiporote this tleslgn Into the overoll bullGing deslgn.&acing lntlicatetl isto prevent buckling otlntlNltlual buss webantl/or chow members only, AdtlltlonOl temporory andpetmanent brocing 6 always requiredI.,stobllay and to prevent collapse wttb possible personal N7ury antl property tlompDo. For general guitlance regartling Me MiTek' tobrlcoaon,storage, tlelNery. erection antl brocing o'russesond huv systems aeeAN3UiPllpypl6y CMrrM, DI., antl aRlkWa.. Campon�nl Sabty NlormaBomavallable Uom Truss Plate InsaMe. 2I8 N. Lee Sheet. Suae 312: Alexantlrla VA 22314, 6904 Parke East BNtl. " Tampa. FL 33610 Job - Truss Truss Type my Pl=10T TERSTONE'T19445782 2254651 D13 Hip Truss 1 a [tonal euuaers nrsraou. tnam'ny,.ry, riarn sery, rI­- Jdbbf, 8.240 s Feb 7 2020 MITek Industries, Inc. Tue Feb 18 12:12:18 2020 d 6.00 r12 SA — 5x6 = 4x6 = 5xB = Scale = 1:76.4 20 19 14 13 12 11 3x5 = 5x6 = 2x4 11 2x4 11 5x8 = SA = F-- 7-7-5 11-2-0 I 20-11-0 I 28-10-0 33.8-0 1 42-3-8 Plate Offsets (X,Y)— 13:0-3-0,0-3-01 [5:0-3-8,0-2-41,[6:0-3-0,0-3-41 18:0-6-0 0-2-8] 115:0-6-8 0-4-121 116:0-4-0 0-3-41 117:0-3-0 Edge] LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.90 Vert(LL) 0.49 16-17 >999 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.82 Vert(CT) -0.82 16-17 >614 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.94 Hom(CT) 0.33 11 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2531b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-19,7-13: 2x4 SP No.3, 16-17,15-16: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 17-20: 2x4 SP No.2 REACTIONS. (lb/size) 2=165410-8-0, 11=157910-3-8 Max Hom 2=219(LC 11) Max Uplift 2=-784(LC 12), 11=-689(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 17-19, 13-15 WEBS 1 Row at midpt 9-11 FORCES. (Ib) - Max. CompJMax. To -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3031/1677,3-4=-4117/2401.4-5=-4054/2443,5-6=-3762/2273, 6-7=-3762/2273, 7-8=-3335/2032,8-9=-1923/1188 BOT CHORD 2-20=-1520/2643, 16-17=-1719/3147, 15-16=-1783/3376, 7-15=-617/495, 11-12=-784/1329 WEBS 3-20=G 388/907, 17-20=-168113028, 3-17=-646/1117, 5-17= 662/1273, 5-16=-092/870, 6-16=-463/471,7-1fi=-254/526, 12-15=-876/1798, 8-15=-1272/2302, 8-12=-953/559, 9-12=-106/529, 9-11— 1853/1156 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, Extedor(2) 13-0-0 to 17-2-15, Interior(i) 17-2-15 to 33-8-0, Exterior(2) 33-8-0 to 38-1-13, Interior(1) 38-1-13 to 42-1-12 zone;C-C for members and forces 8 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 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 11 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 (jt=lb) 2=784, 11=689. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING - Vedly design Parameters and READ NOTES ON TN6ANDINCLUDED MITEKNEFEBANCEPAGEM1470o rev. 10022D1SBEFORE USE. sOeBgn vaiitlfor use only wim MBel�s connectors. 1156 devgR k basetl only upon poramefers shown. and k for an IntlNltlual builtlNg component, not ��- a truss system. Betore use, the building Cesigner must verify fhA oppllcobllity of design parameters antl properly Incorporate ml8 design Into the overall 7 building design. Bracing lndicatetl 8to prevent buckling oflndivldual truss web and/or chord members only. Addieonai temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal Injury antl property damage. For genarol guidance regartling he fabrication storage, deINery, erection and bracing or busses and truss systems, seeAN6VIP11 GualBy CMettD, DSa�9 antl BC61 Buldalp Compenmt 69N Parke East Blvd. Sabty in'.. novalloble from Truss vote Insetute. 21B N. Lee Street, Suite 312. Alexonon. VA 22314. Tampa, FL 3381 D Job Truss Truss Type Oty Ply LOT 2012 WATERSTONE T19445783 2254651 015 Hip Truss 7 1 Jab Reference (optional) ••-^ .. n • ...I ­v —, . o.zau s reD r zuzu mu ec Inc. Ue reD 161Z:1Z:19 ZU20 Pagel 0 5x6 = 5x6 = 2x4 11 5x8 = 6.00 r12 Scale = 1:76.4 20 19 '" i4 13 12 11 3x6 = 5x6 = 2x4 2x4 II 54 = 14.5-8 6xQ = LOADING (psl SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0. Lumber DOL 1.25 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code FBC2017/TP12014 CS'. TC 0.96 BC 0.78 W B 0.81 Matrix -AS DEFL. Ven(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.42 16-17 >999 240 -0.70 15-16 >725 180 0.31 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 2621b 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.1 'Except' BOT CHORD Rigid ceiling directly applied. Except: 2-18:2x4 SP No.2, 4-19,7-13: 2x4 SP No.3 6-0-0oc bracing: 13-15 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 17-19 17-20: 2x4 SP No.2 WEBS 1 Flow at midpt 6-15, 8-12, 9-11 REACTIONS. (lb/size) 2=1654/0-8-0, 11=1579/0-3.8 Max Horz 2=256(LC 11) Max Uplift 2=-784(LC 12), 11=-689(LC 12) Max Gmv 2=1670(LC 17), 11=1579(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3119/1667, 3-4=-4242/2347, 4-5= 4277/2493, 5-6=-3020/1827, 6-7=-2616/1632, 7-8=-2593/1622, 8-9=-1958/1206 BOT CHORD 2-20=-1531/2902, 4-17=-245/299, 16-17=-1464/2900, 15-16=-1590/3052, 11-12=-850/1474 WEBS 3-20=-1052/669,17-20= 1610/3099,3-17=-458/968,5-17=-889/1686, 5-16=-108/497, 6-15=-630/383, 12-15=-932/2119, 8-15=-1154/2149, 8-12=-1293/697, 9-12=-4/395, 9-11=-1894/1168 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15f ; B=45f ; L=24f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to-15-0-0, Exterior(2)15-0-0 to 19-2-15, Interior(1) 19-2-15 to 31-8-0, Exterior(2) 31-8-0 to 35-10-15, Interior(1) 35-10-15 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Bearings are assumed to be: , Joint 11 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 (jt=lb) 2=784, 11=689. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 - 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job Truss - Truss Type - -:] Oty Ply LOT 20/2 WATERSTONE ' T79445784 2254651 D17 Hip Truss 1 1 Job Reference (optional) O.CYV J MIICR IIIUUe1rIBS', I nG. UB reU 10 IL:IC:CI 4U4U w 0 6.00 fj2 5xB = 2x4 11 5x8 = 6 28 7 29 30 31 8 Scale=1:76.4 22 21 -- '��� 66..gg��13 12 11 3x6 = 6x8 = 2x4 11 1r4 4 II 5x8 = 3x6 11 5-3-8 7-7-8 17-0.0 23-4-0 28-10-0 356-0 42-3-B o.e-n Plate Offsets (X Y)-- [5:0-4-12 03-01 [6:0-5-8 0-2-41 [8:0-5-4 0-1-12] [10:03-0 0-1-81, 119:0-3-12 Edge][22:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.54 20 >934 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.84 Vert(CT) -0.9018-19 >564 180 BCLL 0.0 Rep Stress Incr YES W B 0.95 Horz(CT) 0.37 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2671to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 4-21,8-13: 2x4 SP No.3, 17-19: 2x4 SP No.1 WEBS 2x4 SP No.3+Except` 19-22,3-19: 2x4 SP No.2 REACTIONS. (lip/size) 2=1662/0-8-0, 11=158610-3-8 Max Horz 2=293(LC 11) Max Uplift 2=-779(LC 12), 11=-685(LC 12) Max Gmv 2=1672(LC 17), 11=1586(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 19-21, 13-15 WEBS 1Row at midpt 5-18,6-16 FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3147/1646, 3-4=-6291/3284, 4-5=-6339/3294, 5-6=-2886/1686, 6-7=-2562/1648, 7-8=-2562/1647, 8-9= 2486/1479,9-10=-1895/1069, 10-11=-1518/935 BOT CHORD 2-22=-1523/2959, 18-19=-2066/3971, 16-18=-1236/2651, 15-16=-1013/2196; 8-15=-96/519 - WEBS 5-19=-1151/2665,5-18=-1526/953,6-18=-358/976,6-16=-146/299, 7-16=-375/368, 8-16= 369/672,9-12=-947/651,10-12= 855/1638,12-15=-875/1686, 9-15=-1987762, 3-22=-2576/1380,19-22=-1943/3877, 3-19=-1408/2898 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=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 17-0-0, Extedor(2) 17-" to 21-2-15, Intedor(1) 21-2-15 to 29-8-0, Extedor(2) 29-8-0 to 33-10-15, Intedor(1) 33-10-15 to 42-1-12 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 11 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 (]t=lb) 2=779, 11=685. - 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. Joaquin Velez PE No.68182 - MiTek USA, Ina FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING. Vanrydesign Palamatar58Ad READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE M*74]3rev.111=015 BEFORE USE •Design volid'an ise only with MBel" connectors. ihis design"basetl only upon pommeters shown, an is far an Individual building component, nol - ��- afruss system. Before use, the building designer must verify the opplicability of design poromeleo and properly Incorporate this design into the overoll building design. Bracing Indlcated a to prevent buckling of Individual buss web and/or chord members only. Addltlonol temporary and permanent brocing aalways required for stability antl fo prevenfcollapsewith possible personal injury and property tlamoge. For general gultlance regarding the MOW fobnc rcl storage: tleMery, erection and bracing of husses antl huss systems, seeANSUIPlI Co01Mryyy OAbdo, D55d9,mrd 6C51 BuldYlp Compohm) S., InformOlbrm'oiloble ham fruss Plate InstiMe. 218 N. Lea Sheet Suite 312, Alexandrlo. VA 22314. - 6904 Parke East BNd. Tampa, FL 3340 Job Truss Truss Type ON. Ply LOT 20/2 WATERSTONE ' T19445785 2254651 D19 HIP TRUSS 1 1 Job Reference (optional) o.. - ....^ 1^'^""" ), -"P r.-as°.'. o.L4UsreD 1ZULu MI1eRm0US1nes,Inc. IuereDto TC:1G:zz Luzu regal d Scale = 1:76.5 6,00 12 5x6 = 5x6 - 2xa II 6 28 7 8 22 21 `" 15 14 13 12 3z6 = 2.4 II 6.8 = 3x4 II 5x8 = 3x6 II LOADING (PSI TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 PACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES, Code FBC2017/TPI2014 CS]. TC 0.87 BC 0.83 WB 0.96 Matrix -AS DEFL in Vert(LL) 0.74 Vert(CT) -1.06 Horz(CT) 0.49 (Joe) Well Ud 20 >680 240 20 >478 180 12 n/a n1a PLATES MT20 MT20HS Weight: 284 fib GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.1 'Except' 7-4-0 oc bracing: 19-21 4-21: 2x4 SP M 31, 17-19: 2x6 SP M 26, 8-14: 2x4 SP No.3 10-0-0 oc bracing: 14-16 12-15: 2x4 SP No.2 WEBS 1 Row at midpt 4-18, 5-17 WEBS 2x4 SP No.3 *Except* 3-19: 2x4 SP No.1, 7-17: 2x4 SP No.2 REACTIONS. (lb/size) 2=165710-8-0, 12=1680/0-3-8 Max Hom 2=-341(LC 10) Max Uplift 2= 781(LC 12), 12= 826(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3115/1605, 3-4= 78BW3913, 4-5=-3728/2042, 5-6=-2565/1521, 6-7=-2225/1464, 7-8=-2339/1548;8-9=-2444/1429, 9-10=-1825/1023,10-12= 1623/1107 BOT CHORD 2-22=-1411/2945, 21-22=-1408/2942, 19-21=-962/2134, 4-19=-1045/2461, 18-19=-3532/7466,17-18=-1597/3473,16-17= 876/2030, 8-16=-222/288 WEBS 3-19=-3149/6745,4.18=-4049/1965,5-18=-367/964,5-17=-1399/825,6-17=-265/751, 7-17=-175(427,7-16=-327/739,9-13=-889/602,3-21=-3142/1484,9-16=-176f708, 13-16=-80411632,10-13=-81211635 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=15N; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 18-0, Interior(1) 1-8-0 to 19-0-0, Extedor(2) 19-0-0 to 23-2-15, Intedor(1) 23-2-15 to'27-8-0, Extenor(2) 27-8-0 to 31-10-15, Intedor(l) 31-10-15 to 44-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearings are assumed to be: , Joint 12 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb), 2=781; 12=826. - - 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 directlyto the bottom chord. - Joaquin Velez PE No.68182 MTek USA; Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 Q WANNWG-Vsnfydesign yammeters anENERD NOTES ON TNISANDINCLUDED MmEK NEFENANCEPAGE MIP74M rev. 1O 015,EFONEUSE -- • Design valid far use only with MRek® connectors. W1 design is based only upon parameters shown. and is for on individual building component not w�• - a buss system. Before use, me builcog designer must verily me applicability of design parameters and properly Incorporate this design Info me overall bulltlingtleslgn. BracIn8 indicated is to preventbuckling ofirdivitlual truss web and/or chord members only. AcdionaI tampararyOrd permanent bracing MiTek' s always required for stab" antl to prevent collapse w8h possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, ereceon antl bracing of frusses and lu_s tems, saeANSI/IPII Q.W CM.da DSM9 on,,CSI,u12Fry Compobml 6904 Parke East Blvd. Spbty Intoan.B rxrvailoble from Tru. Plate Insstute, 218 N. Lee Street Suite 312, Alexandria, VA 22314: -Tampa, FL 33610. Job Truss Truss Type Ty Ply LOT 2012WATERSTONE ' T19445786 2254651 D21 HIP TRUSS 1 1 Jab Reference (optional) nawn:c (nua City, FL), nmrwny, FL - 305or, 8.24U s Feb 7 2020 MI I ek Industnes, Inc. Tue Feb 18 12:12:23 2020 Page 1 ID:6gDIGH2OVegl NklsxoNemzyuULB.RVYMge9BgMjsyT5zLq[Vlhtw67hC8ddWTNKvczzlvTs 2588.-00 29-1220-0 42-3-8 01 &-017.4-00 fi&0 281-200 7-3 6-2.0 1-8-8 5.6 = 6.00 12 5x6 = 530 631 21 - 3z8 = 2x4 II 13 12 11 3z6 II 2z4 I 3x6 - 2z4 = 6.8 = r 14'1.4il I I fi-0.0 6-�-0 12-10.0 21-0.0 28-4-0 W 1f2 36.1-8 42-3-8 r M-:0 0. -0 fi-7-0 8-2-0 k Scale=1:78.7 0 1c 1 Plate Offsets (X,Y)-- [4:0-3-0,0-3-41, [5:0-3-8,0-2-41 [6:0-3-0 0-2-01 [8:03-0 0-3-01 [9:0-2-15 0-2-0][14:0-2-8 0-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.22 15-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.37 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.14 11 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-A9 Weight: 275 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. Except: 7-15: 2x4 SP No.3 5-7-0 oc bracing: 14-15 WEBS 2x4 SP No.3 6-0-0oc bracing: 7-15 WEBS 1 Row at midpt 4-16. 6-16 JOINTS 1 Brace at Jt(s): 14 REACTIONS. (lb/size) 2=263/0-8-0, 21=1601103-0, 11=1438/0-3-B Max Hoe 2=-378(LC 10) Max Uplift 2=305(LC 12), 21=-821(LC 12). l l=-734(LC 12) Max Grav 2=266(LC 21), 21=1621(LC 17), 11=1438(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 368/396, 3-4= 1979/1101, 4-5=-1649/1061, 5-6=-138711065, 6-7=-191 all358, 7-8=-1933/1166, 8-9= 2457/l346,9-ll=-13B1/984 BOT CHORD 16-1 8=-766/1807,15-16=-528/1388, 14-15=-1082/2144, 7-15=-353/422 WEBS 3-18=-782/1812, 4-16=-406/329, 5-16=-112/42$ 6-15=-503/863, 8-15=-597/399, 9-14=-105612079,19-21=-1625/898. 3-19=-1569/928 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0, Exterior(2) 21-0-0 to 25-2-15, Interior(1) 25-2.15 to 25-8-0, Exterior(2) 25-8-0 to 29-10-15, Interior(l) 29-10-15 to 44-0-0 zone; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Bearings are assumed to be: , Joint 21 SYP No.2 crushing capacity of 565 psi, Joint 11 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 61=11b) 2=305, 21=821, 11=734. " 8) This truss design requires that a minimum of 7/16" structure] wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WANNWG. VerlrydealgnpmametersendaEAONOTES ON TN/SANOWCLUOEOMREKAEFEBANCEPAGEMIP74T4rev: fa1132015BEFOBE USE. • Design valid for use only with Miele® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall - building design. Brccingindicated Istoprevent UU.1dingoflndNitlualfree web and/or chord members only. Addiaonoltemporary and permanent brccing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricanon, storage, delivery, erection and bracing of trusses and truss systems seeANSUIPll Qual Criteria. PSB-89 and BCSI Building Component Safety lnformatonovalloble from Truss Plate InstlMe,218 N. Lee Street, Sulte 312 Alexondra. VA 22314, ��- MOW 69M Payne Best Blvd. Tampa, FL 33610 " Job Truss Truss Type OIy Ply LOT 20/-WATERSTONE • T19445787 2254657 E3 Jack -Open Truss 3 1 Job Reference (optional) Builders rrrstsource (ream City, FL.), Him City, FL - 03567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1812:12:29 2020 Page 1 ID:6gDI0H2OVegl NklsmNemzyuULJ3-GNe5iDyGCTOhOZ7i5PvYy737PvLY%gPrinEgd4vTm -1-0-0 3.0.0 114 0 3.0.0 Scale =1:12.8 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 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/fP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-4-0, 4=31/Mechanical Max Hom 2=133(LC 12) Max Uplift 3=-63(LC 12), 2=211(LC 12), 4=-40(LC 9) Max Gmv 3=62(LC 17), 2=197(LC 1). 4=50(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) -1-" to 1-8-0, Interior(1)"1-8-0to 2-11-4 zone; porch left exposed;C-C for members and tomes & 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 100lb uplift at joint(s) 3, 4 except (jt=lb) 2=211. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING. Ve Iy deelg0pvamet4rsand READ NOTES ON TNLSAND INCLUDED MITEK REFEHANCEPAGEMIL7413m.. 101T12015BEFOREUSE •Design valid for use only with MReI� connectors, fib design 6 based only upon paameters shown, andls (or an Indlvldual bwld ng component, not - �- a buss system. Before use, the bu0tling tle4gner moss verlry me oppllcoblllry of design parameters and properly Incorporate ih s tleslgn Info the overall building design Bracing indicated Ls to prevent bucklingofln6 duct nuns -ab ndlol chord memcars.Ny. Atltliaoncl temporary Ond permanent brccing MiTek• 6 always reaul,.d for stability and to prevent collapse with possible personolln7ury antl property damage. For"eneral""klance regartllrig me " fdbrlconon, storage, d .Nary. erection and bmcing of busses antl fruse systems, seeANSI/IP11 Ou.IaI1tyy CMeM." 9 and SCSI Su9tlbg Component � e901Palle Easl BNtl. Sfirety mi... bnbv.I.N. from Truss Plate Institute. 218 N. Lee Street. Sidle 312. Alexono r. VA 2231d. _ Tampa, FL 33610 Job Truss Truss Type - Oty Ply LOT 2012 WATERSTONE ' T79445788 2254651 E5 Jack -Open Truss 6 1 Job Reference (optional) Builders rlrstaource (Fiam City, FL), Piam Gay, FL- aubor, 3x4 = 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 12:12:30 2020 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-krT011 Eat WbtIX7JGow84AfB3pCyH_wY4yWnM34vT1 Scale=1:17.8 Plate OHsets_(X,Y)-- [2:0-1-4,0-0-21 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Mairi%-AS Weight: 18111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=264/0-8-0, 4=58/Mechanical Max Horz 2=187(LC 12) Max Uplift 3=-109(LC 12), 2=-163(LC 12) Max Grav 3=131(LC 17), 2=264(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- i) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom 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-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 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 1001b uplift at joint(s) except Ot=lb) 3=109, 2=163. 7) 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 0 WARNING -Vedfydesf9nparamet....d READNOTES ON THIS AND wCLUDEDMnEKREFERANCEPAGEMO-7473mv NIVIV220156EFORE USE - -Design valid for use only with Maim connectors. This design Is based only upon parameters shown, and is for an Indidual building component, not a hum system. Before use, the building designer must verity the appllcablllty of tlesign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is o prevent buckling of Individual two 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAlil iPiI Cual"IMnb C, DS0419 and SCSI Sulding Component Safety Nformallonovailable from buss Plate Institute. 218 M Lee Sheep Suite 312, Alexandria. VA 22314. 691 Palle East Blvd. Temp., FL 33610 Job - - Truss Truss Type Oty Ply LOT 20/2 WATERSTONE ' T19445789 2254651 E7 JACK -OPEN TRUSS 33 1 Job Reference (optional) - - - +• -+• -• • -••n • a.zeu s reo r zuzu run arc Inausmes, Inc. I us reo itsTznz:au zuzu rage 1 ID:ZYc6AOGNbVAfFo43ovpJTgypvs()-krTOlI Eat W btIX7JGow84Af4gp8AH_wY4yW nM3zivTl i 3x4 = 7-0-0 Scale: 1/2'e1- Plate Offsets (X,Y)-- [2:0-0-8,Edgel - LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) 0.16 4-7 >511 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.20 4.7 >418 180 BCLL 0.0 Rep Stress ]nor YES W B 0.00 Hon (CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 241b FT=20% LLIMBER- BRACING - TOP CHORD 2x4 SP Na.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=169/Mechanical, 2=336/0-8-0, 4=81/Mechanical Max Harz 2=241(LC 12) Max Uplift 3=-163(LC 12), 2= 178(LC 12) Max Grav 3=190(LC 17), 2=336(LC 1), 4=122(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1.8-0 to 6-11-4 zone;C.0 for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for 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) except (jt=jb) 3=163, 2=178. 7) 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. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARNING- VeritydesignPmeme mandREADNOTE ONMSANDWCLUDEDMI REPERANCEPAGEM&74MMV..iNOS20156EFOREUSE Cesign valid for use only Win MneAD connectors, This design Is based only upon commuters shown. and Is for on individual building component, not a buss system. Before use, the building designer must verity the oppllcabnty of design parameters antl properly Incorporate this design Into the overall buliding design. Bracing Indicated is to prevent buckling of hdivlduai truss web and/or chord members only. Additional temporary and permanent bracing M1Te k' Is always required for stabllhy antl to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricofion. storage, delivery, erection and bracing of trusses and truss systems. s,eANSI/IPII OualkBysr Cmedp, DS049 antl SCSI Bulding CoMpOnent Sooty from Truss Plate Insil 218 6904 Parke East Blvd. Informp6arnrallobie N. fee Sheet. Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job - Truss Truss Type - Oty Ply LOT 2012 WATERSTONE ' T79445790 2254651 E713 MONOPITCH TRUSS 1 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 12:12:31 2020 3.4 = 1.54 STP 3.6 II 6x8 = 40-14 7-0-0 40-14 2-11-2 Scale: 1/2'=1' Plate Oftsets(X,Y)-- r1:0-2-0,Edpe1 f5:0-4-4,0-1-81 LOADING (psQ SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.02 5 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.17 Ven(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO We 0.48 Hom(CT) 0.01 4 n1a n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=724/0-8-0, 4=1557/Mechanical Max Holz 1=184(LC 8) Meet Uplift 1=>323(LC 8).4=-B49(LC 8) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1344/619 BOTCHORD 1-5=-669/1178, 4-5=-669/1178 WEBS 2-5=-611/1247,2A=-1448/823 Structural wood sheathing directly applied or 4-11-11 oc pudins, except end verticals. 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=151t; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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 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 100lb uplift at joint($) except (jt=lb) 1=323, 4=B49. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 Ito down and 491b up at 2-4-12, and 1039 Ile down and 591 lb up at 44-12, and 652 lb down and 335 He up at 6-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 1-4=-20 Concentrated Loads (lb) Vert: 8=-84(F) 9= 1039(F) 10=-652(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 Q WMNP'G- Verify EesiBnpant ehv..CREADNOTES ON THIS ANDINCLUDEDM? KREFERANCEPAGEMI474Md v.10 2015BEFORE USE ��• •Daslgn valid tar use only wim Maelda connectors. This design a based only upon parameters shown, antl R for on IntllNducl building component. not a huss Mtem. Before use. Me builtling tledgnar must verify the oppilcabllity of cedgn parameters and propery IncorpolOte the tleslgn Into the overall building tlevgn, B4OcIng lndlcatedu to prevent bucWing of Individual hu-web end/or chord members ony. AddIm.ncl tempoicry and permanentbmdng MiTek' Is always repulretl for stObllity antl to prevent collapse v4th possible personal injury antl property damage. For general Ouitlance regartlingthe fpbrlcoaon. storage. delNery, erection and bracing of Uusses antl buss systems seeAN5VIP11 CuaI1N Canty. D6849 and lCfil6ulOhp Camponrnl 6904 PaAe East BNd. Sa .ty, adom1a1bncvDOabie hom Truss Plata Ins6Me. 218 N. Lee Sheet. Suite 312; AlexonCAa, VA 22 14. Tampa, FL 33610 Job - Truss Truss Type Oty Ply LOT 20/2 WATERSTONE • T79445791 2254651 E7S JACK -OPEN TRUSS 2 1 Job Reference [optional_ Builders rust5oume (Plant City, FL), Plant City, FL-33567, 3x4 = 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 12:12:32 2020 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-gEbmjjFrY7raYrHiNDzc9bl00do01tOr%G7uRy4vTl LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vest] Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.18 3-6 >475 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.21 3-6 >400 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/RP12014 Matrix -AS Weight: 22 lb 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) 1=257/0-8-0, 2=173/Mechanical, 3=84/MechaniwI Max Horz 1=186(LC 12) Max Uplift 1=-68(LC 12), 2=-169(LC 12) Max Gmv 1=257(LC 17), 2=194(LC 17), 3=123(LC 3) FORCES. (lb) - Max. CompJMa Ten. -All forces 250 IN) 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-" to 3-0-0, Interiar(1) 3-0-0 to 6-114 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 fora 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-" wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=1b) 2=169. 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. Scale =1:23A GRIP 244/190 FT=20% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 •• Date: February 18,2020 ,&WARNING- Verdideefynpammeteraend READNOTES ON 7NISANDWCLUDEDMf7EKREFERANCEPAGENS-74J3mv. IcVJAl0I5BEF0REUSE -0a' 0 volitl for use only with Mlrek® connectors. Ibis tleslgn Is be"ad only upon porometers shovm, and Is for an Intllvltlual builtling component. no' a buss wstam. Before use, me Wad'no tleslgner must veety me oppllcoblllty of oesign porometers antl properly Incorporate mis tleslgn Info tFe overall builtling tleslgn. are 1n In iv ted is to prevent buckling of I divioual truss web and/or chord membersonly. Addm-m-i temparary and permanent brocing Is al ways requtred for stab0lty and to prevent[ollppse wim possible personal Injury antl property damage. For ganeml gultlance regartling me tole onon, sloroge, tlelNery, erection antl bracing of trusses and buss systems, seeANSIAPII Qu CMedo, DS!-09 antl RCSI 8ultler0 Compoa�nl Safely InfomroPorWallable ham Tnss Plata Insfiiuta, 218 N.lee Sheet, Sul1e 312, Alexand0p, VA 22 1,. MiTek' 69oa Parke East BNd. Tampa, FL 33610 Job Truss Tnlss Type Oty Ply LOT 20/2 WATERSTONE • T79445792 2254651 EN JACK -OPEN TRUSS 4 1 Job Reference (optional) Buixters FIr315ource (plant Uny, FL), Plant Glty, FL - 33567, 8.240 s Feb 7 2020 MTek Industries, Inc. Tue Feb 18 12:12:32 2020 3x4 5 Scale=1:22.6 Plate Offsets (X,Y)-- 12:0-1-13,0-0-81 LOADING (psi) SPACING- 2-0-0 Cat. DEFL. In (loc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.27 6-9 >312 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.24 6-9 >346 180 BCLL 0.0 Rep Stresslncr YES WB 0.07 Horz(CT) -0.03 4 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=138/Mechanical, 2=336/0-8-0, 5=112(Mechanical Max Hom 2=241(LC 12) Max Uplift 4— 102(LC 12), 2=-171(LC 12), 5=-56(LC 12) Max Gmv 4=153(LC 17), 2=336(LC 1), 5=123(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24h; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0. Intedor(i) 1-8-0 to 6-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings am assumed to be: Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 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) 5 except (jt=lb) 4=102, 2=171. 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 shestrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 0 WARNWG.Verifydesfge Xmaefemend READNOTES ON TNL9ANOWCLUDEOMNEKREFERANCEPAGEMO74Mmx 1a=015BEFORE USE - •Design valid for use only with Mrek®connedoR. rnL tledgn Is based only upon parameters shown. and b for an IndMduol building component not a buss system. Before use, the builtling tlesigner must verity me applicabty of tlesign parameters and property Incorporate this design into the overall builtlingtlslgn. Bracing Indicated is to prevent buckling of Ind dual nuss web and/or chord members only. Additlonaltempororyondpermonentbrocing fs ahvays required ter s}ttle yantl to prevent collapse withpossble personal Njury and property tlamage. For general guidance r.gartling the fobrtcaaon, storage. delivery, erection and bracing of trusses antl buss systems, _.MS7'1 GGaply Cdlbdo, DSM9 and SCSI BV6dFD Component Sa' butormatblxrvollob,. from Trust Plate re"te, 218 N. Lea Sheet Sun. 312, Ale.. on.. VA 22314. �I , �MY MiTek' 69M Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 2012 WATERSTONE • T79445793 2254651 E22 Jack -Open Truss 1 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, p3Z 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 12:12:29 2020 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-GNe5i DyGCTOhOZ7i5PvYy755PwUYXgPrinEgdzjvTm Scale=.1:10.1 Plate Offsets (X Y)-- f1:0-1-4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SO No.2 REACTIONS. (lb/size) 1=79/0-8-0, 2=49/Mechanical, 3=30/Mechanical Max Horz 1=58(LC 12) Max Uplift 1=-20(LC 12). 2=47(LC 12), 3=-4(LC 12) Max Grav 1=79(LC 1), 2=55(LC 17), 3=38(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 or 2-2-8 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=15ft; B=45ft; L=24f1; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s)1, 2, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 O WARNING.V dfydesl9nperemetersand READNOTES ON TMISAND INCLUDED MNEKREFERANCEPAGEM6T473rev. laDY1a159EFORE USE •Design valitl for use only wIM MT.k®ponnectors.ID6 design Is base only upon parameters shownrond Is for an intllvitlual building component, not ��• a fruss system. Before use, Me bullIm. dslgner must verify m. applicability of design parameters antl properly inE.r.fe this design Into the overall building tlesign. Bradng lntllCatetlBbpievenibuckling of lntllviduplfrun web antl/orchortl members only. Atltlitlonal tempoiaryantl bracing MTek' permanent "always required far sbbllity antl to prevent collapse with pox4ble personal inlury and property damage. Far gener2uidonce regatling the fobdconon. Moroge, delivery, erection antl bracing of frusses antl buss systems. seeld13Um11 Duo CtErrda, D56d9 and aC61 lMldhp Carr1POND1 Surlyar'.pnalbm.e.". from Tnas Plot. InstlMe. 2, a N. Lea Sheep Suite312 Al... or,. VA 22314. 69N Parke East 8W. Tampa, FL 33610 ' Job Truss Truss Type Oty PA[LOTTERSTONET19445794 2254651 FG Flat Truss 7 (optional) Builders RrstSouma (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries. Inc. Tue Feb 18 12:12:33 2020 6.00 12 31, ass II 1.5.8 STP= 3x6 II Scale = 1:28.4 LOADING (psQ TCLL 20.0 TCDL 7.0. BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/TPI2014 CS]. TC 0.16 BC 0.16 WB 0.34 Matrix -MP DEFL in Ven(LL) 0.02 Vert(CT) -0.02 Horz(CT) 0.00 (too) Well L/d 5-6 >999 240 5-6 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SO M 26 except end verticals. WEBS 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=2804/0-3-8, 4=2804/0-8-0 Max Horz 6=-65(LC 6) Max Uplift 6=-1259(LC 8), 4=-1259(LC 8) Max Grav 6=3294(LC 15), 4=3284(LC 15) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 lb) or less except when shown. TOP CHORD 1-2=2079/803, 2.3=2079/803, 1-6=-2042/820, 3-4=-2042/820 WEBS 2-5=-597/1668, 1-5=-769/2131, 3-5=-769/2131 NOTES- 1) 2-plytruss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=15f ; B=45ft; L=24N; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 6 SVP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=1259,4=1259. 9) Girder carries tie-in span(s): 41-4-0 from 0-M to 7-4-0 - LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=-54, 2-3=-54, 4-6=-742(F=-722) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Data: February 18,2020 Q WARNING-Vedrydaslge Pelamararsaed NERD NOTES ON TNISANDINCLUDWMDEKREFENANCEPAGEM674MJ 1. MTK2015eEFOHE USE Deslgn valid for use only wlih MRe'.®connedors. This design is to d only upon parameters shown and @ for an Indlviduai bullding component, not �'- a buss syslem. Befo,e use, the building designer must vedfyMe applicabty of tlesign parameters antl properly Incorporate ih6 deslgI Into the overall Waling design. Bracing lntlicato is to prevent buckling of lndNiduaI truss web and/orchard members only, Adtll6onal temporary dntlpe,manant bracing MiTek' a al ways requiredfo,MobllltyanotopmventcollapsevnIn ._lblepersonallnluryandproperh/tlampge. Forgenemlguldanceregardingme Pobricoaon storage; tlelNary, erection and broUng of busses antl truss systems seeANSU1Pl1 Qu Ity CMrrria DSE-e9 and aC51 MildIna CompoNnt 6904 Parke East Blvd. SONty NfOlmplb,sovclloble aom Truss Plate Institute. 218 N. tse Shoat, Suite 312, Alexontlrto. VA 22314. - Tampa, FL 33610 Job Truss Truss Type - - Oty Ply LOT 20/2 WATERSTONE , T19445795 2254651 G7 Special Truss 7 1 Job Reference (optional) tr,me City,-, nnm miry, n_-ooaar, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 12:12:39 2020 Sj' 10.16 MT20HS I I 2x4 II 6x8 = _ 5x8 = 4x6 - Scale = 1:53.0 1.5x8 STP= 3x6 II 10x20 W20HS= 5.8 = 3x6 = 3x6 = 3x12 MT20HS i 7-0-0 12-0-0 17-0.0 S" 28-8-0 7-0-0 s-o-0 F.a-n-n Itil m 18 Plate Offsets(X,Y)-- 12:0-2-9,0-1-81 [3:0-1-1205-e1 [5:0-5-80J-01 [6:0-5-00-2-01 [12:0-0-OOd-121 [12:0-3-120-5-0I [730-1-120-0-01 [14:0-4-40-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Ill Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.40 13-14 >853 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.52 13-14 >665 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 HDrz(CT) 0.11 8 n/a Na BCDL 10.0 Code FBC2017rFPI2014 Matrix -MS Weight: 1521b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 5-6,6-7: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 2-12: 2x6 SP M 26 WEBS 2x4 SP No.3 "Except* 6-11: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. REACTIONS. (lb/size) 2=2566/0-8-0, 8=1814/0-8-0 Max Harz 2=167(LC 7) Max Uplift 2=-1414(LC 8), 8=-970(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5317/2822, 3-4=-5447/2957, 4-5=-5447/2957, 5-6=-4519/2428, 6-7= 2967/1600, 7-8=-3358/1682 BOT CHORD 2-14= 2345/4680, 13-14=-2368/4739, 11-13=-2023/4233, 10-11=-1768/3761, B-10=-1319/2922 WEBS 3-14=564/1393,3-13=-421/862,4-13=-362/312, 5-13=-931/1538,5-11=-2778/1567, 6-11=-1453/2713, 6-10=-1361/693, 7-10= 512J1229 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=15ff; B=45tt; L=24ft; eave=5ft; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 3= 8 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 8) All bearings are assumed to be SVP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=11b) 2=1414, 8=970. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 218lb down and 288111 up at 7-0-0, and 128111 down and 165 lb up at 9-0-12 on top chord, and 346 lb down and 1531b up at 7-0-0. and 66 It, down at 9-0-12, and 1501 lb down and 858 to up at 9-1 1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B). LOAD CASE(S) Standard Joaquin Velez PE No.66162 MiTek USA, Inc. FL Curt 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 18.2020 A WARNING -werflydesfir peremefen and READ NOTES ON rHISAND INCLUDED MIFEKREFERANCEPAGE Mil pii v. 16,1112015BEFORE USE -Design valid for use only with MOek® connectors. AB design Is based only upon porameters shown, antl Is for on Individual building component, not a tnrss system. Before use, the bullding designer must verify Me cppllcablllty of design parameters and properly Incorporate this design into the overall bullding design. Bracing Indicated 6 to prevent bull of lndlvlduol 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 property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and taus systems. seeAN3171P11 Qua l6r CrCnW, DS549 and BC51 Sultlbp Component ham Tess Rowinstitute. 218 6904 Parke East Blvd.SaH1y trrlonnolgnovollobie N. tee Street. Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 - Job Truss Truss Type OtY Ply LOT 20/2 INATERSTONE ' T79445795 2254651 G7 Special Truss 1 1 Job Reference o tional Builders FirstSoume (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 72020 MiTek Industries, Inc. Tue Feb 1812:12:39 2020 Page 2 ID:ZYc6AOGNhVAfFo43ovpJT9ypvs0-TDWOB6LEvHkbtwJ2HBbFy3XggR84usjtasCmB24vTc LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 6-7=-54, 7-9=-54, 2-17=-20 Concentrated Loads (Ib) Vert: 3=-138(F) 14=-346(F) 20=-88(F) 23=-41(F) 24=-1501(F) Q WARNING -yodl Desl9npanmet....d READNOTES ON MIS AND INCLUDED M,,KREFERANCE PAGE MIAIMMV. lo=015BEFORE USE. •Deslg"Gild for use only with MRek®connedors. ihb tledgn Is based only upon parameters snown, antl Is for an Intlivltluai building component not a truss system. Before use, ttie bulltling tleslgner must verify the Opplicablllty of tleslgn parameters and properly Incorporate this tlesign Into ttie overall - DUIItlingdeslg0.(AaCinglntlicaletlLsloprevenibucNingollntllNDu011russweband/orchortlmembersONy. Atldmonalfamporv'-'d'armOnentbracing B always requ adfor stability antl fo prevent collapse with pose or personal N1ury antl prapedy Damage. For general gultlanceregarding the ibrlcoNon, storage, d.".ry, erection antl bracing of frusses antl huss systems seeANSUIP1t QuoBly CMr rid, DS669 and BC51 SusDbp.CompOnr nl Sqf NlertneryOrlwollOble ham "co Plate Instill., 218 N. Lae Stteel.5ulte 312, Alexontld¢ VA 2231 A.. ��- MiTek' 6909 Palle East BI_vD. Tampa, FC 33610 Job Truss Truss Type Oy Ply LOT 20/2 WATERSTONE Ti9445796 2254651 G9 Hip Truss 1 1 Job Reference (optional) lmm� wy, ry, riem "y. .......... 5.240 S Fea y ZUZU MI I eK maustne5. Inc. I Us Feb 16 12:12:40 2020 a 5x6 i 3x4 = 3 1920 4 2122 5x6 5 Scale =1:51.5 3x4 = 3x4 = 4x6 3x4 = 3x4 = ig Plate Offsets (X,Y)-- 12:0-0-8,Edge1, 13:0-3-0,0-2-71 15:0-3-0 0-2-71 [6:0-0-8 Edge] LOADING (pso SPACING- 2-M CSI. DEFL. in (too) War. Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 VergLL) 0.28 10-13 >999 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.95 Vert(CT) -0.42 8-10 >817 180 BCLL 0.0 ' Rep Stress Incr YES We 0.29 Horz(CT) 0.07 6 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1261h FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0, 6=1133/0-8-0 Max Horz 2=191(LC 11) Max Uplift 2=-574(LC 12), 6=-574(LC 12) FORCES. (Ib) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1771/1040, 3-4=-1527/1072, 4-5=-1527/1072, 5-6=-1771/1040 BOT CHORD_ 2-10=-719/1516, 8-10=-B40/1658, 6-8=-742/1516 WEBS 3-10=-42/435,4-10=311/216, 4-8=-311/216, 5-8=-42/435 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD 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; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45tt; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0," Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 19-8-0, Exterior(2) 19-8-0 to 23-10-15, Interior(1) 23-10-15 to 30-0-0 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 ponding. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=1b) 2=574, 6=574. 8) This tmssdesign'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. - - Joaquin Velez PE No.68182 -- MTek USA, Inc. FL Cart 6611 - 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING -VIdy Eesren,uvametersand READNOTES ON TNISANOWCLUDWMREKREFERANCEPAGEM674M.V. iGMYMrSeEFORE USE - - �Deslgnvalldforusepolywhh via..connectors.lhis design is bared only upon paiametersshown. and is for on individual bulltling component not a fruss system, before use, the building designer must verity the opplicoblliry of deslgn poroMeters and properly incorporate hsls tlesign Inia the overall bull ding deslgn Bracing lntlicoted is to prevent buckling of Intl -dual fru--a and/or chord members only. Addlflanal temporary and permanent bracing - MlTek• isalways requiredforstabi'it' on, to prevent collapse w"possible personal Injury and property domaga. Fat geneml guldance lego,ding the fobribafion storage; delNery, erection and bmcing of trusses and huss systems. seeANSVIP'I Cuolky CdMM, DS641tiand aC51 Buldhp Component 6e04 Pade East BNd. _ S. bdormatbnovailoble from Truss Rafe InstlMe, 218 N. Lea Sheet Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type -- . Ply LOT 2012 WATERSTONE - - - I T79445797 2254651 G11 Hip Truss 1 1 Job Reference o tional nwmers rusmource frlam any, I-L), rram ury, rL- uabbl, 8.24U 5 reb /LULU MI IeK me. I U9 too 16 12:1L:44 ZUZU Vaal 3 5x6 = 4.6 = 4 23 5 6US = 4x6 = 3x6 3x4 3x4 = 3xe = are 11 = 3x8 = &1-6 15-0-0 18-5-8 28-8-0 9.L6 5-10-10 3-5-H 10-2-8 Scale=1:52.3 OIT 0 Plate Offsets (X Y)-- [4:0-3-0 0-2-0][9:0-2-9 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) -0.24 11-20 >999 240 MT20 244/190. TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.51 11-20 >675 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.27 Horz(CT) 0.07 9 We rVa BCDL 10.0 Code FBC2017/TP]2014 Matrix -AS Weight: 156 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directlyapplied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 2=1133/0-8-0, 9=1133/0-8-0 Max Horz 2=-228(LC 10) Max Uplift 2=-574(LC 12), 9=-574(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1883/1187, 3-4= 1682/1118, 4-5= 1366/1019, 5-6=-1463/1074, 6-7=-1385/992, 7-8=-1599/1027, 8-9= 1879/1191 BOT CHORD 2-14=-906/1654, 12-14=-596/1296, 11-12=-673/1444, 9-11=-935/1650 WEBS 3-14=-364/377,4-14=-212/490, 5-12= 256/401, 6-12=-499/345, 7-11=-254/509, 8-11=-388/383 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.Dpsf; h=15ft; B=45H; L=24f ; eave=5f; Cat. II; Exile C; Encl., GCpi=0.18; Ml (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0. Exterior(2) 11-0-0 to 15-9-8, Interior(1) 15-9-8 to 18-518, Extefor(2) 18-5-8 to 22-7-9, Interior(1) 22-7-9 to 30-0-0 zone;C-C for members and forces & . MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - - 6) All bearings are assumed to be 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 at=lb) - 2=574, 9=574. - 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. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNMG- Vedryileslgd peremefersae4 READ NOTES ON MIS AND MCLUDED MITEKR£FERANCEPAGE114-]4]3 rev. 1d032015BEFORE USE - - -- !Design valid for use only with Ml connectors. lne ❑eslgn is based only upon parameters shown, and Is for an Individual bulking component, not - afiuss system. Before use,Me building designer must verify Me applicability of design parameters and propery incorporate this design Into the overall -buildingdesign.BracingIndicatedistopreventbucklingofIndividual}russweband/or chord members only. Additional temporary and nomranenlbecing- 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 Musses and truss sysremesseANSU1P11 Qua, Criteria. DSO-69.and Bpi Building Component Safety InfarmanoW,, iloble from Truss Plate Institute, 218 N.Lee Sheet Suite 312. Alemndria, VA 22314. - -' MOW . 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 20/2 WATERSTONE ' � T79445798 2254651 G13 Special. Truss 1 1 Jab Reference o 0onal builders FlrstSource (Plant City, FL), Plant City, FL- 33567, Feb 72020 MiTek Industries. Inc. Tue Feb 18 12:12:35 2020 6.00 12 Us = Scale=1:53.6 3x4 = 3x4 = 4.6 = 5x8 = 2x4 11 3x4 = 9-2-0 17-9-8 I 20-5.8 28-8-0 9-2-0 8-7-8 2-8-0 8.2-8 Plate Offsets (X,Y)-- [2:0-0-4,Edgel [3:0-3-0,0-3-01 [6:0-2-4.0-5-e1 [7:0-0-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77. Vert(LL) -0.22 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 VerdCT) -0.4010-12 >855 180 BCLL 0.0 - Rep Stress [nor YES W B 0.85 Horz(CT) 0.06 7 n/a n1a BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 141 lb FT=20% LUMBER - TOP CHORD 2x4-SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0=8-0, 7=1133/0-8-0 Max Horz 2=265(LC 11) Max Uplift 2=-574(LC 12). 7=-574(LC 12) 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=-1845/1028, 3-4=1714/1071, 4-5=-1994/1328, 5-fi=-1716/1086, 6-7=-1812/1034 BOTCHORD 2-12= 712/1731, 10-12=-416/1196, 9-10=-753M565, 7-9=-753/1559 WEBS 3-12=402/399,4-12=-319I748, 4-10=-666/1098, 5-10=-988/711, 6-10=11361439 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, Extenor(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 20-5-8, Extedor(2) 20-5-8 to 23-5-8, Intenor(1)23-5-8 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding.. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be 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 Ot=lb) 2=574, 7=574. 8) 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. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: - February 18,2020 Job Truss Truss Type Oty Ply LOT 2012 WATERSTONE T79445799 Z254651 G15 Special Truss 1 1 Job Reference o tional Builders HratSource (runt City, FL), Piam dry, FL - 33b67, 8.240 s Fab 7 2020 MiTek Industries. Inc. Tue Feb 1812:12:36 2020 6.00 I2 4.6 II Scale = 1:54.0 3x4 = 3x4 = 4x6 = 5xe = 2x4 11 3x4 = 19-9-8 225 28.8.0 20&2 -- I 1U-7-11 6-2-8 Plate Offsets(X,Y)— [2:0-0-8.Edge1 [3:0-3-00-3-01 [6:0-6-00-2-81 - LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.40 10-12 >855 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.74 10-12 >465 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.52 Horz(CT) 0.06 7 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 139 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 WEBS 1Row at midpt 4-10 REACTIONS. (lb/size) 2=1133/0-8-0,7=1133/0-8-0 Max Horz 2=265(LC 1.1) _ Max Uplift 2=.574(LC 12), 7=-574(LC 12) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1850/1005, 34=-1726/1047, 4-5=-2495/1542, 5-6= 2092/1228, 6-7=-1923/1093 BOT CHORD 2-12=-699/1761, 10-12=-414/1209, 9-10=-834/1663, 7-9=-831/1660 WEBS 3-12=-390/389, 4-12=-2931790,A-10= 851/1508,5-10=-1331/929, 6-lD=-307/775 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 13-0-0, Extedor(2) 13-0-0 to 16-M, Interior(1) 16-0-0 to 22-5-8, Extedoi(2)22-5-8 to 25-5-8, Intedor(1) 25-5-8 to 30-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) Provide adequate drainage to prevent water 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 of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be SYP N0.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=574,7=574. 8) 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. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 - 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job Truss Truss Type - O,IY Ply ' T79445800 2254651 G17 Roof Special 1 1 �'LOT20/2WATERSTONE Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries. Inc. TUB Feb 16 12:12:37 2020 4x6 = Scale = 1:52.2 3x6 = 3x4 = 3x4 = 3x4 5x6 = 2x4 It 3x4 = -Ot2.0 9-2-0 16-6-0 21-7-8 24.3-8 I 26-6-0 0. -0 9.2.0 7-4-0 54-9 2-B-n d-2-R Plate Offsets (X,Y)-- r1:0-0-0,0-0$, f6:0-".0-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) 0.18 10-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.34 13-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.54 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 142 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1053/0-8-0,7=1128/0-8-0 Max Horz 1=-258(LC 10) Max Uplift 1=-471(LC 12), 7=574(LC 12) BRACING- TOPCHORD 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 1-2=-1817/1022,2-3---1668/1069,3-4=-1805/1132,4-5=-2869/1684, 5-6=-2466/1420, 6-7=-2008/1141 - BOT CHORD 1-13=-697/1654, 11-13=-395/1164, 10-11=-848/1804, 9-10=-901/1759, 7-9=-901/1754 WEBS 2-13=-397/397,3-13=-319/691, 3-11=-496/932,4-11= 669/551,4-10=-651/1102, 5-10=-1364/856, 6-10=-506/932 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.Opsh h=15ft; B=45ft; L=241t; eave=5ft; Cat. II; Ely C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 12-10-0, Exterior(2).12=10-0 to 15-10-0, Interior(1) 15-10-0 to 24-3-8, Exterior(2) 24-3-8 to 27-3-8, Iriterior(1) 27-3-8 to 29-10-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=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.Opst 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, with BCDL=10.Opsf. 6) Bearings are assumed to be: , Joint 7 SYP No.2 crushing capacity of 565 psi. - 7) Provide mechanical connection (by others) of truss to Dealing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 1=471, 7=574. .. 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. Joaquin Velaz PENo.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 Q WARNING -1NnIydesl9nparemeters and READ NOTES ON THIS AND /NCLUDED MMEK REFERANCE PAGE MX7473mv, iW032015aEFOREUSE- at •Design v0" for Use Only with MOek®connectors.Ihls tleslgn a basetl only upon parameters shown and Is for an IntlMtlu01 builtling component, not a lnw system. Befo a use, ihs o ading Oeslgno must veAfy the applicability of tlesgn porain tern ontl propery lncarporale MB tleslgn Into the overall _ _ -builtling tleslgn. Bmcloglntlicatetlkto prevent bucYJingof lndNltlual buss web ontl/or chord members only. Adtlalonal temporaryandpennaneni bracing' M1Tek Ls alwaysI..lied for stability ontl to prevent collapse wlm possible personbl in jury and property domage, For general guitlance r-gartling the fobticotlon, storage, delivery. erection ontl b,ocing of busses ontl buss rystems. seeANSURiI CuIII1y CM�M, DSB_89.and SCSI Bu1dhD Component 69M Parka East Blvd. Sooty ad..aMmv."able nom TNss Plote Ins6Me, 218 N. Lee Sheet. Suite 312. Alexonorla. VA 2231 d. Tampa, FL 33610 Job Truss Taus Type Oty Ply LOT 20/2 WATERSTONE T19445801 2254651 G19 Roof Special Girder 1 1 Job Reference (optional) omiuers rvswuurae leans City, FL), ream Guy, FL- aaaaf, 8.240 s Feb 7 2020 Mi7ek Industries, Inc. Tue Feb 18 12:12:38 2020 46 = Scale = 1:51.9 Ir n b 3x4 3x4 = 3x4 = 3x4 = 61B = 2x4 II 3x4 = 9-2-0 16-6-02-3-8 28-8-0 9-2-0 7-4-n ].1.a T r Plate Offsets (X,Y)— [4:0-3-5 0-3-1) [6:0-6-00-2-81 LOADING (psQ SPACING- 2-04) CSI. DEFL. in (loc) Wall Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ven(LL) 0.33 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Ven(CT) -0.5010-11 >684 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.87 Horz(CT) 0.07 7 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matdx-MS Weight: 141 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-5: 2x4 SP No.1 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 1=1048/0-6-0,7=1075/0-8-0 Max Horz 1=-258(LC 6) Max Uplift 1=-470(LC 8), 7=-571(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purins. BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 1809/834, 2-3=-1660/879, 3-4=-1816/945, 4-5=-4072/1885, 5-6=-3371/1495, 6-7=-1958/889 BOT CHORD 1-13=571/1625, 11-13=-291/1133, 10-11=-686/1811, 9-10=-690/1729, 7-9=-689/1723 WEBS 2-13=400/365, 3-13=-28B1692,3-11=-416t934, 4-11= 647/481,.4-10=-996/2195, . 5-10=-1968/1001, 6-10=-759/1807 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=f.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 of 20.Ops1 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, with BCDL= 1C.0psf. - 6) All bearings are assumed to be 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 (t=lb) 1=470, 7=57-1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26Ib down and 143 Ih up at 26-3-8 on top chord, and 22 lb up at 26-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted aslrom (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ - Van:,1-3=-54, 3-5=.54, 5-6= 54, 6.8=.54, 14-17=.20 Concentrated Loads (lb) Vert: 6=54(B) 9=4(B) Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 Q WARNING- VeNfydesrgeparamefea,.d REAONOTES ON TRISANO INCLUDED MMEKREFERANCEPAGEMI1-74]3 rev. 1aMMI15BEFORE USE. � asign valid for use only with MrekO connectors. 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 verily the oppllcab0lty of design parameters and properly Incorporate this design Into Me overall bulldIngdedgn. Bracing Indicated Is to prevent buckling Of individual truss web and/or chord members only. Additional temporary and permanentbracMg M[Tek Is always required for stability antl to prevent Collapse with possible personal Injury and property damage. For general guidance regarding Me - fobrication, storage. delivery, erection and bracing of theses and truss systems. seeAN5U1Pi1 Quality Criteria, DSB.89 and SCSI Bultlbp Component Safety Infolmationovalloble from Truss Plate Institute. 218 N. Lee Steel. Suite 31Z Alexandria. VA 22314, . 6904 Parke East BNd, Tampa, FL 33610 � Job Truss Thus Type Oty, Ply LOT 20/2 WATERSTONE T19445802 2254651 GGE. GABLE 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 12:12:41 2020 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-v AmMURu_J7ETRPodjl Ud8CFlwMwbAcAhsFw4vTa Scale = 1:14.6 2x4 = 3.6 11 2x4 11 LOADING (psf) SPACING- 2-M CSI. DEFL, in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.12 Vert(LL) rt/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.13 HOtz(CT) 0.00 n/a n/a BCD,L 10.0 Code FBC2017/TPI2014 Matrlr-P Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=57/4-0-0, 4=50/4-0-0, 5=178/4-0-0 Max Horz 1=105(LC 12) Max Uplift 4=32(LC 12), 5=-114(LC 12) Max Grant 1=57(LC 1), 4=55(LC 17), 5=195(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-273/76 WEBS 2-5=-151/442 Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. 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=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.I S; MW FRS (directional) and C-C Comer(3) 0-M to 3-0-0, Exteror(2) 3-0-0 to 3-10-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3)'Gable requires continuous bottom chord beading. 4) Gable studs spaced at 2-043 oc. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive 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. - - 7) 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 coracle the plates. If ACO, 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. .- 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 1001b uplift at joint(s) 4 except (jt=lb) 5=114. Joaquin Velez PE No.68182 MiTek USA, Inc. FIL Carl 8634 . 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 ,&WARNING-Vetl/ydeslxn Cara mesa. READNOTEa ON THISANDINCLUDEDMPKREPERANCEPAGEMX74n.re.. Itsaos0faeEPOREUSE ,0es1gn volid for use only with Mltai@ connectors. IItls design Is based any upon parameters shown, and Is for on Individual builtlng compare nt, not rinzor ��- a from system. Before use. Me building designer must verity the applicability design parameters and properly Incorporate this design Into Me overall building desgn, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and per bracing MiTek' _ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeANSM11 CuullBtyy Criteria, DSO-89 and SCSI Building Component y M/ormaMwvallcble from Truss Plote Imfltuie, 218 N. Lee Street Suite 312. Mexondra. VA 22314. 69M Parke East Blvd.Saco Tampa. FL 33610 " Job Truss - Truss Type 4ty Ply LOT 20/2 WATERSTONE ° T79445803 2254651 H3 Jack -Open Thus 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 a Feb 72020 MiTek Industries, Inc. Tue Feb 1812:12:41 2020 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-v AcoMURL_J7ETRPcdjl Ud5HF7EMyeAcAhsFwzjvTa -1-10-10 4-2-15 1.10-16 4-2-16 Scale=1:12.7 4.2-15 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Veril -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress that NO W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=67/Mechanical, 2=238/0-3-0, 4=33/11vilechanioal Max Horz 2=133(LC 8) - Max Uplift 3=-51(LC 5), 2= 208(LC 8) - Max Grey 3=67(LC 1), 2=238(LC 1), 4=66(LC 3) FORCES. (Ito) -Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. - NOTES- 1) Wind: ASCE 7-10: VDIt=1601 (3-second gust) Vasdi 24mph; TCDL=4.2psf; BCDL=6.Opsf; h=15N; B=45ft; L=24ft; eave=2k; Cat. II; Exp C; Encl., G6pi=0.18; MWFRS (directional); Lumber DOL=1.60.plate grip DOL=7.60 2) 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. 3) Gable studs spaced at 2-0-0 oc. 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) Bearings are assumed to be: , Joint 3 SVP No.2 crushing capacity of 565 psi, Joint 4 SVP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) ' 2=208. 9) Hanger(s) or otherconnection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 84Ib up at 1-5-4, and 30 lb down and 84 lb up at 1-5-4 on top chord,* and 23 Ib up at 1-5-4, and 23 Ito up at 1-5-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others.. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard - 1) Dead + Roof Live (balanced): Lumber Increase=1.25; Plate-Increase=1.25 Uniform Loads (plo - - Vert: 1-3=-54, 2-4=-20 _ Concentrated Loads (Ib) - - Vert: 5=48(F=24, 8=24) 6=23(F=11, 8=11) - Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING -Vanity design paremelers and READ NOTES ON THISAND/NCLUDED 1111/TEKFEFERANCE PAGE 111O.74n rev. 104=015BEFORE USE •Design valid for use only with MffGM connectors. Phis design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of IntlNidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent CO11Opse with possible personal Injury and property damage. For general guidance regarding the- fabricotlon, storage, delivery, erection and branng of husses and huss systems, seeANBUIPII Quality Cdbda, DSB49 and BCSI Building Component 6904 Palle East Blvd. Suhly Btfotmatlo,a loble from Truss Plate Instfure.218 N. We Sheet, Suite 312, Alexandria, VA 22314, - Tampa, FL 33610 Job Thus Truss Type Oty Ply LOT 20/2 WATERSTONE ' T19445804 2254651 H5 Jack -Open Tnus 2 1 Job Reference (optional) auimers rnsraourcu InarA spry, ry, Plant Ugly, PL- aabbl. 8.240 s Feb 7 2U20 MiTek Induatnes, Inc. Tue Feb 18 12:12:42 2020 LOADING (psQ SPACING- 2-0-0 Cal. DEFL. in (loc) Vdefl L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.12 4-7 >681 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.20 4-7 >411 180 BCLL 0.0. - Rep Stress Inor NO WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matnx-MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=159/Mechanical,2=321/0-11-5,4=83/Mechanical Max Horz 2=188(LC 8) Max Uplift 3— 148(LC 8), 2=-235(LC 8) Max Grav 3=159(LC 1), 2=321(LC 1), 4=130(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:17.4 PLATES GRIP MT20 244/190 Weight: 251b FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=15ff; B=45tt; L=24ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi 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 2 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 Qt=lb) 3=148;2=235. _ 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 Ib down and 55 Ib up at 1-5-4. 30111, down and 84 lb up at 1-5-4, and 22 lb down and 1121b up at 4-3-4, and 3 Ib down and 70 lb up at 4.3-4 on top chord, and 23 lb up at 1-5-4. 23lb up at 1-5-4, and 161b down and 6lb up at 4-3-4, and 11 lb down and 7 lb up at 4-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of Others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 - Concentrated Loads (lb) Veit: 8=55(F=24, B=31) 9=-7(F=15. B= 22) 10=23(F=11, B=11) 1I= 14(F=-5, B=-8) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING- Verifydesign paramefera and READ NOTES ON TNISAND/NCLUDED MOEKREFE1ANCEP4GEMX74TJ ree 10,032015BEFOREUSE- Oeslgn valid for use only With Waldo connectors. ID6 design B based only upon parameters shown, and 6 for an IodNldual building component. not - a truss system. Before use, the building deslgner must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Inc Mduol truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse will, possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and brochg of trusses and truss systems. seeANS0rp11 Qualty Call DSBA9 and BCSI BuldIng Component 6904 Parke East Blvd. Safety 6dermationavollable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alezondria, VA 22314. Tampa, FL d3610 Jab Truss - Truss Type Ply LOT 202 WATERSTONET79445805 r r 2254651 HIT Jack -Open Truss ry 1 Jab Reference (optional) (rian City, FiL), Fier,, Chy, rL-omol, B.Z4U s Feb 7 2UL0 Mr I eK Industries, Inc. Tue Feb 15 12:12:42 2020 3x4 = Scale=1:23.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL t0.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/rP12014 CS]. TC 0.29 BC 0.40 We 0.25 Matrix -MS DEFL in Vert(LL) -0.02 Vert(CT) -0.05 Horz(CT) 0.01 (too) Well Ud 7-10 >999 240 6-7 >999 180 5 n/a Na PLATES GRIP MT20 244/190 Weight: 421b FT=20% LUMBER- BRACING- - -TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=103/Mechanical, 2=448/0-11-5, 5=344/Mechanical Max Hors 2=241(LC 8) Max Uplift 4=-108(LC 8), 2=-267(LC 8), 5— 141(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-629/235 BOTCHORD 2-7=-298/572, 6-7=-298/572 WEBS 3-7=0/332, 3-6=-660/344 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Ops4 h=15f ; B=45N; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); LumberDOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 ps1 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 2 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 (t=lb) 4=108, 2=267, 5=141. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 30 lb down and 84 lb up at 1-5-4, 30 lb down and 84 Ito up at 1-5-4, 3 Ib down and 70 lb up at 4-3.4, 3 Ito down and 70 Ib up at 4-3-4, and 52Ib down and 141 Ito up at 7-1-3, and 52 lb down and 141 lb up at 7-1-3 on top chord, and 23 lb up at 1-5-4, 23 lb up at 1-5-4, 11 lb down and 7 lb up at 4-34, 11 Ib down and 7lb up at 4-3-4, and 51 lb down at 7-1-3, and 51 lb down at 7-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or Back (6). 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) Joaquin Velez PE No.681 Vert: 11=48(F=24, B=24) 12=30(F=15, B=15) 13=-104(F=-52, B=-52) 14=23(F=11, B=11) 15=-11(F=-5, 8=-5) 16=82 -51(F=-25, MiTek USA,Inc.ezP FL Cent 6634 82 8=-25) - 9904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 A&WARNWG-Verily Eestgnpemmetersend BEAD NOTES ON MS AND INCLUDEDMOEKREFERANCEPAGEM674Td Iev. 1hAl2a15BEFOREUSE- rDesign volld for use only with Mfle4®connectors. This design is hosed oNy upon parometers shown, and Is for on indNldual building component, not a truss system. Before use, the bu0ding designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndMduolhuss web and/or chord members only. Additional temporary and pemranent bracing MiTek'. Is always required for stability and to prevent collapse with possible personollnjury and property damage. For general guidance regarding the - _ fabrication, storage: delivery, erection and bracing of trusses and hum systems, seeANSXMIJ Quartry CMedo. DSB49 and BC616uItlhp Component 69M Page East Blvd: Sably Informalbmv011obie ham Trust Plate InstlMe. 218 N. Lee Sheep SuBe 312 Alexandria, VA 22 14. .. Tampa, FL 33610 Job Truss Truss Type Ply LOT 20/2WATERSTONE 1 , T79445806 2254651 H7V Jack -Open Truss �Ty 1 1 Job Reference footionaft Binders rirstaource (Plant city, FL), Plant city, FL-33567, 8.240a Feb 72020 MiTek Industries, Inc. Tue Feb 1812:12:43 2020 Page 1 ID:6gDIDH2OVegl Nkl smNemzyuULB.sLmwl UOkzVE1 Mxdp W 1 B6viOP3 W cgpl T3UAzKp4vTY -1-10.10 6-6-4 9-10.13 1-10-00 6-6.4 3-4-9 I Scale = 1:23.1 to 3x4 6-6-4 V3-4-9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(L-) 0.12 6-7 >998 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.14 6-7 >843 180 BCLL 0.0 Rep Stress lncr NO WE 0.20 Hom(OT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 381b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=95/Mechanical, 2=448/0-10-3, 5=352(Mechanical Max Hom 2=241(LC 8) Max Uplift 4=-86(LC 8), 2= 261(LC 8). 5=-174(LC 8) FORCES. (lb) - Max. Comp./Mac Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1048/465 BOT CHORD 2-7=-550/985, 6-7=-534/932 WEBS 3-7=-20/472, 3-6=-10051565 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc puffins. " BOT CHORD Rigid ceilingdirectly applied or 8-0-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=6.Opsh h=1511; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrem with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are. assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections: 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) 4 except (jt=lb) 2=261, 5=174. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 34 Ito down and 82 Ito up at 1-5-4, 34 Ito down and 82 lb up at 1-54, 0 lb down and 73 Ib up at 4-3-4, 0 Ito down and 73 Ib up at 4-3-4, and 52Ib doom and 145 lb up at 7-1-3, and 52 Ib down and 145 lb up at 7-1-3 on top chord, and 23 lb up at 1-5-4. 23 lb up at 1-5-4, 11 Ib down and 71b up - at 4-34, 41 Ibdown and 71b up at 4-34, and 51 lb down at 7-1-3, and 51 Ito down at 7-1-3 on bottom chord. The desigNselection 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 (plo Vert: 1-4=-54, 5-8=-20 - Concentrated Loads (lb) Vert: 11=48(F=24, B=24) 12=30(F=15, B=15) 43=-104(F= 52, B= 52) 14=23(17=11, 13=11) 15=-11(F=-5, B- 5) 16=.51(F=-25, B=-25) Joaquin Velez PE 110.68182 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 331110 Date: February 18,2020 Q WARNING- Verllydeg9r"..ixersand READNOTES ON TN/SAND/NCLUOEDMREKREPERANCEPAGEMIP74Ame laTa2015REFOREDSE Oeslgn valid tar use only wlih Mrekee connectors. This design Is based only upon parameters shown, and Is for an Individual bulldog component, not �t a truss System. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing lnacoted is to prevent bucNing of individual truss web and/or chord members only. Additional temporary and pennonent bracing MiTek' Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage: For general guidance regarding Me - fobrlcation. storage. delivery, erection and bracing of trusses and (suss systems. WeANSVTP11 Gual6y Criteria, DS549 and SCSI Building Component 6904 Parke East Blvd. Safely N/ormgibnWolloDle from Truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type - Oty Ply LOT 20/2 WATERSTONE r t T19445807 2254651 K01 Hip Truss 1 1 Job Reference (optional) jVt-IL Lllky, r..I, r1wit.ay,"-0000r, 6:24U 5 rep y zuzu MI I eK mausures. IOC. I ue ree 15 1 Z:1 Z:44 LULU race 1 I 4—Mo 5xB = 2x4 11 5x8 = 2 '17 18 3 19 20 4 3x4 = 2x4 II '""' 3x8 = 2x4 11 3x4 = Scale = 1:33.3 LOADING (PSI SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.12 8 >999 240 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.58 Vert(CT) -0.16 8 >999 180 BCLL 0.0 Rep Stress Incr NO We 0.24 Hoa(CT) 0.05 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 83 lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1081M1echanical, 5=1158/0-8-0 Max Hoa 1=-112(LC 6) Max Uplift 1=-565(M8), 5=-672(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2057/1097, 25=-2275/1295, 3-4=-2275/1295, 4-5= 2045/1077 BOT CHORD 1-10=-843/1791, 8-10=-838/1803, 7-8=-817/1791, 5-7= 822/1779 WEBS 2-10=0/378, 2-8=-353/6281 3-8=-430/436, 4-8=-367/635, 4-7=0/376 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=15ft; 8=45ft; L=24ft; eave=5ft; 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 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.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. 6) Bearings are assumed to be: Joint 1 SYP No.2 crushing capacity of 565 psi. ' 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1565, 5=672. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1551le down and 3061bup at 5-M, 54 lb down and 131 lb up at 7-0-12, 54 Ib down and 131 lb up at 9-0-12, 54 lb down and 131 lb up at 9-74, and 54 lb down and 131 Ito up at 11-7-4, and 155 lb down and 3061b up at 13-8-0 on top chord, and 154 lb down at 5-0-0, 52 Ib down at 7-0-12, 52 lb down at 9-0-12, 52 lb down at 9-7-4, and 59 th down at 11-74;and 154 lb down at 13-7-4 on -bottom chord. The _ design/selection of such connection device(s)Js the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard - - 1) Dead+ Roof Live (balanced): Lumber Increa_ se=1.25, Plate Increase=1.25 _ Uniform Loads (pit) - Joaquin Velez PE No.68182 Vert: 1-2-54, 2-4= 54, 4-6=54, 11-14=.20 Concentrated Loads (lb) 6M USA, Inc. FL CeR 6634 _Vert: 2=-155(F) 4=-155(F) 10=-77(F) 8=-52(F) 3=-108(F) 7=-77(F) 17=-54(F) 19=54(F) 21=-26(F) 22= 26(F) 964 Parke East Blvd. Tammpapa FL 33610 Date: February 18,2020 Q WARNING- Vadly design parne felsend READ NOTES ON THIS AND wCLUDED MmEK REFERANCE PAGE MIF7473 rev. 104X32015 BEFORE USE ��- Design volld for use only with MPeM connectors, fiB tleslgn 6 based only upon porometers shown, antl Is for On IntlNldual building component, not atwss system. Betor0 use, the budding designer must verily the opplicoo'*of design paramel0ra and properly Incorporate this tlesign Into the overall — L■s /�� SuOding design. Bracing indicated is to preveritbuckling ofindividuel huss web an 10, ortl members only. Additionol temporary antl penncnentbrocing IYIf1ek- Isalwbysrequiretlfor slobJity rind to prevent collapse with possible personal Nluryand property tlamage. For, general guitlance regarding Me tobricotion, storage, tlelNery, erection and bracing of frusses antl fruss systems, seeANSVIP11 CualMMyy CAMM, Oli and SCSI Bind ag Component 6904 Parke East Blvd. Safety in. adddlbnovoiloo. from Truss PlotelnatiMe.218N.1ea Q., Suite 312 Alexandid. VA 22314. - Tampa, FL 33610 Job Truss Truss Type - Oty Ply LOT 20/2 WATERSTONE - t r T19445808 2254651 K02 Hip Truss 1 1 Job Reference (options]) bUlmers rlr6l30urce [Plant lacy, rL), Plant Uly, FL- JJba/, 8.240 s Feb 7 2020 MI I eK InduStneS, InC. tue Feb 18 12:12:A4 ZU20 Pagel Scale = 1:32.7 Sx8 = 4x6 = 2 16 17 3 3x4 = 2x4 II 'xv — 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CBS. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.53 Vert(LL) 0.12 8-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.17 8-11 >999 180 BCLL 0,0 Rep Stress Incr YES WE 0.09 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 781b 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. (lb/size) 1=688/Mechanical, 4=765/0-8-0 Max Horz 1=-149(LC 10) - Max Uplift 1=-306(LC 12), 4=-413(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1068/692, 2-3=-9057736, 3-4=-10621700 BOT CHORD 1-8=-431/906, 6-8=-430/912, 4-6=-464/899 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=l5ft; B=4511; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 7-0-0, Exlenor(2) 7-0-0 to ' 11-2-15, Interior(1) 11-2-15 to 11-8-0, Exterior(2) 11-8-0 to 15-10-15, Interior(1) 15-10-15 to 20-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 of565 psi.. 7)'Refer to girder(s) for truss to truss connections. - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=306, 4=413. 9) 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. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 A WARNING. Veriryees1gnpa1amerersan4READ NOTES ON THMANDINCLUD£D MIIEKREFERANCEPAGEM67473ree 1111032015BEFOREUSE.-- -Design valid for use only with MDeI� connectors. fib tlesign Is based oNy upon parameters shown, --d a for on Ihdtvidual bultling component, not a fussryslem. Beforeu. the building tlesigneimustverlty the applicability of tlesign parometers and properly Incorporate this tledgn Into the overall bultling tlesign. Brocinglndlcateduro prevent buckling of lntliviouclfruss we and/o chord members only. Adtliticnal temporary and permanent bracing MiTek' Is alwoys tequlred for stability and to prevent collapse with possible personal Injury antl property dambge. For general guldonce regartling the f.tx Glen storage,tlelNery, erection and bracing ....... fruss.. and buss systems. seeAN5VIP11 OIt ryy CMtrM, OI.. and is I Buldhp GpmponmT 69N Palle East Blvd. " ll.'. y hdormemen oval.". from Truss Plots lr".. 21 B N. Lee Sfreet. Su0e 312: Alexontlrlo. VA 2231A. Tampa, FL 33610 Job Truss Truss Type Ply 20/2 WATERSTONE T19445809 M Common Truss r2254651 1LOT Jab Reference o tional Builders FirstSaume (Plant City, FL), Plant City, FL - 33567, 8.240 a Feb 7 2020 MITek Industries, Inc. Tue Feb 1812:12:45 2020 I0:6gDIOH2OVegl Nkl sxoNemzyuULS-okthSA0?U7UkbmCeSigBKni9sEulkGlXof4C Scale=1:20.7 4x6 = ]d 3x6 II 3x4 = 1-4-0 5-0-0 10.0.0 1-4-0 3-6-0 I 5-0-0 Plate Offsets (X Y)-- 15:0-0-8 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(L-) 0.15 7-14 >701 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.12 7-14 >826 180 BCLL 0.0 ' Rep Stress that YES W B 0.15 Hou(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 41 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=36310-3-8, 8=521/0-4-0 Max Horz 8=117(LC 11) Max Uplifr5=-375(LC 12), 8=-539(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-181/348, 3-4— 281/581, 4-5=256/554 GOT CHORD 2-8=-336/192, 7-8=-307/192, 5-7=307/192 WEBS 4-7=-282/138, 3-8=-315/514 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 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; TCDL=4.2psf; BCDL=6.Opsh h=15ft; B=45N; L=24ff; eave=5ff; Cat. II; Elm C; EnoL, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-64. Interior(1) 1-6-4 to 5-0-0. Extedor(2) 5-0-0 to 8-0-0, Intedor(1) 8-0-0 to 114-0 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces 8 MW FRS 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 nonconcument with any other live loads. 4) ' Tfiis 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) All beatings are assumed 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 lb uplift at joint(s) except 0t=1b) 5=375, 8=539. 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.. Joaquin Velez PE No.68182 Mrrok USA, Inc. FL Card 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING.Verify tlesign Par emeferesnd READNOTES ON THIS AND INCLUDEDMiTEKREFERANLEPAGENM174"rev. 1Nai=15eEFOREUSE. iDesign valid for use only with MifelsU connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a puss system. Before use. the building designer must verity the applicability, of design parameters and property Incorporate the design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and broeing MiTek' permanent Is always required for stability ono to prevent C011apse with possible personal Injury and property damage. For general guidance regarding me - fabrication storage, delivery, erection and bracing of tames and hum Mtems, seeANSVpI I Gua[BByy CrIMrlo. DSB419 and BC31 Buetlbg Component Safety hrformalionavolloble from Truss Plate InAkfe, 218 N. We Sheet Suite 312. Alexontlrlo. VA 22314, 696E PaAe East Blvd. Tampa. FL 33610 Job Truss Truss Type f11ty Ply LOT 2012 WATERSTONE 1 T79445810 2254651 M3 Hip Truss 1 1 Job Reference a tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MTek Industries, Inc. Tue Feb 18 12:12:46 2020 Page 1 ID:GgDIOH2OVegl NklsxoNemzyuULS-GWR3fWQdFQLbDYMOCSDVkYK01GbM1 ClvISPdw84vTV -1-4.0 7.0-0 10.0-0 11-4-0 1-4-0 3-0-0 4-0-0 3.0.0 11:-0 Scale - 1:20.6 46 = 17 18 19 4x6 = 2x4 II 3x4 = LOADING IPS1 SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.55 Vert(LL)0.13 8 >793 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.11 8 >933 180 BCLL 0.0 ' Rep Stress [nor NO W B 0.10 Hom(CT) -0.00 6 n/a n/a SCDL 10.0 Code FBC2017/rP]2014 Matrix -MS Weight: 40 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPNo.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=392/0-4-0, 10=564/0-4-0 Max Horz 10=-et (LC 6) Max Uplift 6=-374(LC 8), 10=-538(LC 8) Max Gmv 6=406(LC 18), 10=564(LC 1) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-304/305, 3-4=-39a(347, 4-5=-327/301, 5-6=-390/323 BOT CHORD 2-10=-308/318, 9-10=-281/318, 8-9=-285/327, 6-8=-283/328 WEBS 3-10=-355/343 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=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 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) 6=374, 10=538. - 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 Ib down and 131 lb up at 3-0-0, and 64 lb up at 5-M,.and 52 lb down and 152 lb up at 7-M on top chord, and 42 lb down and 10 lb up at 3-0-0, and 15 to down and 6lb up at 5-0-0, and 42 lb down and 10lb up at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54,5-7=-54, 11-14=-20 . Concentrated Loads (lb) Vert: 4=-12(F) 5=-12(F) 9=-21(F) 8=.21(F) 18=1(F) 20=-5(F) Joaquin Velez PE No.88182 MiTak USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 ,&WARNING- Verlfydeslgnparemefersend BEAD NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE Mp7473rex. 10N.Y1015 BEFORE USE. 'Desl9n valId for use only wlin Mrek® connectors, fits c"gn Is based 00y upon porameters shown, and Is for an IntlNltlu0' builtling component, not - �'- e tnas system. Before use, Me building designer must verity Me pppiicabillty of tlesign Porometers antl properly incorporate iNs tlesign Into me overall bullding tledgn. Bracing lntllcptetl is to prevent buckling of lntllvldupl ilup web and/at chwtl members only. Atlditlonal temporary antl permanent brocing MiTek'- Isalwaysrequkedtorstoblllfyantltoprevent collapse with possible personal lnlury antl property damage. For general guldance regarding me' fetid f.n. storc9e, delNe,, erecflon and bracing of trusses end buss systems, seeANSpIP11 Cuoply Cdledp, DSM9 and aCSt auSBNp Component Solely InfrdmptlotxN.I.bl. hem Truss Rafe Institute, 218 N. tee Street Sulte 3,2. Blexontlrlo, VA 22314. Seat Pake East BNd. Tampa, FL 33610 Job Thus Thus Type Ply LOT 20/2 WATERSTONE te 4 �t Ty 1 T19445811 2254651 PB Piggyback Truss 5 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 12:12:46 2020 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuUL&GwR3f W QdFQcbD?MOC9DvkYKOxGjJ1 DMSPdw8zjvTV 24-0 4-8-0 24-0 2-4-0 3x4 = 2x4 = 2x4 = Scale =1:9.1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (fee) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.06 Vert(LL) 0.00 4 Nr 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ile/size) 2=135/2-8-14, 4=135/2-8-14 . Max Hoa 2=-37(LC 10) ' Max Uplift 2=-91(LC 12), 4=-91(LC 12) - FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 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.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 anynther members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 1001b uplift at joint(s) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. m c Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: February 18,2020 ,Q WARNING -Verily Oes/Sn;,a..Jem en4READ NOTES ON THIS AND WCLUDED MREKREFERANCE PAGEMIF7473 rev. IQ=ViVr5BEFOREUSE ' Design v0`d far use only with MIN connectors. the design Ls based only upon parameters shown, and Is for on Individual buiIcing component, 'a me a hula system. Bet.re use, the building designer must verify the appllcabllity of tleslgn parameters antl properly Incorporate iNs tleslgn Into me overall building tleslgn. aracIng hIv.tetl is to p"Embucklingofind_,dualtm_web and/or chord members oriV Addl6.naltemporary antl permon.nt bracing ' MiTek' Is always requaed for antl to prevent collap "_''._Iola p.rs.no, Injury antl property damage. For g.n.rol guldaOCe r.g.G ng Ma fobrkatlon, storage, da'.' erection antl bracing of busses and buss systems. _.MS611 Cu.ats. CAMdD, DS549 and WSI Suadlnat C ......t S'taty from Truss P.'.lnstiNfe.218 N. Lee 6904 Parke East BNd. - Tampa, FL 33610 mformalbmv.IlobI. Sh..t. Suite 312, A..xondr'. VA22314. Job Truss Truss Type x �, 41y Ply LOT 20/2 WATERSTONE 4 T79445812 2254651 Pet Piggyback Truss 2 1 Job Reference (optional) LOADING (psi) TCLL 20.0 TCDL 7.0 SCLL 0.0 BCDL 10.0 ft'lam Ulry, FL), From Llry, I-L- 33567, 8.240 s Feb 7 2020 MTek Industries, Inc. Tue Feb 18 12:12:47 2020 Page 1 ID:6gDIOH2OVeg1 Nk1 sxoNemzyuULB-k77RsrRFOkkS9xaltkSGIsBfg3Ymg72_68BTazjvTU 2-0.0 2-8.0 4-8.0 ' 2-0.0 0.8.0 F 2.0-0 4x6 11 2x4 = Mill Scale = 1:9.2 4.8.0 SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 4 n/r 120 MT20 2441190 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4 rdr 120 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a rda Code FBC2017/TPI2014 Matrix-P Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=135/2-8-14, 4=135/2-8-14 Max Hoa 2=-34(LC 10) Max Uplift 2=-91(LC 12), 4=-91(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Gable requires continuous bottom chord beading. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-M 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING- VedrydnIgn parameters and BEAD NOTES ON THISAND/NCLUDED MMEKHEFEBANCEPAGEM67473me 10,11=015B£FOBE USE. Design valid for use 0Ny wltn "B" connectors. lhts deArin Is based only upon porameters shown. ono Is for on "'"dual bulltling component, not 0 buss system. Before use. Me building deelgner must verify me oppllcoblllN of design parameters and properly Incorporata this tlsslgn Into the overall bulltling design. Bracing lndicand& to prevent buckling of indl-dual hu-web and/or chord members only. Addieonal temporary and permonentbroclng MiTek' is always requlretl for stablliNantl to prevent collapse with possible personal Injury a no property dOmaga. For general guloanc. rag "6 Me fob0catbr storage, tlelNery. erection antlbradng of busses and truss systems, saeANSUR11 Q.011ly CrNub. OSed9.ond SC61 MIIdhp Componml 6904 PeAe Ent Blvd. - Soblytnlormotbnovailable ham Truss note Intl te.218N. Lee Street Suite 3, 2, Alexand0a, VA 22314. Tempe, FL 33610 Job Truss , (11ty Ply LOT 2012 WATERSTONE V r T79445813 2254651 R2 �TnussType Jack -Open Tress 1 1 Job Reference (optional) Builders RrslSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1812:12:48 2020 Page 1 ID:ZYo6AOGNbVAfFo43ovpJT9ypvs0-CJZp4BStn2WSIVNaFNpzP124PMNCOmuk?02jvTT Scale=1:10.7 Plate Offsets (X Y)-- [2:0-0-3 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ver(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=38/Mechanical, 2=209/0-8-0, 4=11/Mechanical Max Hom 2=113(LC 8) Max Uplift 3=-25(LC 5), 2=-201(LC 8), 4=-11(LC 13) Max Gmv 3=38(LC 1), 2=209(LC 1), 4=29(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. SPACING- TOPCHORD Stmctural wood sheathing directly applied or 3-1-8 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ff; 9=45R; L=24ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 3, 4 except at=lb) 2=201. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 84 lb up at 1-5-4, and 30 Ito down and 84lb up at 1-5-4 on top chord, and 23 Ito up at 1-5-4, and 23 lb up at 1-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back,(B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) _ Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=48(F=24, B=24) 9=23(F=11, 8=11) . Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 0 WARNING - Verlty deslen parameters end READ NOTES ON THIS AND INCL UDED MGEK REFERANCE PAGE MX74Te rev. Ia=Ia15 BEFORE USE Design valid for use o0y wah MReM onnectors. This desl9n6 based only upon parameters shown,andefor anindvlducl bulldIng component not - ahusssystem.Beforeuse,thebutch tleSgnar must verifythe applicobllity of design parameters antl prapa4y Incorporate Mk tlasl9n Into me overall bulldin9 tleslgn. &acing lntllCatetl is to prevent buckling of lntlivltlual tons web pod/orohortl members only. AtltlMonal temporary antl permanent bracing MiTek' Is always requlretl tar sbbllay pod LO prevent collapse wim possible personal In)ury antl property tlamage. For general guidance re9artlln8 the fObticMloR storage, delivery, erection antl Macing of fiusses and true systems seeANlU1PI1 CuplIl1ryry Cdb4O, OSa-09 and lCSI 6uIdhp _.POnflet e.auy tnf0rmglbncvailable from Truss Plate IntnMe, 2" N, Lee Sheet Suite 312 Alexandria. VA 22314... 6904 Parke Ees1 Blvtl. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 13 /" Center plate on joint unless x, y 14- 4 offsets are Indicated. 6-4-8 dimensions shown in fi-In-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See SCSI: �1/ r ' ld Cl-2 C2a 2. Truss bracing must be designed by an engineer. For WEBS Cty 4 Wd. truss spacing, individual lateral braces themselves may require bracing, or aRernative Tor I c v 0 o 3 bracing should be considered. �� 0 U op h 0 3. Never exceed the design loading shown and never 0- .� 5 U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building oza csa ~ For 4 x 2 orientation, locate designer, a rvs or, property owner and Interested supervisor, BOTTOM CHORDS plates 0- ne' from outside ll other edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at Joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/rPI 1. connector plates, THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/rPl 1. Software Or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber Is a non-structural consideration and Is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling Is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, mm .g 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 ANSI/rPl1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate. Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing, • BCSI: Building Component Safety Information, ,■\/■, Mill 20. Design assumes manufacture in accordance with Guide To Good Practice for Handling, ANSI/IPI 1 Quality Criteria. ItSstalling & Bracing of Metal Plate - Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015