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Home My WebLink AboutTruss249 Maitland Avenue, Suite 3000 rFDS Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)97272-0484 1 E: info@fdseng.com Website: www.fdseng.com ENOINEERINO ABBOCIATEB June 16, 2020 Building Department Ref: Adams Homes Lot: Lot 28 BIk 5 Subdivision: Fort Pierce - Waterstone Address: 5348 Vespera St. Model: 1485 A RHG KA # 20-4145 Truss Company: Builders First Source Date of drawings: 6/10/20 Job No.: 2369914 Wind Speed: 160 Exposure: C Truss Engineer: 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. If you have any questions, please do not hesitate\�Q\9gUrlrtiii p ABL O Sincerely, J C O * ✓Ye 8@4 9�N % C) S OF 6/16/2020 Carl A. Brown, '� S'• � . R pI D P. •'• �i�: FL. # 56126 P.E. FL� # 8 7864 A !'�� `?`,, FL. # 82126Todd M. Bo, P.E. rn •�iI ItIN\\ "Doing Business with a Servide Mindset and an Eye for Detail" _4 I; __■■■__N___M__■■■.e •_ ■I \ A■�■��■■��■� III■ ■1� .ICI■ / MEN 1 IIN ■I��©� ivy I ■ ■II• � lm III 11 I■ • 1 I,1_ �I 1�1■_ _ • 1' II 14-00-00 F' _ 01FffeR REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑( NOT EREVIEWED Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabricationhiprocesses, ith thatand cofniques of all other construction, coordinating trades and performing his work in a safe and satisfactory manner. FLORIDA�IDESIGN SOLUTIONS, INC Date__ 1 By project En , Submittal Bo. Project No. Project V W fY /.LL •!£,61fY6 /ND CFN< CNU' TOrO PPIOP LO I.WPP/LL epE CEIIINe fMNIE ROWZDW FlEIDBY &YfER xawvmm..'anmm.,vccxmeovmm ucar.,o IMPORTANT 1.8 D awrarur unamnr This Dre mg Must BD Approved And "MO cuo.N um mprtu6eracroB tw rwzostN azrx Decror•Drwa,m �r aerteucwmu.c wa Resumed Before Fabrication Will Bottiwrm n. Your Protection Check All exc "T N9X am ems."� Dim Dimensionion s And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS NAVE TCLL: 20 PSF TCLI 90 PSF SEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL: 6 PSF By Data TOTAL: 07 PSF TOTAL: SS PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSC1491 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 0) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accept" Regardless of Fault Without Prior NotXlcaticn By CustomeriaRhin 46 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Mar Than Truss to Trues, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Dlaphrogm Connections. ROOF PITCH: Wit CEILING PITCH: 0112 TOP CHORD SIZE: 2 X a BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: (S- END CUT: Plumb CANTILEVER — MUSS SPACING: 24" BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes Single Family 485 A 1OX14 LANAI 6049VESPERAST K: I 29/5 N: WATERSTONE FT PIERCE : KSANCHEZ 2369914 DATE: 1 06110/2020 SCALE: INTS PLAN DATE: 1 2020 REVISIONS: 1. ]. a. ISM FrsSSoume 4408 Airport Road Plant City, FL 00660 PR (910) 0051000 F. (813) 006-1301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1485_A_10X14 -LOT 28/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2369914 Model: 1485 ba7K,14LL3Rh1A-4115 Lot/Block: 28/5 Subdivision: Waterstone-St Lucie County Address: 5348 Vespers St., . 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 26 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T20431872 A01 6110/20 15 T20431886 C1A 6/10/, 2 T20431873 A02 6/10/20 16 T20431887 C1V 6/10/1 3 T20431874 A03 6/10/20 17 T20431888 CO2 6/10/1 4 T20431875 A04 6/10120 18 T20431889 C3A 6/10/, 5 T20431876 A05 6/10/20 19 T20431890 C3V 6/10/, 6 T20431877 A06 6/10/20 20 T20431891 C5V 61101; 7 T20431878 A07 6/10/20 21 T20431892 E5A 6/10A 8 T20431879 A08 6/10/20 22 T20431893 E7V 6/101, 9 T20431880 A09 6/10/20 23 T20431894 H5A 6/101, 10 T20431881 A10 6110/20 24 T20431895 H7V 6/101, 11 T20431882 All 6/10120 25 T20431896 P03 61105 12 T20431883 601 6/10/20 26 T20431897 PO4 6/10/, 13 T20431884 B02 6/10/20 14 T20431885 C01 6110/20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 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 certification 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 applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. No; '6_$;y' STATE -OF June 10,2020 Velez, Joaquin 1 of 1 " au "uss Type ;14 1 A01ss T204318]ISpe I (Tmss Inty IPIy 1 IL0T 28/5 WATERSTONE _ — 2 ID:WJkm9E470X5F2oOUagSOIOzHJZUnnERxms7fGSVIIOe079D4_RNpZ27MwAHpYgxGz7hL_ i-0-0 7-2-9 7-10 127-6 /9-M 2M.10 k30-86 2-1,7 39-0-0 O-B-0 -4-0 7-2-9 1-5-1 3-11-02 7-0-10 7-0-10 5-11-12 1-St Sal-1:69.7 5.6 = Sx8 ZZ 6x8 3.00 12 B-A19 17.11 I 30-8i1B--0 0 8-5-1 22-5 8-5-1 b-7-1 Plate Offsets (X Y)— t2:0-2-7 Edgej f3:0-3-00-3-01 I7:0-U 0-3-01 18:0-2-7 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.73 13-14 >646 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.0413-14 >454 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.89 HDa(CT) 0.60 8 rda n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 198 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,7-9: 2x4 SP No.1 BOTCHORD 2x4 SP No.2 eExcepC 2-14,8-10; 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. Max Ho¢ 2=432(LC 11) Max Uplift 2=-934(LC 12), 8=-934(LC 12) Max Grav 2=1527(LC 1), 8=1527(LC 1) FORCES. (lb)-Max.Comp./Max. Ton. -All tomes 250(lb) or less except when shown. TOP CHORD 23=4837/2806, 3-4=-4635/2748, 4-5=-2469/1628, 5-6=-2469/1613, 6-7=-4613/2732, 7-8=-4836/2785 BOTCHORD 2-14=2359/4679, 13-14=-1425/3048, 11-13=-703/1874, 10-11=-1475/2880, 8-10=238914363 WEBS 5-11=-540/1000, 6-11=-1100/842,6-10=-941/1803,7-10=-257/328,5-13=-532/1061, 4-13=-1175/832, 4-14=-95211959,3-14=-2461327 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.Ops1; h=25ft; Ili L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-8-0, Extedor(2)19-8-0 to 23-8-0, Interior(1) 23-8-0 to 40-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) a 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) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) except gt=lb) .2=934, 8=934. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and 112" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 116.88192< MiToll Inc.FU Osit 61134, 8904 Parke East Blvd. -Tampa FL 70818j Dato: June 10,2020 A WARNING. Vedyyd.slgnperamenue scIREAD NOTES ON TRISANDINCLUDED MITEK REFERENCEPAGEM1Ub7473 raw lo=t0i asoi USE Owen valid foruse oolywithMnek®oonneMrs. TNs deslga Is based only upon parameters shown, and taborer Individual building compone k set ��- miss bs system. Before use, the building designer must verifythe applicability of design parameters and property incorporate this design Into the overall bulliingdeogn. BradW indicated is to prevent bucid ng of individual Wes web sensor chord rembms only. AMitonaltempotaryaM manentbmd,N MiTek- Is always naiuked for stability and to prevent collapse wpossible personal Injury and property drainage, aage. For general guidance regarding due fabdmtlogatorageddivery.erec4an and bredng of Wssea antl truss apteme, see ANSI/Tall Dually CNri DSB-89 ena l Building Component Safeylnrwm illi available Wm Truss Plate Institute, 218 N. Lee street, Suite 312. Nesandda, VA 22314. 6904 Palle East Blvd. Tempe, FL 36610 Job. x Truss Mss Type Cry Ply 2115 WATERSTONE T20431873 1485 A 10%14 02 Spatial Truss 1 1 LT Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567. 8.240 a Mar 9 2020 MiTek Industries, Inc. Wed Jun 1012:22:08 2020 Page 1 ID.WJkm9E47O%5F2DOUagS01CzHJZu-Fzog85td0aaMNS7rAgSNBzYVyOe5ozKVTHESjz7hKz 1-0-0 7-2-9 7-10 12-7E 17-0-11 11.E-0 1-0-9 27-0-9 33-5.3- 39: - 40E-0 s -0-0 7.2-9 1-5-1 3-11-02 1 45-0 2-7-5 �1<9 6-0-0 1 64-10 5-10-13 1-0-01.4-0 Scale=1:69.7 Sall = 13 ` 6x12 MT20HS = 4x6 = Sx8 3.00 12 3x4 II 8-7-10 2:211 21-0-9 2 -0- 29-1-14 39d 8-7-10 6E-0 3-11-14 -0-0 7-1-5 10-2-2 Plate Offsets (X,Y)- [2:0-2-7,Edgel, 13:0-3-0,0-3-01 18:0-3-00-3-0] f11:0-3-8 Edge1 i14:0-2-4 0-0-01 LOADING (psQ SPACING- 2-0-0 Cat. DEFL. in foc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Veri 0.61 15-16 >778 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(CT) -0.8715-16 >545 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 225 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.1, 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Horz 2=-432(LC 10) Max Uplift 2=-928(LC 12), 9=.926(LC 12) Max Gray 2=1538(LC 1), 9=154(i 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. Except: 10-M oc bracing: 12-14 WEBS 1Row at midpt 11-14 FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-4885/2779, 3-4=-4683/2722, 4-5=-2504/1609, 5-6=-2416/1690, 6-7=-2477/1581, 7-8=-2514/1556, 8-9=-2808/1741 BOT CHORD 2-16=-2334/4723, 15-16=-1412/3085, 14-15=-678/1900, 9-11=139412484 WEBS 3-16=-247/322, 11-14=-1141/2284, 7.14=.280/307, 7-11=-303/191, 8-11=-037/429, 5-15=-532/1096, 4-15=-1175/837,4-16-940/1967, 5-14=-697/1116 NOTES- 1) Unbalanced mot live (cads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psh h=25$ B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-8-0, Intedor(i) 2-8-0 to 191 Extedor(2)19-M to 23-8-0, Interior(1) 23-8-0 to 40-8-0 zone;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This less has been designed for a 10.0 psf bottom chord live load nonconcumentwith 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 2-0-0wide will 6t between the bottom chord and any other members, with BCDL - IO.Opsf. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIri 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(e) except (jl=1b) 2=928, 9=926. 8).This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheelrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Vdaquin Velez PE No.661&V MTek USA, Inc.FLXeit 8834., `6904 Paikel=es191vd.Tzmpajfl. 10• _Date: June 10,2020 ,&WARNING. yedtydeNgn panmd.rx.NREADNOTES ON TNIS AND INCLUDED MIrENREF£RENCE PAGE M11.74,ne, tab3y2OISBEFORE USE assess Delgn wild for use onlywllh Anoxia examiners. TNe design Is based mdy upon parameters shown, and Is for an IndNldual building man,moni net ��- a buss spurn. Before use, the building designer must vedfy the appOebllltymf doalgn parameters and pmpedy Inedporate thb design Into Ihsovurug bulkingdealga. Bradng kdlcated is to prsvant buckkg Of lndMdaal truss was andlorohord mmnbers only. Addilonal temporary and permanentbraddq M!Tek' 7 bslwaye mqulredfar stability and k prevent pabpae win possible personal Injury and property damage. For general guldenoe regadding No fandwibn, storage, dauNery, sreclkn and bracing of busses and boas systems. see ANSVFFif Quality CNbrls, DSB49 and DOW Building Component Sskrylnrmma0on avallabloWmTmw Pktelnsgkte,210N.Lea Sbet,Sults312,Alesandda,VAM314. 6904 Radius East Blvd, Tampa, FL 36610 Jobe I Truss Truss Type pry Ply LOT28/5WATERSTONE T20431874 485 A 10X14 03 SPECIAL TRUSS 4 1 Job Reference (optional) Builders Firssource(Plant ldry, FL), Plant City, rL-33567. ann MT - 5.6 = 8.240 s Mar 9 2020 MTek Industries, Inc. Wed Jun Ll 12:2210 2020 Pa 16 13 12 " 5x8 3.00 12 2x4 II 6x12MT2DHS = 4x6 = - 2x4 II 22-0 S-7i��I .14.I0 n-0-n 1160 e.7.1a I I Scale -1:78.8 Plate Offsets KY)- 12:0-2-7 Edael 13:0-3-0 0-3-01 18:"-0 0-3-01 111.0-3-8 Edael 114'0-2-4 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. In (loc) Ude0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.60 17-18 >782 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.8617-18 >548 180 MT20H5 1871143 BCLL 0.0 ' Rep Stress Incr YES WE 0.90 Horz(CT) 0.40 9 Na file BCDL 10.0 Code FBC2017rP12014 Matrix -AS Weight: 23016 FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.1 BOT CHORD BOTCHORD 2x4 SP No.2*Except* 2-18: 2x4 SP No.1, 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS WEDGE JOINTS Left: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Harz 2=-432(LC 10) Max Uplift 2=.927(LC 12), 9=-927(LC 12) Max Gmv 2=1538(LC 1), 9=1539(LC 1) FORCES. III) -Max,Camp./Max. Ten. -All forces 250(Ila) or less except when shown. TOP CHORD 2-3=-4876/2777, 34-4654/2720, 4-5=-2508/1608, 5.6=.241311685, 6-7=-2474/1576, 7-8=-2512/1558, 8-9=-2806/1742 BOT CHORD 2-18=-2332/4599, 17-18=-1411/2983, 15-17=-675/1852, 14-15-67511852, 9-11=-1395/2483 WEBS 3-18=-250/322, 11-14=-1125/2280, 7-14=-292/312,7-11=-274/184,8-11=438/428, 5.17=-536/1056, 4-17=11621837, 4-18=-939/1936, 5.14=-690/1055 Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 6-0-0 cc bracing: 6-14 10-0-0 oc bracing: 12-14 1 Row at midpt 11-14 1 Bruce at Ats): 14 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=25ft; B=45ft; L=40ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-8-0, Exterior(2)19-8-0 to 23.8-0, Interior(l) 23-8-0 to 40-8-0 zone;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) .2=927, 9=927. 8) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Japquin Voloa PE N6.68162 hgTak USA; Ina FUCett 6634, , "69U4 Paling East BIvd.TampiPL 13810, Data: June 10,2020 AwARNwo. Verily dearm Pammmreraml READ NOTES ON THIS AND INCLUDED MR£N REFERENCE PACE MIIJOJ rev. fMM015 BEFORE USE seness Design valid forum only we Weep comboo s. The design is based only upon parameters sham, and he for an Individual bullring componenL net ��' a "--.,Win. Before a., the building curator mmlverify Me epplicablllrym min namusement and properly Incorporate ins design Into Me overs0 bulldingdee,n.Brad, Indicated lb to prevent buckling of individual head web mWor chord members only. AdditionaltemporeryaMpermanentbrsdng lef.alwaya"Wood MiTek' for stability and to prevenlodiapse WMpoedble personal injury and prspemydemage. Forgmemiguldanperegardirgdes Solelylb,atprage, ddlyery mactien and bracing of trusses and Me systems. am ANSWPH Duality Criteria, DS849 and SCSI Building Component SaleylnformeGon ova able from Truss plate Indiana, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Peds Baer 810. Tampa, FL W610 Job I mss Type Oty Ply LOT28/5WATERSTONE TAMOIS3 T20431875 485A10%14 Hip Truss 1 1 Job Reference (optional) 0 tram wy, FL), rrem r.ay, rL- 6.00 12 5x8 = 6.8 = 2020 MiTek Industries, Inc. Wed Jun 1012:22:11 2020 Page 1 5.8 L 3.00 12 5xH c 8-7-70 t6a-fi 18-]-10 204E 23-0-10 3045 39d-0 8A-10 vzn aaa Scale = 1:73.3 Plate Offsets (X Y)- [2:0-2-7 Edge] [3:0-3-0 O-Ml f5:05-0 0-2-Oil [6:0-5-00-2-0] [8:0-3-0 0-3-0] [9:0-2-7 Ed ]h 1:0-4-0 Ed e] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 VBn(LL) 0.70 14-15 >673 240 MT20 2441190 TCDL 7.0 Lumber COL 1.25 BC 0.89 Vert(CT) -0.9514-15 >495 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WS 0.94 Hom(CT) 0.59 9 n1a Na BCDL 10.0 Code FBC2017/rP12014 Matrfx-AS Weight 2041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 1-3,8-10: 2x4 SP No.I BOTCHORD 2x4 SP No.2'Except* 2-15,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right: 20 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 5-12 Max Hoe 2=411(LC 11) Max Uplift 2=.934(LC 12), 9=-934(LC 12) Max Grav 2=1527(LC 1).9=1527(LC 1) FORCES. (Ib)-Max.Comp./Man. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-4879/2928, 3-4=-4688/2885, 4-5=-2584/1755, 55=-1951/1589, 6-7=-2580/175B, 7-8=-4607/2905, 8-9=-0818/2948 BOT CHORD 2-15=.2497/4700, 14-15=-1785/3415, 12-14=541/2030, 11-12=-1817/3185, 9-11=2537/4345 WEBS 3-1 5=1 881255, 8-11=-201/257, 5-14=-530/1063,4-14=-13271978. 4.15=-822/1713, 6-12=580/978. 7-12=-1237/984. 7-11--824/1572, 5-12=-3391351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Intedo111) 2-8-0 to 18-7-10, Extedor(2)18-7-10 to 26-4-4, Interior(1) 26-4-4 to 40.8-0 zons;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water lording. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chard 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-M wide will fit between the bottom chord and any other members, with BCDL - IO.Opsf. 7) Bearing at joint(s) 2, 9 considers parallel to gain value using ANSirnal 1 angle to gain formula. Building designer should verify capacity of bearing surface. B}Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=1b) 2=934,9=934. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 'Joaquin Was PE No.68182` 'MTek USA; Ine,FQC- 6t 6B34� 6904Parke Easl Blvd.,TSltipa FLDSfl1b Data: June 10,2020 ®WMAUNO- Verayessi8nparemeassand READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-TQJ nv. 16D"MIS BEFORE USE ass Design valid for use andywigr MrreW oormectors. We design Is based only upon parameters ffiawn, and V saran Intllvidual building eempenent, notwt e truresystem. Before use, Me building designer moat vedly Me eppnraNlity of design parameters and proper/ Inaarporate Nla design Into the camel! buildingdesign. MudagindkatedletopreventbuddingofhdMdualtrusseebanNoraired manbeasony Additional temporary andpermaneetbradW Is _ MiTek ehvaN requited for stability and to prevent c0ilapas vdth Feasible personal injury and property tlemage. For general guidance regarding Me (abdcation,storage.delivery,erecnon and bra*gofirmses and truse systerna,sea ANSM11 Quality Criteria, DSS49 and BC51 Building Component SafrWhr matlon wettable from Truss Plate lasMute,218 N. Lee Street, Suit. 312, Alexandria, VA 2231A. ly0 Pare East Blvd. Tampa, FL U610 Job I as Truss Type Oty Ply 2815 WATERSTONE T20431876 1485 A 10X14 OS Hip Truss 7 1 LT Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MTek Industries, Style-1:73.3 6X12 Mr20HS 4 6.00 12 6x8 422 523 Sxe a • 3.00 12 6x8 ¢ 8-7-10 16-7.10 22-8.6 30.84i 39-0-0 A4-te N Plate Offsets(X,Y)- 12:0-2-7,Edge714:0-7-70.1-9115:0-4-80-1-12117:0-2-7Edgol 19:0-4-0Edcel LOADING (psf) SPACING- 2-M C51. DEFL. In (IDc) Udell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.68 9-10 >690 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.95 9-10 >495 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.61 7 n/a n/a SCOL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 193 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 1-3,6-8: 2x4 SP No_.1 BOTCHORD 2x4SPNo.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 7=0-7-10 Max Harz 2=370(LC 11) Max Uplift 2=-934(LC 12), 7=-934(LC 12) Max Gmv 2=1527(LC 1), 7=1527(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 3-12.5-12,6-10 FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-4814/3113, 3-4=-2606/1823, 4-5=-2227/1768, 5-6=-2606/1831, 6-7=-081413134 BOT CHORD 2.13=-2656/4601, 12-13=-2519/4335, 10-12=-1152/2226, 9-10=-2557/4090, 7-9=-2696/4341 WEBS 3-13=-528/1237,3-12=-2129/1458,4-12=-406/756,5-12=-277/278, 5-10=-378/835, 6-10=-1992/1469, 6-9=-538/1172 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1 4.0 to 2-8-0, Interior(1) 2-8-0 to 16-7-10, Exlerior(2)16-7-10 to 22-3-8, Interior(1) 22-3-8 to 22-86, Exterior(2) 22-8-6 to 28.4-4, Inlerlor(1) 28-4-4 to 40-8-0 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - This Imes 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) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSIrrPI 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 1001le uplift at joint(s) except Ql=lb) 2=934,7=934. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin )AIa2PE 116.66182 � III USA-, Ina, fL Cer16634; SeU Parke Ee61 ENd.•TSmpa FL}i610' ,Data: June 10,2020 AWARNING- Vedrydeslgnpemmelna WuI NOTES OMMISANDINLLUDEDMRERREPERENOEPAGEMl470jn, j"=o198EF0REVSE Qelga valid for use oNyaRn MReM mnnectana Tins design Is based only upon pammetem shavm, and is for an individual buAding component, rot was. �- e tree ayatem. Before use, Mo building dealgnermust verity Me applicability of deign Pammetud end pmparly inoomorats Mis deelgn MM Ih..wrafl bullam9Eesign. among Indicated Is to prevent buWW9 of Individual buss web enWor chord members only.Additional temporary and permanent bmcMg Isalwaya MiTek- mqu4d parstability and to prevent collapse with passible personal injury and property damage. For general guidance mgardly Me febdcation.sromge,delivery,ere onmdbracV,.fWeesanEtrusss rystems,eee MWPH Quality criteria, DS849 and SCSI Building component SalerylnlermaDon wadable from Truss Plate lnsgbAe,218 N. Lee Street, SLIM 312, Nesandda, VA 22314. aged Parke East Blvd. Tampa,FL U610 Job e f Truss Truss Type City Ply LOT 28/5 WATERSTONE T204318]7 485 A 10%14 O6 Hip Truss 1 1 Job Reference (olatonaft I 1.5x8 STP = 21 6.00 12 5x8 i 3 14 6xl2 Mr20HS = 0,4U s Mary [uLu Not eK mausmes, me. Wea Jun 1u IZ:zz:14 zu[u Style-1:72.7 56= 3z4 = Bze = 4 22 235 24 25 6 5x8 1 ] Q �dh 26 1.5x8 STP = 13 27 28 12 71 10 qq 4 5.8 - 4x6 = 5x8 - 6x12MT20HS = 89 1� g Sze 3.00 12 Sx8 0 i 84-f0 I 147710 i19A-0 24-84i I 3043£ l 394-0 Plate Offsets (X,Y)- [2:0-2-7,Edoe1 [3:0-4-0 0-3-01 [4:0-3-00-2-01 [6:0-3-00-2-01 17:0-4-O OJ-01 fB:0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Uder L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1115 TIC 0.90 Ven(LL) 0.64 10-11 >734 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.0311-13 >458 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.58 8 r1/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-AS Weight: 1921b FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP Ne.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Horz 2=329(LC 11) Max Uplift 2=-934(LC 12), 8=934(LC 12) Max Grdv 2=1527(LC 1), 8=1527(LC 1) BRACING - TOP CHORD Structuml wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-13, 7-11 FORCES. (Ib)-Max. Comp./Man. Ton. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-4774/3158, 3-4=-2875/2020, 4-5=-2532/1925, 5-6=-2532/1933, 6-7=-2875/2028, 7-8=4774/3177 BOT CHORD 2-14=-2695/4520, 13-14=-2548/4258, 11-13=-1484/2654, 10-11=-2584/4050, 8-10=-2733/4300 WEBS 3-13=-1821/1322, 4-13=-569/972, 5-13=340/291, 5-11=-340/291, 6-11=-566/972, 7-11=-1706/1331, 3-14=-561/1176, 7-10=-57011130 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsF, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0to 2-8-0, Interior(1) 2-8-0 to 14-7-10. Extedog2)14-7-10 to 20-3-8, Interior(1) 20-3-8 to 24-8-6, Exterior(2) 24-8-6 to 30-5-6, Intedor(1) 30-5-6 to 40-8-0 zone;C-C for members and forces 8 MWFRS for reactors shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcumant 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) Bearing at jolnt(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001Is uplift at Joni except (jt=lb) •2=934, 8=934. 9) This truss design requires that a minimum of 7/16" stmctuml wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 'Joaquin yalai N6.68162' �MITek USA; Inc. FDCan 6634' 18904 Parke,Ezst BNd.-Tempa FL.13B1i1' Date: June 10,2020 ® WARNING. Vedlydesrgnpba Minors READNOmsOM Is ANDINCLUDEDMREXREFERENCEPAOEMIIVQ]ne fGAIM0186EFOREDSE Deni onlyupon sham. and B for an mWidualbuldingwmponmL not Wl dogma based ��' brea eatemruse antse,thebulldWin deeperirum Mpammeters ya g must y pp ya gn paremetms and property inmmoram this design into theamall bulldingdselgn. Brady, indicated lab prevent buckling ofbdMdual Wm web anNor ohord members only. Additional temporary and pormanentbratl,g MiTek- b faeeulreorsabllilyarendctiloonpa.nvd brtawcinlUgpoafe bW,athsea an.idblWepaes=ayanteaninsjm, syeae ndPmperydamge. Forgers r Iguld,ancem,ardi O,e ASUPIIQmilfyCrldaD889andBC56uilEing Cmpnt ahom 6904 PaM1e East Bled.Sarem Tram Plate Institute,218 N. Lee street, Suite 312. Alexandda, VA 22314. Tampa, FL W610 Jobr s mss Type pty PIy LAWSS T20431878 1485_A 10X14 Hip Tmss 1 1 �IOT111511ATERSTONE Job Reference (optional) in. n.tS.ince Inapt t,n , rL), pan ciry, rL-smof, 8,240 a Mar 92020 MiTek Industries, Inc. Wed Jun 10 12:22:15 2020 Page 1 ID:WJkmgE47OX5F2o0UagS010zHJZu-YY4TcVyOmkTMjXlBsh159gmionnNb7mM62U5Cpz7hKs 14-0 6-fi-11 12-7-10 19-8-0 26-e-6 32-95 394-0 D8-0 4-0 64:11 6-0-15 7M 7-0-6 6-0-15 6.6-11 4-0 �11 6x8 = 3x4 = 6x8 = 4 23 24 5 25 26 6 3x4 = Sx8 3.00 12 5x8 8-]-10 iSfi-0 2&9.12 30-8-6 394-0 B-T-fO 6.10-10 8-3-0 fi-10.10 8-7-10 Style -1:71A Plate Offsets (X,Y)- [2:0-2-7 Edee1 [4:0-5-0 0-2-01 [6:05.0 0-2-01 [8:0-2-7 Edge] [10:04-0Edge) [14:0-4-0Edgej LOADING (psQ SPACING- 2-M C51. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.76 13-14 >623 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.95 Vert(CT) -1.0011-13 >474 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.77 Horz(CT) 0.62 8 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 187 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6: 2x4 SP No.2 BOTCHORD 2x4 SP No.1'Excepl' 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Holz 2=288(LC 11) Max Uplift 2=-934(LC 12), 8=-934(LC 12) Max Gray 2=1527(LC 1), 8=1527(LC 1) BRACING - TOP CHORD Structural woad sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (Ib)-Max.Comp./Max. Ten. -All tomes 250(Ib) or less except when shown. TOP CHORD 2-3=4870/3380, 3-4=-0569/3128, 4-5=-3111/2252, 5-6=-3111/2262, 6-7=-4569/3146, 7-8=4870/3400 BOTCHORD 2-14=-2925/4463, 13-14=-1655/2866, 11-13=-1956/3300, 10-11=-1686/2866, 8-10=-2964/4400 WEBS 3-14=-335/487,4-14=-111511816,4-13=-216/547,5-13=-398/366, 5.11=-398/367, 6-11=-216/547, 6-10=-1127/1737, 7-10=-344/486 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; save=5ft; Cat. It; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 12-7-10, Exterior(2)12-7-10 to 18-3-8, Interior(1)18-3-8 to 26-8-6, Exterior(2) 26.8-6 to 32-4-4. IntedoQl) 32-4-4 to 40-M zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 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-" wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI]rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at -lb) -2=934, 8=934. 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 sheelreck be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JOpquin veelaxPE N6.46182i IvLTilk j18A, IRc.FL Celt 6634;, 6904,PaIke Ee4t Blvd. ;Tam paFL 33410' Data: June 10,2020 AWARNING- Vedydesrgnpaomatersom READ NOTES ON TN/SAND INCLUDED Sr1TEK REFERENCE pAGEMO•AA roe 1ND31,1014BEFOREUSE ses�se Design valid for use oNywitlr MTeMosprecbn. The design Is based oniyupon ivemaxam shown, end V for on, individual bulln, mmponent not a truss system. Before use. Me battles deelgner must verity Me app6rablhty of design parameters and properly silos porate fles design Into theovemll bulldingdoegn. Bmdng lndleated Is to prevent buctling of Individual truss web enNor dmrd members only. Addidamed t.mporary and permanent boon, MOW always required for stability and to prevent collapse wall, possible personal Injuryand property damage. For,ene s guidance regartlbg @a fabdcxeim afore,.,delivery,aeNonandleadngoflums.andtrusssystems, sea WS&TpIl quality Criteria, DSB49 ansIBCSI Building Component Safeylnfmmad.n ayslabiefmm Tmss Platoinsfinks,218N.Le.St.tS na312,N.e da,VAP2314. 6904 Parke East Blvd. Tampa, FL U610 b a Truss Truss Type pry Ply LOT 28/S WATERSTONE [1485-A-IOX14 T20431879 A08 Hip Truss 1 1 Job Refre (p0 II Builders FirdSource (Plant City. FL), Plant City, FL-33567. 6x6 = 5x6 = 3x4 = 62728 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 5x6 = Sx8 5x8 3.00 12 8-]-iD 1S9L 2341-10 30E4i 39-4-0 8-]-10 7-1-12 7-9-0 ]-1-12 8-7-10 Scale =1:71A Plate Offsets (X,Y)- [2:0-2-7,Edge1, [4:0-3-8,0-2-41 [5:0-3-00-3-0] V:03-8 0-2-41 [9:0-2-7 Edgej [11:0-4-0Edge7 [15:0d-0 Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.90 12-14 >526 240 MT20 244/190 TCDL 7.0 LumberOOL 1.25 BC 0.98 Vert(CT) -1.1612-14 >408 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Hom(CT) 0.67 9 me We BCDL 10.0 Code FBC2017(TPI2014 Matrix -AS Weight: 189 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.i'Except* 4-5,5-7: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 13-15,11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. Max Horz 2=247(LC 11) Max Uplift 2=-934(LC 12), 9=-934(LC 12) Max Gmv, 2=1527(LC 1), 9=1527(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=4856/3428, 3-4=-0585/3114, 4.5=-0106/2871, 5-6=-4185/2959, 6-7=-4094/2878, 7-8=-4584/3134, 8-9=-4855/3448 BOT CHORD 2-15=2970/4384, 14-15=-2005/3346, 12-14=-2532/4180, 11-12=-2038/3346, 9-11=3009/4384 WEBS 3-15=271/458, 4-15=-M/1451, 4-14=-602/1016, 5-14=-346/418, 6-12=-006/425, 7-12=-597/1006, 7-11=-859/1418, 8-11=-282/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 10-7-10, Exterior(2) 10-7-10 to 16.3-8, Interior(l) 16-3.8 to 28-8-0, Exterior(2) 28-8-6 to 34-4-4, Interior(1) 34-4-4 to 40-8-0zone;C-C for members and fames 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 fora 10.0 par bottom chord live load noncancurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/rPI 1 angle to grain long ula. Building designer should verify capacity of bearing surface. 8).Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=1b) 2=934, 9=934. 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 sheetreck be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 'Jaalluin YeIdzPE No.66162b: 1M it0SA;I6o.FLCirl6634',, 6904 Parke East B14d.Tairipe kL13890� Date: June 10,2020 AWARNINO-yedfxdWgn paramatersadREAO NOTES ON rNISANO INCLUDED MREx REFERENCEPg GEMIA74,,rv,,. 1d0=R015BEFORE USE velitltar is baaetllsNyuponparameteratwwn.and6far mt Mneldingd individualhis a pass tum me o a M1usa edosign BBraci uae,Mabuilding designermustg verify do Beforeus., a.r mustle design Koperly algneeraevveraY armor coral Buiklpg of IdiAaaltruslitypt meenere nly.AdInwmpranal morary. laprevto entcavent budeWnlnssiblelWaawejuryandpokrtydamge.Forgeieraguidaneragadia,manenibmag MiTek' requi.dforseindkalnded lealwaya requbed/oretablllN and to prevent collapse vnm possible personal Njury and property damage. agdB the Ia64eaBpn, ammge, demITabTemcn Treat b,acMntead, 1endwaeeyet Suite 31 ANSUA U314.liry Criteria, OSB-a9 andeLS/Builtl/ng ComOpnenl it Fahey criteria, SE89 Sa/eryln/wmetivn eva'lable fmm Tmaa Plate InatiWte, 21B N. Lee Street. suite 312, Alexandra, VA 22314. East TSeas ampa, R. U61Blvtl. Tampa, R. 36610 Job 1 Truss Truss Type City Ply LOT 28/5 WATERSTONE ' T20431880 1485 A 10X14 09 Hip Truss 1 1 oar Reference (optional) ivaaers Firstbaource(Plant City, FL), Plant City, FL-3W67, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 12:22:18 2020 5.6 = Ex12 MT20HS = 7x10 = 2x4 II 6.00 12 4 23 24 525 626 27 28 7 2x4 3 1.5x8STP = 22 21 14 13 12 11 m1 2 g[ 6x12 MT20HS = 2.4 II 6x12 MT20HS = 6x12 MT20HS = Scale=1:71.4 2x4I.: q 8 lllll°l 29 Sx8 STP 30 q 9= to I$I 5x8 3.00 12 5x8 8-]-10 1fi-0-7 233-9 30.86 394-0 A->d0 ]d.13 Ad -In 4 Plate Offsets (X,Y)- (2:0-2-7,Edgel, [4:0-3-0,0-2-7], [5:0-5-0,04-B], 17:0-8-4,0-2-01 f9:0-2-7 Edge] 111:0-7-12 0-2-8] ry4:0-6-00-3-4] LOADING (pall SPACING- 2-" CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ven(LL) 1.14 12-13 >416 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.4412-13 >328 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.75 9 Na n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-AS Weight: 202 lb FT=20% LUMBER. TOP CHORD 2x4 SP No.1 'Except' 4-5,5-7: 2x6 SP M 26 BOTCHORD 2x4SPNo.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Horz 2=205(LC 11) Max Uplift 2=-934(LC 12), 9=-934(LC 12) Max Glen, 2=1527(LC 1), 9=1527(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 5-14,7-12 FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=4812/3404, 34=4712/3182, 4-5=4223/2938, 5-6=-6102/4175, 6-7=-6104/4178, 7-8=4691/3192, 8-9=-4815/3425 BOT CHORD 2-14=-2937/4342, 13-14=-3752/5999, 12-13=-3752/5999, 11-12=-2573/4196, 9-11=-2977/4341 WEBS 4-14=-1028/1721, 5-14=-1987/1360,5-13=0/293,6-12=-477/535,7.12=-1435/2118, 7-11=-67511169, 3-14=-94/303, 841=429/317 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=401t; save=5ft; Cal II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-7-10, Exte lor(2) 8-7-10 to 14-3-8, Interior(1) 14-3-8 to 30-8-6, Exlerog2) 30-8-6 to 36-44, Intedor(1) 3644 to 40-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DDL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1f on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSUTPI 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=934, 9=934. 9) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetmck be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. lJoaguin YaImPE Ng.881BL 69Tkk USA; Inc. FL Cart66341, ''6907Parke Easl BI'vd.Tampa�Fg13610; Data: June 10,2020 A wARNIND-Vera,, deslga parameters and READ NOTES ON THIS AND INCLUDED MREN REFERENCE PAGE Mll-7473 rov, IW=015 BEFORE USE Design valid far use only md, MIT.W wMectan. Tnls design le bused only upon mmmeta,a them, and b for an Individual butding component, rot a buss eyatem.Before use, Me building designer must verify mapplirablaty of usage parmeten and properly Incorporate this design Into Me summit buildingdeaign.BmdW Indicated is b preventbucking of Individual areas web anworchand members only. AddlUmwl pamperer, and permanent bracing MiTek' is required!For Me end propeMANSUIPH end Iab,icaalrbn storage, daMery, emotion and bracingpeavolin orbusses trsibleuss systems, Quae. PenCritai DSBAance 9 end SCSI Bulld/ng Component 6934 East81M. 6ayey/nyonnaUon insatiable from Tmss Plate Institute,218 N. Lee street, Sui1a312, Alexandr Alexandria, VA 2]314. l. Tampaa,, FFL 36610 Tam russ Truss Type pry Ply LOT 28/S WATERSTONE L1485-A-IOX14 10 HIP TRUSS 1 T20431881 n1, Re(ere ne inn mmource(rlam ury. PL), rmm cny, FL-3ubel, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 12:22:19 2020 5x6 = 6.00 12 5xa = 2x4 II 5x8 = 3x6 = 5x6 = 3 24 4 25 S 6 26 7 27 8 58STP= 1 2 1] 28 16 15 14 13 12 11 29 6x12 Mr2OHS = 2x4 II 6x12 Mr20HS = 2x4 11 4x6 = 6x12 MT20HS = 5x8 = 5x8 % 3.00 12 3b-14 7-0-8 12-0-13 17-1-10 22-2-6 2711 31-1141 351-2 39<-0 343-14 3-7-10 4.85 5.0.13 50-13 i11.13 e.ns a.vm 5x8 x Scale = 1:71.4 Plate Offsets (X,Y)- [3:04-00-2-81 f6:03-8 0-3-41 [8:0-0-0 0-2-8][1 YO-0-0 0-0-41 rl7:0-5-12 0-4-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loot Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 1.45 13-14 >325 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.5013-14 >315 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [net YES WB 0.59 Horz(CT) 0.59 9 Na rda BCDL 10.0 Code FBC2017/rP]2014 Matrix -MS Weight: 625 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP N0.2 *Except* 11-15: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 BRACING- TOPCHORD Structural wood sheathing directly applied or4-0-11 oc purins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 9-0-11 oc bracing: 16-17 2-2-0 oc bracing: 14-16. Max Hors 2=.172(LC 6) Max Uplift 2= 2167(LC 8), 9=-2167(1_C 8) Max Grav 2=3661(LC 13), 9=3661(LC 14) FORCES. (Ib)-Max. Comp./Max. Ten. -All foxes 250(lb) or less except when shown. TOP CHORD 2-3=-1360017597, 3.4=-13287/7481, 4-5=20090/11696, 5-6=20090/11696, 6.7=-17741/10320,7-8=-1315Of7476,8-9=-13464/7594 BOT CHORD 2-17=-6840/12710, 16-17=10237/18269, 14-16=.10237/18269, 13-14=11754/20646, 12-13=-11754/20646, 11-12=-10039/17756,9-11=6835/12456 WEBS 4-17=-5434/3250, 4-16=0/432,4-14=.1264/2135,5-14=620/628, 6-14=-658/429, 6-13=-29/466,6-12=3065/1819, 7-12=375/1082, 7-11=-5101/3043, 3-17=-3049/5774, 8-11=-3038/5700 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords Connected as follows: 2x4 -1 row, at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs Connected as follows: 2x4 -1 now, at 0-9-0 on. 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 mot 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=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chard and any other members. 9).Bearing at Joint(s) 2, 9 considers parallel to grain value using ANSIrrPI 1 angle to grin formula. Building designer should verify capacity of basing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ql=lb) 2=2167,9=2167. 11) Girder cares hip end with 7-" end setback. Continued on page 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic_ copies. 'Japquin ygiu2PE 11.48182.'. Mlfakt)SQ;I FLCsr(Qa34 - `6964ParkeEasteNd.,Tu pa FL i}e16- D$le: June 10,2020 AWARNING-Verify design pnramefen and READ NOTES ON THIS AND INCLUDED MIrEN REFERENCE PAGE MII-TO3 Ten 1""015 BEFORE USE. design valid for use aMy Wtb MIfeR® doneaptom. Thie 4asgn is based only upon parrmetma shown, and is for an IndMdual buldmg Domponenl net ��- a buss system. Bets. use, the building designer meet verify no epph.],lity of design possesses, and property in." me Pis deign Into he m,man bulWingdealgn. Brad,glndisdedlsbpmventb.c .,OfPdMdual"ww anNoraoNmember only. Additionalmammary and permanent bmdng MOW always reauired far stability and 0 admat odlepse With possible personal injury and property damage. n daage. Far general guldens regarding Pe fab wbar. ebrage, delivery, erection and bracing situates and i ma systems, see ANSUrall Quality Crftwh, DSB49 and SCSI Building Component Sefeylnfurmstron available horn Tmes Plate Institute, N. Lee Street, suite 312, Alexandria, VA 22314. 6904 Parke East Bivd. Tampa,R W610 Job a Job. TNas Oty Ply LOT 28/5 WATERSTONE T20431881 1485 A 10X14 10 LH 1 Jab Reference (optional) Builders bustsource (Plant ury, FL). Plant Gary, FL-& be7, 8.240 s Mar 92020 MiTek Industries, Inc. Wed Jun 1012:22:19 2020 Page 2 NOTES. I0:WJkm9E470X5F2o0UagS0I0zHJZu-R5z_Ss4XgyzoBBLy5XN2KWz0707ZXrexlgSJLaz7hKo 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 8021b down and 391 lb up at 32-4-0, and 8021b down and 391 Its up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility ofathers. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54,3-8=-113(F=-59), 8-10=-54, 18-28=-20, 17-28=-42(F=-22), 11-17=-42(F=-22), 11-29=-42(F=-22), 21-29=-20 Concentrated Loads (Ib) Vert: 28=-475(F)29=-475(F) ®WARNING-V.nfydesrgnparamerersand READNOMS ON 7MSANDINCLUDEDMI REFERENCEPAGEMII.7173 vI IMMOMBEFORE USE Design valid for use mdywiO Mraks connectors. This design Is based only upon parameters shovm, and a for en IndMNual building componanL ml e bass system. Before use, the building designer must vedythe applicability of design parmayans and pmpe ly incoryamte this design into the overall building design. among Indicated is to prevent budding of indMduel buss web anclor chid members only. Addiffanal temporary and permanent bracing MiTek' to ahvaye rewired for stability and b prevent cellaPse with possible personal injury and pmpedy, damage. Fargeramiguldancereganinglhe fabdwtion.m,rage,deliveeryry reason and bracing of NBaes and buss systems, see ANSUIPI1 Quality Cdtwla, DSB.99 and SCSI Building Oamponenr 6904 Pade East BIM. Serorylnformation avail2Cte firs Trvae Plale InaNute, 21B N. Lae Street Swte 012, Alexandria, VA 22314. Tampa, FL W610 Job r Tmss Truss Type pry Ply LOT28/5WATERSTONE 1485_A_10X14 H GABLE 1 1 T20431882 ;.1__ �_ ,_ _____ Job Referencefactional) neiSuu,ce tram Cry, FL), Plant ury, rL- aabey, Mar 92020 MiTek Industries. Inc. Wed Jun 1012:22:21 2020 17H.171 i-WAkivinu7r1WRCVwn,,Owp n,RAr`e77ioF vnnl Scale-1:69.8 5.6 = a nnF—, 5 6 3x6 = 21 20 19 18 Sx12 = 3x6 C 88-0 14-1-0 14 10 20-040 2R1-13 394-0 8-0-0 S)-0 0. - 0 S9-0 )-1-3 12-2-3 Plate Offsets (X Y)- [2:0-2-8 0-1-8] [3:0-6-0 0-0-4) 18:0-0-00-1-121 18�0-3-0Edael 19:0-2-00-0-0] [10;0-2-9 0-1-81 112:0E-00-3-01 rl4:0-2-4 0-0-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.36 12-40 -639 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.7512-40 >307 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Hom(CT) 0.02 10 We n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 271 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 P'Except* BOT CHORD Rigid ceiling directly applied. Except: 3-18,E-13: 2x4 SP No.3, 12-13: 2x4 SP No.2, 10-12: 2x4 SP No.1 1 Row at midpt 6-14 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-6-0 except fit=length)16=11-4-0, 14=11-4-0, 10=0-7-10, 15=11-0-0. (Ib) - Max Ho¢ 2=432(LC 11) Max Uplift All uplift 100 Ib or less at {oint(s)18, 19, 20 except 2=-303(LC 12), 17=-220(LC 9), 16=-137(LC 12), 14=-759(LC 12), 10=-468(LC 12), 21=-127(LC 12) Max Grav All reactions 250 Ib or less at ioint(s) 18, 15, 19, 20, 21, 2 except 2=258(LC 18), 17=631(LC 17), 16=391(LC 17), 14=1214(LC 18), 10=718(LC 18) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(I1b) or less except when shown. TOP CHORD 2.3=-391/446, 4-5=88/258, 6-7=-67/316, 7-9=-556/447, 9-10=-904/649 BOT CHORD 3-17=578/275, 15-16=-249/358, 14-15=249/358, 6-14=-471/413, 10-12=-334/778 WEBS 3-16=-234/276,4-16=-358/230, 4.14=-205/317, 12-14=0/375, 7-14=7481606, 7-12=-187/490, 942=-5031476 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=1.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=511; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-8-0. Exterior(2)19-8-0 to 23-8-0, Intedor(1) 23-8-0 to 40-8-0 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Truss designed for wind loads in the plane of the tmss 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 ANSIrrPI 1. 4) na 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 0-0-0 oc. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 10) 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. Barate or other suitable treatment may be used if a does not conode the plates. If AGO, 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. 11) Bearing at{oinl(s) 17 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Conlaapot" pbgaaJing surface. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. 'Joaquin IeelozPk No:98182 -MT9k t15p; Inc, F0iteR 6633' '690704ike East Blvi.?ampals 73914 Data; June 10,2020 AWANING-Vvlf,deal,nparemehrsendRFADNOTESONMSANDINCLUDEDMITENREFERENCEPAGEMII-T4T3,ev. nLDMOSSEFOREUSE ass— Deegn valid for use enlywith Mmek® amnion. Mar design Is based only upon pa®male. shown, and Ia for an Individual bugd'mg component not �-' e brae syateer Before use, the building dosgner mull verify Pe alsiMastar"f deagn psremelers and propedy Inoor araie Nb design Iide No omall buildingdoalgn,B,ad,glndkelodislopmwntbuchgollndiAduelWuwebenW.,N.Nmembononly. Addinaneltme,asryondpemmmntbred„9 WOW alwsya aseu es! for alabliily and b prevent callapso Was passible pereonsl injury and propedy damage. Fergenenl guldsnce regarding No tebfamion,aWere..delivery,is.5im and brazing of resume and Woe eyat=na, see ANSVrP/f quallty Crrfeda,DSB-09 and SCSI Sulldrng Component S✓eYylnfamell n ..UY ble boa Tmss Plate insaMe, 218 N. Lee Street, Suite 312. m.ndda, VA 22314. 6904 Pmke East Blvd. Tampa, FL 30610 Jobs 5 Truss NSS Type Ply LOT 2815WATERSTONE T20431882 1485_A_IOX14 11 �Qty GABLE 1 1 Jab Reference factional) ounuers rust6ource irlam ury, -L), rlant ury, rL-3sbbl, 8.240 a Mar 92020 MiTek Industries, Inc. Wed Jun 1012:22:21 2020 Page 2 NOTES- ID:WJkm9E47OXSF2oOUagSOIOxHJZu-NT4ktYinM20WRSVKOyPWPxOnMCs77JPE% xO(lSz7hKm 12) Provide mechanical connection (by others) oftmss to bearing plate capable ofwithstanding 100 lb uplift atJDinl(s) 18, 19. 20 except Qt=lb) 2=303, 17=220, 16=137, 14=759,10=468,21=127,2=303. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112° gypsum sheetmck be applied directly to the bottom chord. AWARNING-Verityde,Ignparommorsand READ NDTEG ON TNISANDINCLUD£DMITEKREFERENCE PAGEMH-7V3 rev. 10TWO156EPoREUSE Design Vaud for use onlyvdih MReM connectors. TNs design is based only upon Parameters shown, and Is for an individual building wmWnm%not a bus, syotam. Before use, are building designer must verify the a,11.1bi ly of design parameters and PmPedy Inmryomtathi, design sib the manan building design.Bmdng indicated is to prevent budding of ind'Mdual Was web andfor chord members only. Additional temporary and permanent trading MiTek' b always regulredfar stability and b prevent collapse won possible personal Injury and reasons, damage. Forgenealguldanceregamfo Me fabdmmn, aterage, dal erection and lemeng ofbluse, and buss systems, sea ANSUTP/1 Duality Criteria,DSB-69 and BCSl Buftdleg Component Se ley lnlwme5w evadablefmm Tmas PUtel.s W,219N.Lea Sb LSwte312,Alewndda,VAg 314. 6904 Padre East Blvd. Tampa, FL 36610 Jol5 Jobr I Truss was Type Ply LOT 2815 WATERSTONET20431883 A 10X14 B01 SPECIALTRUSS 10ty 1 Db Reference a Uonal ...,,,,,..io-. otom,=,,, ..,,y, ,y. r,=a, .. ty,FL-G5567. 6.00 12 4x6 = 8.Z405 Mar eZU29 MI rek 3x4 _ 2.4 II 3x4 = 1.58 STP = US _ 6x8 = Inc. Wed Jun 10 12:22:22 2020 Page 1 S34 11-0-12 i 19-114 24-53 I 30-8-0 3_?.V-0 Sra1e:3/16'=l' Plate Offsets (X Y)— 14:0-3-00-3-01 P:0-3-00-3-01 f8:0-0-8 Edge] bzaA uzu LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) UdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.15 10-21 >879 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.74 Vert(CT) -0.3912-13 >613 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.03 8 Na Na BCDL 10.0 Code FBC2017/TP12014 Malfix-AS Weight: 174 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 *Except' 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13, 5-12 REACTIONS. (size) 2=0.7-10, 12=0-7-2, 8=0-3-8 Max Horz 2=345(LC 11) Max Uplift 2=-567(LC 12), 12=766(LC 12), 8=-654(LC 12) Max Grav 2=821(LC 17), 12=1142(LC 1), 8=487(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1h) or less except when shown. TOP CHORD 2.3=-1272/842, 3-4=853/660, 4.5=-921/913, 5-6=-229/434, 6-7=-221/360, 7-8=-507/958 BOT CHORD 2-15=709/1347, 13-15=-709/1347, 12-13=0/283, 11-12=-483/897, 6-11=-199/251, 10-11=629/413, 8-10=-640/416 WEBS 7-11=480/897, 7-10=-427/248, 4-13=-013/501,3-13=-491/377, 5-13=-689/1060, 5-12=752/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf, h=25ft; 13=4511; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-84), Interior(1) 2-84) to 17-5-0, Extenor(2) 17-5-0 to 21-5-0. Intedor(1) 21-5-0 to 32-2-0 zone; perch fight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-" wide will 6t between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at)oint(s) except (jl=1b) 2=567, 12=766, 8=654. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2' gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not Considered signed and sealed and the Signature must be verified on any, electronic Copies. Jdpquin Velez PE N6.0818F: MTak N$A; Inc. FL Celt 6634' '6i104 Parke.Easl Olvd:Tampaij Ft:73410' Data: June 10,2020 AWARNINO.Verify deslgn swerenters and READ NOTES ON MIS MD INCLUDED MREN REFERENCEPAGE MI47473 rev. IW=015 BEFORE USE De9gn val'M for use only win MReW corrosion. This design is based andy upon parameters shown, and is for an individual budding component rot ��' a bass system. Before use, no building deaigner muatvadry no applicabidty of des, parameters and properly Inm,pomto ft. design Into the overall buildingdesign.BraclW Indicated is to prevent budding oflndMdual Owe web andrord,ord members only. Addibarattempnnandpem,anantbradrg Is MiTek' always required fe sbbdiry and to preventcallapse win posable personal injury and pmperty damage. Forgenemlguidameregardhg U,e Iabtlmdan,atorege, delNery, erection end bracIn9 of busses and hues systems,see M&IIII/i Dually Criteria, DSB49 and BCS1 Building Component saiaylnrarmeUon available fiom Truss Plate lnsNule, 218 N. Lee Street S,dte 312, Alexandda. VA 2231d. 6904 PaAe East Blvd. TBmpa,FL U610 Job p Truss Truss Type Ory Ply LOT28/5WATERSTONE T20431884 1485-A-10X14 B02 GABLE 1 1 Job Reference (optional) Builders FrslSource (Plant City, FL), Plant City, FL- 33567. 6.00 12 3.6 11 4x6 = 8.240 s Mar 9 2020 MiTek Industries. Ire. 17 3xd = 3x4 = t.Sx8 STP = 3x8 = 6x8 53.8i 11E -12 19-7-15 19-11-8 2453 30.E-0 30- 53E S 6-7a n5-. dn� 6.1i I a.z1a n3'n Page 1 nz7hN Scale = 1:67.6 Plate Offsets (X,Y)- 14:0-M 0-Ml 15:0-0-15 0-1-81 p:0-M 03-01 18:0-M Edael LOADING (psf) SPACING- 2-M CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) 0.15 10-40 >879 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.74 Ver(CT) -0.3912-13 >613 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 MaMx-AS Weight: 234 Be FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP N0.2'Except' 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 5-13,5-12 REACTIONS. (size) 2=0-7-10, 12=0-7-2, 8=03-8 Max Holz 2=345(LC 11) Max Uplift 2=-567(LC 12), 12=-766(LC 12), 8=-654(LC 12) Max Gmv 2=821(LC 17), 12=1142(LC 1), 8=487(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-1272/842, 3-4=853/660, 4.5=-921/913, 5-0=-229/434, 6-7=-221/360, 7-8=-507/958 BOT CHORD 2-15=-709/1347, 13-15=-709/1347, 12-13=0/283, 11-12=-483/897, 6-11=-199/251, 10-11=-629/413,8-10=.640/416 WEBS 7-11=-480/897,7-10=-427/248,4-13=-413/501,3-13=-491/377,5-13=-689/1060, 5-12=752/308 NOTES- 1) Unbalanced roof live loads have been considered lor(his design. 2) Wind: ASCE 7-10; VuK=i 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psh h=25ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 17-5-0, Exterior(2) 17-5-0 to 21-5-0. Intenor(i) 2M-0 to 32-2-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nontnncument with any other live loads. 7) - This truss has been designed for a live load of 20.Cpsf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at johd(s) except rib) 2=567, 12=766, 8=654. 9jThis 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 'Jbpquin V' PE N6.66182'; hbTpk flSAy lnt. F4Ceito634', 69044atke East Blvd.,Te'mpzFh ]78f0[ Date: June 10,2020 ®WARNING.VenrydaygoparamefarseaIREADNOTESONTHISANDINCLUDEDM?ENREFERENCEPAGEMO.J4 n,,lade 1015BEPaREUSE. Design valid for use anlyw M MITex®oosx cWm. TNs design Is based only upon pammetem shown, and is for an hdNidual building component not a hues ayatem. Before use, the building designermed verify the approabi ty of design pammelers and propedy lnoompmle this design mill, the overall buildingdeagn.Brsdng Ndiwted is at prevent bud,lAg of iraMdual truss web andlor chord members only. Addilonaltempararyandpermmantbmtlng MiTek• IaeAvaya required for stability and b prevent milapsewllh possible personal Injury, and property damage. Forgersouguidanperegerdingthe fabdcaWn, ebmge.delivery, erecdan end bracNg ofbuaaes end truss sptema,see ANSUTP/1 Quality Wheys, OSB-09 and BCSI Building Component 6904 Pa&e East Blvd. Sarafylnlomraaon avalleble bom Tmu Plate Instwte, 210 N. Lee Street Sulta 312, Alexendde, VA 22314. Temps, FL 36610 Jobe 3 Truss Truss Type any Ply LOT 2B/5 WATERSTONE 1485 A_tOX14 C01 ROOF TRUSS 1 1 T20431885 Reference are.eReference.e r.. 3x4 = 2x4 II 4 6.00 12 3 20 19 1.5x8STP = 2 12 11 3x4 =r 2x4 II 3,4 mar u zuzu mu etc mausmes, Inc. wea dun 1u 1z:za:z5 zoau 3x4 = 5 3x4 — 6 -4 II 7 21 10 2x4 II Scale =1:382 22 8 9 IT 3x4 = Plate Offsets (X Y)— [2;0-1-0 Edge] [5:0-2-0Edgel (8:0-1-0Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.30 12-15 >794 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.4212-15 >575 180 BCLL 0.0 Rep Stress lncr YES WB 0.33 Horz(CT) 0.03 8 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.20 10-12 367 360 Weight: 83111 FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOTCHORD 2x4 SP No.1 WEBS 2x4 SP No.2'Except' 4-6: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Hom 2=233(LC 11) Max Uplift 2=-459(LC 12), 8=-459(LC 12) Max Gmv 2=1040(LC 18), 8=1040(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1660/603, 3-4=1319/648, 4-5=.2231582, 5-6=-223/583, 6-7=-1319/648, 7-8=-1660/603 BOT CHORD 2-12=-326/1460, 10-12=-326/1460, 8-10=-326/1460 WEBS 3-12=0/445, 7-10=0/445, 4-6=-2024/944 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=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 10-0-0, Exterior(2) 10-0-0 to 14-0-0, Intedor(t) 14-0-0 to 21-4-0 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrentwilh any otherlive loads. 4) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will tat between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6; Wall dead load (5.Opsf) on member(s).3-12, 7-10 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pat) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except at=lb) 2=459,8=459. 8) This truss design requires that minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetreck be applied directly to the bottom chord. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. .Jdpyuip Velez PE No.6 i& *MITckUSA; Inc.FOCeiP6634;., <6906P4rkb Easl BlvdTempa FL;3610 Date: June 10,2020 ®WARNING-Vedrydeslgnpamenders anal NOTES ON THISAND INCLUDED M?EKREFERENCEPAGEWPU, nv. IMDYlO13 BEFORE USE Design valid far use oniyvntb Mrreh®mrumnsom. This design Is based only upon paameters shown, and is foram individual building mmponenh not ��' a Suss system. Before use, the beMbig designer must vasty the spphoabitity of design parameters and properly inmryorate this design inro the oversti buildingdesign.Bad,q indicated is b prevent buckling cfindaidual trues web an&or chord mambas only. Additional Umpomry and permanent bmdM in always always mqutrad for stability and to prevent collapse with possible pe,mnal N7ury and pmpm eny damage. ForgenealguklaneemgaMi,thm _ fabdcaSon,stoago,delivery, erection and tanerg oftesses and trussaystoms,see ANSITPli Quality Creams, DSB49 and SCSI Building Component SefeylnywmadOn availat,lefmm Truss Plate Institute, 218 N. Lee Street Suhe 312. Alexandra, VA=314. 6904 Parke East Blvd. Tampa, FL W610 Job a Truss missType City Ply L0T26/5WATERSTONE T20431886 1485 A 10K14 CIA ACK-0PEN 4 1 Jab Reference (optional) numers Flrstsource (FIBm City, FL), Flant Ury, FL-33557. 8.240 a Mar 9 2020 MiTek Industries, Inc. Wed Jun 1012:22:27 2020 Page 1 IDAPkGJSL_27JIK7AMQakDZiyjl l9-CdS78b5YxP_fgNyUZC WweCGwUd5QPcg7t.Dkd6z7hKg -14-0 0.114 14-0 1 0.114 1 Scale =1:7.6 LOADING (pso SPACING- 2-M CSI. DEFL. In (loc) Ydeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Ida n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 DO punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=11olechanical, 2=04-0, 4=Mechanical Max Holz 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4=23(LC 17) Max Grav 3=17(LC 12), 2=158(LC 1).4=37(LC 12) FORCES. (a) -Max. CompdMax.Ten.-All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exter or(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3)'This truss has been designed fora live load of 20.Opsf on the bottom chard in all areas when; 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 10016 uplift at joint(s) 3, 4 except Ut=lb) 2=246. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. .Iapguin Velez PE N6.68102' 'NtiTekpSA; Ini:A,cart es34 6904,Park¢ East Blvd.Tampa FL,3$Q70, Data: June 10,2020 ®WARNING-Vadfydesr9nparametel..MREADN07ES ON MIS AND INCLUDED MITEKREFERENCE PAGE MI/d473rev.1WDY1p13 BEFORE USE Dcogn valid for use only with MITek® mnnecmm. We design u based oNyupon parameters shown, and Is loran hdMdual building oemponent out a buss system. Before use, the buldbg designermust vedryme appllcabfg,.f desgn paramerma and pmpedy Incorporate this design Into theoverall buld'mgdouguBeer, indicated is in prevent building of indMdual Buse web andlor Morl ambient only. Additional temporary and permanent bredW MiTek' is always requited for stability and to prevent collapse with passible personal Injury and Impurity demean, For general guidance regarding the fabrication, storage, delivery eterbon and bradng oftressee and ressaystems,see ANSIRPIr Quality CNfmis, DSad9 and BCS1 Building Componel 6904 Parke East Blvd. Szlelylefermaflan ovallae ofrem Truss Plate Institute,218 N. Lee Streak Sure 312, Alevandrla, VA 22314. Turnips, R W610 Job k Truss Type Oty Ply LOT28/5WATERSTONE 1485_A 10X14 IG JACK -OPEN TRUSS 4 1 T20431887 Jab Reference f.pficnall lant City, FL), Plant City. FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Wed Jun 1012:22:27 2020 Page 1 ID:WJkm9E47OX5F2oOUagSOI0ZHJZu-CdS78b5YxP-fgNyUZCWweCGwUd5TPcg7twOkd6z7hKg -id-0 0-01-0 1d-0 0-Hd Scale =1:7.6 Plate Offsets (X Y)- 12:0-i-3 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(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 Na n1a BCDL 10.0 Code FBC20177TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4-Mechanical Max Hoe 2=91(LC 12) Max Uplift 3=4(LC 1), 2=.211(LC 12), 4=-14(LC 1) Max Gov 3=18(LC 12), 2=158(LC 1), 4=41(LC 12) FORCES. (Ib)-Maud. CompJMax.Ten.-All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purling. BOTCHORD Rigid ceiling directly applied or 6-04)oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.0ps/; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; 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 DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load noncencument 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 8t 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 ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100111 uplift at joints) 3, 4 except 6t=lb) 2=211. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic_ copies. 76aquiGValaz fE W-118182 `MTpk:U5AFL ; Inc. Cert 6634: `6904Parke.East Blvd.,TampaFL 7g810, Data: June 10,2020 AWABNING-Venfydesrgn Panm.ty 6READN07ES ON FNISANDINCLUDEDMITSKREFERENCE PAGE M61Qartv. rOW2015BEFORE USE Deagn valid foruse only wrM Milani connectors. This design Is based only upon parameters shown, and Is for an Individual budding wmponet, not a buss.,stem. Befars use, Me building designer must w dfy the appdcabililyof deelgn parannelem and property incarcerate Nis design into Me overall buddingdesign. Bracing indit,ated Is to prevent budiding of indiodoal buss web and/Or clod members only.AddiOgwltemporary and pe,menentbracm, MiTek' Is always, requires! for aebldyand Im pmv.idoahpm Willi possible personal misty and pmperydamage. For general guldance regarding Ma fabdralme..omge,delivery, erection and brazmg albusses and hose systemssae ANSI/7P71 OO.Iiry CNleria, DSB-99 and BC51 Barbara Componsnf 6904 Parks East Blvd. m Safafyindoidon avalabletmm Tame Plate lnaUWte,218 N. Lae Street, Suite 312, Alaxandda, VA22314. Tampa, FL U610 Jab y ross Tuss Type Qty Ply COMMON TRUSS 11 =NET20431888CO2 _ Builders FmtSource(Plant City, FL), Plant City, FL-33567, 4x6 = 8.240 s Mar 9 2020 MiTek Industries. Inc. Wed Jun 10 12:22:26 2020 Scale=1:36.3 Ig '"" - 18 17 16 15 14 13 12 '"" - 5x6 = Plate Offsets (X,Y)- 12:0-2-0,Edge), r10:0-2-0,Edgel, fi5:0-3-0.0-Mi LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in goc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 11 n1r 120 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.11 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hom(CT) 0.01 10 r/a rda BCDL 10.0 Code FBC2017/TPI2014 Matru-S Weight: 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M ocputting. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib)- Max Holz 2=233(LC 11) Man Uplift All uplift 100 Ill or less at ioint(s) 17,13 except 2=-199(LC 12), 16=-121(LC 12), 18=-182(LC 12), 14=-121(LC 12), 12=-182(LC 12). 10=-199(LC 12) Max Gmv All reactions 250 Ib or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=315(LC 17), 12=314(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (Its) or less except when shown. TOP CHORD 45=-90/278, 5-6=-l15/382, 6-7=-115/390, 7-8=-77/286 WEBS 5-16=-146/359, 3-18=-228/411, 7-14=-144/359, 9-12=227/411 NOTES. 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=2ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-4-0 to 2-8-0, Ertedor(2) 2-8-0 to 10-0-0, Comer(3) 10-M to 14-M, Exterior(2) 14-0-0 to 21-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 0-0-0 Gc. 7) This truss has been designed for a 10.0 par 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. 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected fromcorrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If AGO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) oflmss to bearing plate capable of withstanding 1001b uplift atjoint(s) 17,13 except (! =1b) 2=199, 16=121, 18=182, 14=121, 12=182, 10=199. 11) Beveled plate or shim required to pm Ade full bearing surface with truss chord aljoint(s) 10. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. (Joaquin VeelgzPENo.681A2z 54T9k U50.1nc FL Cert6634; 89M.Parke East BN1.3airipa,FL 33810' Dat6: June 10,2020 AWAMNING. Vedydeslgnpmameteo READNOTESONMISMDINCLUDEOMlrE FERENCEPAGEMP7473mv. IMM015REFOREUSE Dmgn valid for use onlyw 1h MTek®wmsemas. This dmlgn is based only upon mmmeterashown, and Is loran individual building component, not a mass system. Before use, to buildimg designer must verify Me applicability of design parameters and property incoryorate this design into the overall buildingdesign.arson, indicated is M Prevent buckling ofindividual Wes web ender choN members only. Additional temporary and permanent brady MiTek' Is always required for stability and to prevent collapse Win possible personal injury and property damage. Far general guidance regarding Me fabticotion, storage, delivery, erection and bracing of trusses and Wss systems. see ANSUIPI1 Oualiy Oriteda, DS849 and SCS/ Building Component 6904 Parka East Blvd. Sareylnromra4on a.l0 ble Wra Truss Plate l.mle, 219 N. Lea SeeeL Smte 312, Mepandria. VA 2231L. Tampa, FL U610 Job L Truss ss pe Oty Ply LOT 2815 WATERSTONE e FACK-TO'PEN T20431889 1485 A 10K14 C3A 4 1 Job Reference (optional) ..„,,,..1. .,.,,n,.=n..ny,-1, ncu, eaa,--., ,. a.zru s mar s 1u2u MIIeK Industries. Inc. Wed Jun 10 12:22:282020 I� Scale =1:12.7 2-li4 LOADING (pso SPACING- 2-0-0 Csl. DEFL. in (too) Vde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL •1.25 BC 0.16 Vert(CT) -0.01 4.7 >999 180 - BCLL 0.0 Rep Stress Inor YES WB 0.00 Hom(CT) -0.00 3 We Ida BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 12 It, FT=20% LUMBER- BRACING- TOPCHORD 2x4SPNo.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M Do bracing. REACTIONS. (size) 3=61echanical, 2=0-4-0, 4=Mechanical Max Ham 2=152(LC 12) Max Uplift 3=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Glav 3=62(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 6terior(2) zone; porch left exposed;C-C for members and fames & 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 nonconcurrentwith any otherlive loads. 3) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3, 4 except al=1b) 2=245. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin VaalezleE Nd.68182:: hbTektlsA;lne.FL'Cert 6634<,., '694Parke East BHILTimpa FLXSI'G • :Data: June 10,2020 ® WARNING -Verify design parammon taxi NOTES ON MIS AND INCLUDED MUEK REFERENCE PAGEMIId473 on, 10/032015 BEFORE USE assess Design valid for use only eem MITek® wmectare. This design is based only upon parameters show, and is for an individual building component, not ��' Mac system. Before we, gas building designer must verify Me applcebi4ty of design parameter and property monopole this design MM MeaveraA 1I.Rcigdesign. Bad,Imtkeledistopreventbu&IingofMdMJualmisewebendforchordmembersonly Adiitionaltempomryandpermanentbadrg MiTek' Is xWene required for stability and to prevent colors. wiM passible peaonal Injury and property damage. For general guidance regarding, Me fabrication. storage, ddiveW, erection and bracing of Mass and hues sypitem,see ANSWPII Ouallly Criteria, DSB49 sad SCSI Building Component 69M Parke East Bivd. SafelF/nformai.. avaliabla(rum Tmv PlateineUWle,216N.LeeSt.LSuite312,Ml .s dde,VA22314. Tampa, FL W610 I ' Truss Type Oly Ply LOT28/5WATERSTONE [ob 485_A 10X14 [w—ss 3V JACK-0PEN TRU55 4 1 T20431890 Job Reference (optional) r,a„t umor, 5.24U s Mar uZWU MI I eK Industries, Inc. Wed Jun 10 12:22:29 202D Pagel ID:WJkm9E470X5F2oOUagS010zHJZu-BOZm7H7oT1 ENOh81hdYOjdLGzOmgtWJOKEtn?z7hKe Scale=1:12.7 Plate Offsets (X,Y)— (2:0-1-3 Edge] LOADING (psi) SPACING- 2-M CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.22 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 3 fda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-07(LC 12), 2=-175(LC 12) Max Grev 3=72(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1h) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-4 Do puffins. BOT CHORD Rigid ceiling directly applied or 10-M no bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat II; 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 DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except at=lb) 2=175. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jeaquin V616z PE No.681W ,rekUSA;Idc.FLCed6634;- 1 1104 parka East Bivd. Tzmpa'L:T$60; ,Date: June 10,2020 ®WARNING-Vatlly deaignpanmeten oMRFAb NDTES ON MIS AND INCLUDED MITEKREFERENCE PAGE 4gpr47,na. fD/44Gofd BEFORE USE Designvelid for use oNywiN MITek® mnnectma TN, design Is based aNyupon parameters shown, and V for an individual balding mm,rent, not ��- -ft.. system. Befom we, Me building dealgner must verify Me apprimality of deeyn pararaw era and properly inooryorate Nis design into Pe overall buldingdeslgn. Bracing indicated is to poeventbucNing ufindividuel truss web an&or chord mwnbas only. AddiSoal temporary and permanent Loading MOW aWaya required for stability and W prevent cd apsa win possible personal injury end pmm perlydaage. Forgenorai guit ance raga ding the fabdauen,sterage,delvery. emc nandbraungoftusswwdtrussayatems,see ANSUTP/1 Dually Cdoxas, DSB49 and BCEl Building Component Safetylnformarien avallablefmm Tmss Piateln.fWte,218N.Lee Street Suita312,Alesandde,VAM314. 6904 Parke East Blvd. Tampa, FL W610 Job Truss mss Type Oty Ply LOT 2115 WATERSTONE T20431891 1485_A_10X14 C5V ACK-OPEN TRUSS 4 1 Job Reference (optional) (Plant City, FL), Plant Lary, FL-33567. 824D 5 Mar 92020 MTek Industries, Inc. Wed Jun 10 12:22:30 2020 Page 1 ID:WJkm9E47OX5F2oOUagS01O2HJZu<C78mtl80EKME0gh3EL4dGquNKglocz7ZZudOERz7hKd Scale=1:17.6 axe Plate Offsets (X Y)— f2:0-1-3 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lot) Well L/d PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.51 Vert(LL) 0.06 4-7 >916 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vea(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress for YES WB 0.00 Hom(CT) -0.01 3 n1a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -AS Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Harz 2=214(LC 12) Max Uplift 3=-132(LC 12), 2=-189(LC 12) Max Gmv 3=134(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All tortes 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pstl BCDL=6.0psf, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0to 2-8-0. Intedor(1) 2-8-0 to 4-10-8 mne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed fora 10.0 par bottom chord live load noncencurrent 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 6t between the bottom chard 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 withstand ng 100 lb uplift at joint(s) except(jl=lb) 3=132,2=189. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2'gypsum sheemock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JoaquinWhz PE Ni6mi W 61iTek USAi IhgFC'Cdtt 66M� . 6904Parke.East Blvrl..TampaFL 13810' Palo June 10,2020 ®WARNING. wmy&oo nparamofmaMREAO NOTES ON WISANDINCLUDWM?EKREFER£NCEPAGEMrI-74Jme fNO.V1015BEFORE USE Design valid an use am, Win MTek®wnneclars. This design to based only upon parameter shmar. and Ia for an Individual bulling component, net a case system. Belem use, the building designer must verify Ma applicabi0ly of design paametera and properly Incorporate thin deep Into the overall buldhg design. among indicated is b onwout buWing ofindiilual Wss web anworWard members only. AddiOonal temporary and permanent bedrg MtTek• is always required far stability and to prevent pu a me with passible peranal Injury and pmpery damage For general gedanca reganoma Me fabdoaWn,storage, defNery, erection and bracing oftrusses and buss systems, see ANSMWI Queer, crrtwle, DSB-69 and SCSI Subsist, Component Seletylolmmallm eversble 4cm Truss Plate lnstWte218 N. Lee Street Suite 312, Alexandria, VA22314. 6904 Parks East Bind. Tampa. R. Seat Job Truss TN55 Type Oft, Ply LOT 2115 WATERSTONE 1485 A 10X14 ESA Jack-0pen 3 1 T20431892 Job Reference (optional) (Peru u, ,ry, r,dmuy. rat-4aabq 8.240 s Mar 92U20 MiTek Industries, Inc. Wed Jun 10 12:22:30 2020 Pagel ID:mVnhSMiS6V9gu5m8Onjhplz7hpT<C78md8QEKME0gh3EL4dGquKrq_M=777udOERz7hKd -0-0 ,I 5-0-0 Scale=1:17.8 Plate Offsets (X,Y)— 12:Edge 0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) 0defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.14 4-7 >417 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0,60 Vert(CT) 0.12 4-7 >475 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 Na flat BCDL 10.0 Code FBC2017fTPI2014 Matrix -AS Weight: 18 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Hom 2=216(LC 12) Max Uplift 3=-147(LC 12), 2=-302(LC 12), 4=-82(LC 12) Max Grav 3=121(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. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=511; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C ExterIGr(2) -1-4-0 to 2-8-0, Interior(1) 2-8.0 to 4-11-4 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 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-M wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except at=lb) 3=147, 2=302. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic. copies. 'Joaquin YelezPE N6.683821. MiTek USA; Ine.K, ed6634, 16904.1TA it East BNd.,TampafL33610( Date; June 10,2020 AWARNING. Verllydeslgnpararmrmema READ NOTES ON THIS AND INCLUDEDMrTEI(REFERENCE PAGE Mg-7473mv. 1"32015BEFORE USE ' Design valid for use aNy sign MiTeW screamers. TNa design is based onlyupon parameters shown, and W loran Individual buJtling compeer, rot a Ruse weMm. Before use, Me building designer must venly rue epp6cablMy of design parameters and moody inwryantedils design into Me overall buildingdeslgn. among Indicated is to prevent buckling ofindiWdual trues web and/or exul members only. Additional temporary and Permanent braW,g MiTek' b ovals required! testabiliryand M prevent collapse Won possible pemonal ejury and property damage. ForgenemlguldancoregerdiWtha fabrication. storage ,delivery. erection and bracing of trusses end trues ayateme,see ANSUTPIf qualify Cramrs, DSB49 endBC3l Building Componenl Sefelylnfmmagon avalablefmm Tess PWtelnsONte,218N.Lee St.LSWta312,Ale.n da,VA22314. 6904 Parke Eaat Blvd. Tampa l". 36610 Jobe Truss Truss Type pty Ply LOT28/5WATERSTONE T20431893 1485_A 10X14 EN JACK -OPEN TRUSS 14 1 Job Reference (optional) Builders PlrsiSource(Plant City, FL), Plant uty, rL-33bBT, 3x4 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 1012:22:31 2020 Page 1 ID:WJkmBE47QX5F2oOUagSOIQZHJZu4PhWzz837eU5e FFd2bsp2QTAEGaLOpioYMxmlz7hKc h Seale=1:22.8 Plate Offsets (X,Y)-- f2:0-2-7 0-0-91 LOADING (psQ SPACING- 2-M CSI. DEFL. in floc) MIC11 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25. TC 0.82 Vert(LL) 0.21 4-7 >401 240 MT20 244/190 TCDL 7.0 LumberOOL 1.25 BC 0.79 Vert(CT) -0.20 4-7 >419 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) -0.03 3 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 2516 FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=278(LC 12) Max Uplift 3=-199(LC 12), 2=-211(LC 12) Max Gmv 3=200(LC 17), 2=336(LC 1), 4=121(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(i) 2-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) `This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSITTPI 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)oint(s) except(jt=lb) 3=199, 2=211. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the tap chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic. copies. lJoaquirvilaz PE 140.68162: MITakUSA;ine4LCeit6834 `ti90410arl sEast Blvd:Tenipa EL 7360 t Data: June 10,2020 AWARNING. VenrydessajawamareramdREAD NOTES ON MIS AND INCLUDED MITEK REFERENCE PACE Mai rev. I""015BEFORE WE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building companion, not a true system. Before use, the building designer must verify Me appecabililyof design parameters and pmpedy mci rparate this design into Me overall buildingdesign. Brads, Indicated is to prevent bucidingofindividualbase web anNorchaNmenb000nly. Additional temporary and permensntbiaWrg MiTek" Isahvaya anImed tor stability and to prevent collapse with passible personal injury and property damage. For nominal guidance regarding Me fabdmgon,storage,delivery, erection and tracing of trusses and bass System. see ANSUTPI1 Quality Crania, DSB49 and BCS1 Building Companion Safetylnl agora available from Truss Plata Institute, 218M Lee Stee, Suite 312. Almnalda. VA 4314. 69W Parke East Blvd. Tampa, FL W610 Jobr Truss Truss Type city Ply LDT28/S WATERSTONE T20431894 1485 A_tOX14 H5A Diagonal Hip Girder 2 1 Job Reference o Bonal ouneers nrstoc urce (mant city, rL), Mean Illy, IL - aloof, 8.240 s Mar 92020 MTek Industries, Inc. Wed Jun 1012:22:32 2020 Page 1 ID:mVnhSM1S6V9gu5m8Onjhplz7hpT-ZbFuBJghmycyF8gSM165LFzgmge4t3s1 BSVJJz7hKb -t-10-10 3-9.6i 7-0-14 11-10 3-946 3-3-9 Scale=1:17.4 o d N 7-0.14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 9deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.33 4-7 >257 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.25 4-7 >331 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) -0.00 3 We n1a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M no bracing. REACTIONS. (size) 3=Mechanical, 2=0-5-11, 4=Mechanical Max Horz 2=216(LC 8) Max Uplift 3=-185(LC 8), 2=-454(LC 8), 4=-115(LC 8) Max Grant 3=162(LC 1), 2=375(LC 1). 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonce ncument with any other live loads. 3)'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 by2-0-0 wide will 5t between the bottom chord and any other members. 4) Refer to girder(s) for truss to muse connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=185,2=454,4=115. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Vcaquin Velez PE No.68182� 'frlifik IISA; IMA'�Cert 6834,,.. 6t1Q6,Park EisI bIvd.,Tempa FLj3810: Data: June 10,2020 AWAPNING. Vedryeaslgn,aaramotersandREADNOTES ON THIS AND INCLUDED MpEKREFERENCE PAGE MM1]473ee 1NDarzef56EFORE USE Doeign valid for use oNywiin MiTebW connectors. Tilde design la bored only upon parameters ebown, and Is far an mdyidual building component, not e buss system. Bases Ilea, Me building deelgner neatvenfy Me applicability of design parameters and propeMInwryomte Ihb design into fixer all builiingdesign. Bradingindicated is fopreventbucl,hg of hif0du2imnswebanibr Nordmerebereenly. AddiEo Ilempoaryandpennaentbadtg MiTek' Is all required fe webileyand to prevent callapas well passible pe sonal injury and property damage. Forgeneral guidance agardng the Niedrabon, ve.,,delivery, erection and bracing oftrusaes end truss systems... ANS 11 Quality Cnferla, DSB49 edSCSFRoUdog Companent 4 Pa, 690ke East Blvd. SahuylnfeemaUon waflable fmm Tars Piste Institute, 218 N. Lee Streak SWW312, AlexaMda, VA 22314. Tampa, K W610 Job I Truss Nss Typa Oty Ply LOT28/5WATERSTONE T20431895 1485A_10X14 H7V DIAGONAL HIP GIRDER 2 1 Job Reference o ti0nal Bullders FirstSource (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 92020 MiTek Industries, Inc. Wed Jun 10 12:22:33 202D Page 1 ID:WJkm9E470X5F2a0UagSOIDzHJZu-1npHOfAJXFkpt[Pe TdKuTWmPlygp7J7Fr .z7hKa -1-11-10 44 9-10-13 1-10.10 1 4-0 F— 5-10-13 Scale=122.9 to . l Plate Offsets (X Y)— 12:0-4-7 0-0-11] LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) I/de0 Lid PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.16 6-7 >760 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.23 6-7 >520 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Hom(CT) 0.02 5 Iva rda BCDL 10.0 Cade FBC20171TP12014 Matrix -MS Weight: 43 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Ho¢ 2=337(LC 8) Max Uplift 4=342(LC 8), 2=-269(LC 8), 5=-78(LC 8) Max Grev 4=353(LC 13), 2=412(LC 1), 5=316(LC 13) FORCES. (Ib)- Max. Comp./Max. Ten. -All foxes 250 (lb) or less except when shown. TOP CHORD 2-3=-1365/622 BOTCHORD 2-7=.866/1364, 6-7=-877/1388 WEBS 3-6=-1356/852 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCD1_=4.2psh BCDL=6.Opsh, h=25ft; B=45ft; L=40ft; eave=511; Cat. II; Exp C; Eric]., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par bottom chord live load nonconcumenlwith 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 by2-0-0wide 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 ANSIRPI 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 10016 uplift at joint(s) 5 except (jt=lb) 4=342,2=269. 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: 1-2=54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, B=40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not Considered signed and sealed and the signature must be verified on any, electronic copies. Joaquin %fate: PE No.68182: MTek USA; Ihd.FUCert 6634', . `,8961 Parke East Blvd.,Ternpx FL' 33810' Date: June 10,2020 ®WARNING. Verily offed opammemmand READNOT£S ON THIS AND INCLUDED MI@KREFERENCE PAGE MUJOare, 1410.V1015BE(OR£ USE weed Design valid for use only wi0, Mrrel� mrmecturs. This design is hazed ordy upon pammeten shown, and is for an individual building component not �e' A truss sycmm. Before use, the buildng designer must verify am epplicalcity of design parameters end pmpedyincorporate Us design Into the s era9 bugEingdedgn. Brad, Indicated is b famimatbuciling of indMdual buss web andrar clard members only. Additional temporary and permanent brads, MiTek' Is always required for mebililyand b prevenlcollapsew1mb passible pereonal Injury and preyerly damage. For general guidance regarding the lebdradon.sbmge, delivery erection entl brecmg of truuw and hose syatam;see ANSWP/f Qualify Whoje, OS8.99 and B= Building Componenf Ee/efy /n/erme8on available fmm Truss Plate InatiNte, 218 N. Lea Street aulte 312, Alexandria, VA 22314. 69M Parke East Blvd. Tampa, FL 3fi6ID Job mss Truss Type Oty, Ply LOT 28/5 WATERSTONE "I T20437896 1485 A 10X14 P03 Hip Girder 7 1 Job Reference (optional) Builders Fi stSource (Plant City, FL), Plant City, FL-33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 12:22:33 2020 Hage 1 ID:mVnhSM1 S6V9gu5m8Onjhplz7hpT-1 npHOfAJXFkptlPewTOKuTWtR12dp134Frr2rmz7hKe -1-0-0 6.0.0 941-0 1 0_0 15-0-0 5-0-0 d-0-0 l 5-0-0 Sx6 = NAILED 3 Special NAILED NAILED 4x6 = Special Scale =127.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.51 BC 0.44 WB 0.14 Matrix -MS DEFL. in VatqLL) 0.10 Vert(CT) 0.08 Hoa(CT) -0.03 (loc) War L/d 8.11 >999 240 8-11 >999 180 5 We n/a PLATES GRIP MT20 244/190 Weight: 611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied ors-0-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 5=0-4-0 Max Hoa 2=131(LC7) Max Uplift 2=-967(LC 8), 5=-967(LC 8) Max Gray 2=1007(LC 16), 5=1063(LC 14) FORCES. (lb) -Max. Comp./Max.Ten.-All tortes 250(to) or less except when shown. TOP CHORD 23=-1807/1431, 3-0=1631/1362, 4-5=-1819/1431 BOT CHORD 2-B=-1125/1581, 7-8=1143/1608, 5-7=-112511582 WEBS 3-8=-309/483, 4-7=309/484 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 13=4511; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; 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 par bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift at joint(s) except (jt=lb) 2=967,5=967. 7) Girder carries hip end with 5-0-0 end setback. This Item has been 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.257toe-nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 365lb down and 178111 up at electronically signed and 9-0-0, and 365 lb down and 178 lb up at 5-0-0 on bottom chord. The desigrdselecbon of such connection device(s) is the sealed by Velez, Joaquin, PE responsibility of others. using a Digital Signature. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed Copies Of this LOAD CASE(S) Standard document are not considered 1) Dead +Roof Live (balanced): Lumber I ncrease=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (plo signature must be verified Vert. 1-3=-54, 3-4=-90(F=-36), 4-6=-54, 8-9=20, 7-8=33(F=-13), 7-12=-20 o any electronic copies. Concentrated Loads (lb) Joaquin,Yelez PE N6.88/82. Vert: 8=-216(F) 7=-216(F) MTSk USA; Inc.KiCed6634'-, .6664, Park¢. East aIs d.,Tampa FL ]3810 _Date: June 10,2020 ®WARNING.venryovega paramarors e,MREAO NOTES ON THISAND INCLUDED MITEII REFERENCEPAGEMII.7473rvl 1NOY1015BE(OREUSE Design valid truss on"t, Mrrel A mrmectara. This design Is based only upon parameters shown, and is for an fre ividual lar&ng mmponmL net ��- a buss aya[em. Before use, Ne building designer must verify Ne appUwbifity of dwgn pammetem and prepady inmrpmate ihts design gW Neo mfl buiNingdeslgn. Bradr,adicatedI.Wbucklingof Individual Wssweb andforshordmambersonly, Addi4analtemporary and MiTek' prevent permarenttanda, b always required for stability and to prevent collapsO Wth Passible personal Injury and pnpeM damage. Forgeneralgultlance regard,g 0,e /abdwlbn,ebrage, tle6iay, mecdon antl Maung of busses end trwa systems, see MWITPll Quality CNIWo,DSB-B9 end BM Building Component 6904 Parlor East BIW, &Isfyinforma0on avo'Iablafrem Truss PlatelnstWte,2f8N.Lee Sb LSUte312,N.e da,VA11314. TamPa.FL 36610 Job r , Truss Truss Type Cry Ply LOT 28/5 WATERSTONE T20431897 1485 A_10X14 PO4 Common 2 1 Job Reference o tional builders F1mt5Curce (Plant City, FL), Plant Gly, FL- 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Weld Jun 10 12:22:34 2020 ID:mVnhSM1 S6Vggu5m8Onjhplz7hpT-V Nfc_BxlZsgVS_gTA8ZQg2 dRIHYkU9UVbcN� 5xB = scale=1:26.9 It LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.24 6-12 >704 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.79 Vert(CT) 0.20 6-12 >825 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Hom(CT) -0.02 4 nta n1a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 54 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 1 REACTIONS. (size) 2=0-0-0, 4=0-4-0 Max Ho¢ 2=171(LC 11) Max Uplift 2=-706(LC 12), 4=-706(LC 12) Max Grev 2=590(LC 1).4=590(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-731/1493, 3-4=-731/1493 BOTCHORD 2-6=-11411593, 4-6=-1141/593 WEBS 3-6=-759/313 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0. Intedor(t) 2-8-0 to 7-04), Exterior(2) 7-M to 11-0-0, Intedor(1)11-M to 15-4-0 zone; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcumardwith anyother live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except ()t=lb) 2=706, 4=706. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheelrock be applied direc0y to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic_ copies. 'Joaquin Velez PE No:68182 Nh 6A USA; Inc: FDCeif6634'. 16904PArke Exit BNd.Tampa FL 33010' ,Date: June 10,2020 ,&WARNING -Verily dezlgnparamaferrs andREAO NOTES ON THIS AND INCLUDED MffEKREFERENCEPAGEMI1.7113 v. tGAU1015BEFORE 115E earea Dreign valid for use ortywim M,TeMUmrmed.m. The desgn is based only upon parameter shown, and is for an Individual budding component, net �e- truss system. Before use, rue building designer mustvedry Ma applioabidty of design n parametersand property acorporawthb design Into thsomm9 bWdingdeslgm Bmdng NdiwtedisWprventbucMhgofhdiNdual WaswebanNorpoNmerbasonty. Additional temporary and pemrmont beer, M!Tek' u sWeye repaired foratability and to prevent sellers. wnh passible personal Injury and peperty damage. Forgenemiguldancerepardir,the fabrication. stores%delivery, erection and becing oftmases and truss systems, sae ANSI/TP/I Gually Cdledo, DS849 and BCSI Building Component Sefelylnformaew welablehom Truss Plate Imirkite,218 N. Lee Stresl suite 312. Atexound., VA 22314. 6904 Perko East Blvd. Tampa, A. W610 Symbols PLATE LOCATION AND ORIENTATION 1 � " Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1T16 r I For 4 x 2 orientation, locate plates 0- y4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERALBRACINGLOCATION �J J `yText symbol shown and/or by In the by text In the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. loons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 I I dimensions shown In azlaenths (Drawings not to scale) of O U a O JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTek®AII Rights Reserved MM MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 1010312015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered, 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIRPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSIRPI 1 Quality Criteria.