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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 rl= D S Altamonte Springs, Florida 01 P: (321)972-0491 1 F: (321)97272-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES November 4, 2019 Building Department Ref: Adams Homes Lot: Lot 14 Blk. 5 Subdivision: Waterstone Address: 5353 San Benedetto Pl. Model: 1635 B LHG KA # 19-7725 Truss Company: Builders FIrstSource Date of drawings: 10/31/19 Job No.: 2146390 Wind Speed: 160 Exposure: C Truss Engineer: Velez, Joaquin 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 to call. Sincerely, Carl A. Brown, P FL. # 56126 Luis Pablo Torres, FL.#87864 nrr,zz PBLO TpR .,��. No 87864 a CC O, TATE . ,S1ONAI. ���`• 11/4/2019 Todd M. Born, P.E. FL. # 82126 Mahmoud Madkour, P.E. FL.#48966 "Doing Business VAth•b Service Mindset and an Eye for Detail" _A �Q IMINI�I�I�I�I�I�I�I�I�I�I�I�I�I�I�I�I�I�I� IN <- 3112VLTA08 In §_I_�M WAWA-- _ ���-- Lill 0 ■, -_��11��1�11■�■�� NXIF NAIVE RON N -00 2-0 bkVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE �wtAW N) 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 fabrication processes and techniques of construction. coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner FLORIDA DESIMSOLUTIONS, INC. Date_�1I y,h� By Submittal Bo. ProjW No. Project Eng, Project Name; Ce. w m u ro u aswavnE was aem.w a,srewx xremwamaxnne IMPORTANT .c.moo.,r Thisteroad B Most And FBe abrication Will RFm or`cs `aoacucso For YoBefu Begin.For Your Protection Check All Pr tection Cheek x c.xnmwrmmunvmu we.cioi Dimensiena pro Conditions Prior To ADBEI-O Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADITSF��-... 00R LOADING NOTES HAVE TOLL• 2D d0 PSF SEEAND N BEEN ACCEPTED, UT 10PSFBCDL' BCD"- 10 5 PSF By Oafs_ TOTAL 3T 55 PSF DURATION: 1.25ON: 1.00 CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERNG DRAWINGS AND BSCIJII SUMMARY SHEETS. ALL PACE RI BRACING MUST BE IN PLLACE PRIOR TO LOADING TRUSSES. SHENG, ATHI SHINGLES,NGLES, 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. 3) SCAB DETAILS (IF REQUIRED) �) UPLIFT AND GMVRY REACTIONS. WARNING Backchertin Will Not Be Accepted Regardless M Facts Without Prior NotificationBy Customer Within 48 Hours And imestigatlon By Sold.. First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truv to Trues, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Caging And Roof Diaphrsgm Connection.. ROOF PITCH: 6112 MILLING PITCH: 0112 TOP CHORD S¢E: 2 X d BOTTOM CHORD SITE: 2 X d OVERHANG LENGTH: Is - END CUT: Plumb CANTILEVER: — MUSS SPACING: 24" BUILDING CODE: MC2017 BEARING HEIGHT SCHEDULE BUILDER Adams Homes PRQIEOT: single Family MODEL: 1635 B ADDRESS: SSS3 SAN BENEDETTO PL LOT2 BLOCK: ids SUBDIVISION: CRY: FORT PIERCE DRAWNBY: KTEUBER JOB 6: 2146390 DATE: 1013D/2019 SCALE: NTS PLAN DAIS: 2019 REVISIONS: 1. L 4. M� FirsrSoume 4808 Alrport Road Plait City, FL 33563 PR (813) 3e5-1300 Fa.(813)305-1301 mm W1 8 MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2146390 - IOT 14/5 WATERSTONE STLUCI MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Project Name: 2146390 Model: 1635 B Tampa, FL33610-4115 Lot/Block: 14/5 Subdivision: Waterstone-St Lucie County Address: 5353 San Benedetto Place, . 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/TP12014 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 32 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. lk on 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 20 21 22 Seal#_ Truss Name Date A01 10/31/19 A02 10/31/19 A03 10/31/19 A04 10/31/19 A05 10/31/19 A06 10/31/19 A07 10/31/19 A08 10/31/19 A09 10/31/19 A10 10/31/19 B01 10/31/19 B01S 10/31/19 B02 10/31/19 B03 10/31/19 0/31/19 10/31/19 cic V 10/31/ 19 C3 19 C3V 10/31/19 0/3119 10/31/19 C5V D01S 10/31/19 No. Seal# Truss Name Date 23 T18528324 D02 10/31/19 24 T18528325 E3 10/31/19 25 T18528326 E5 10/31/19 26 T18528327 E7 10/31/19 27 T18528328 E7V 10/31/19 28 T18528329 F01 10/31/19 29 T18528330 H3 10/31/19 30 T18528331 H5 10/31/19 31 T18528332 H7 10/31/19 32 T18528333 H7V 10/31/19 The truss drawing(s) referenced above have been prepared by `` 1111111/1'r.., UIN VFW MiTek USA, Inc. under my direct supervision based on the parameters ♦♦♦�� S0 • E provided by Builders FirstSource (Plant City, FL). :♦♦♦ ` Truss Design Engineer's Name: Velez, Joaquin` * f3162 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 •, TE OF :�4/Z that the engineer named is licensed in the jurisdiction(s) identified and that the ,(\ •,A, O Q-; \_♦♦� designs comply with ANSUTPI 1. These designs are based upon.parameters �� R 1 ss/ .given shown (e.g., loads, supports, dimensions, shapes and design codes), which were ,��/1011 A, Tek's or to for ect specific information into TRENCO'ss fi e0referrenceeplurpose in customers only, and was not taken accos unt the preparation of these designs. MiTek or TRENCO has not independently verified the Joaq in Velez PE No 8182 applicability of the design parameters or the designs for any particular building. Before use, MRe USA, Inc. FL It6634 the building designer should verify applicability of design parameters and properly 6904 a East Blv Tampa FL33610 incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Date: October 31,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type City Ply IOT 14/5 WATERSTONE STLUCI T78528302 2146390 A01 GABLE 1 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:45:44 2019 ti 0 5x6 = 21 _- -, 19 18 12 11 10 SAS — 3.6 = 3x6 = 3x8 = 3x4 It 3x4 = 7-6.6 1a11-13 1. 1-_8 %71 0 26.4.0 2 8 3a11-13 3111 7-ss I ss7 I s2n1 �o-sa sae I sr-3 I Scale = 1:75.0 Plate Offsets (XY)-- [3:03-0,0-3-0), [7:0-3-0,03-0].113:0-5-12,EdgeL 116:0-6-0,0-3-0),135:0-1.11,0-1-01,143:0-1-8,0-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.10 21-46 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.17 21-46 >999 ISO BCLL 0.0 Rep Stress lncr YES WB 0.85 Horz(CT) 0.01 16 n/a r/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 283111, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 18-22,6-11: 2x4 SP No.3 10-M oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1Row at micipt 6-16 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 14=0-4-0. (lb) - Max Horz 2=-429(LC 8) Max Uplift All uplift 100 lb or less at joints) except 2=-430(LC 10), 16=-1049(LC 10), 8=-408(LC 10), 14=-346(LC 10) Max Gmv All reactions 250 1b or less III except 2=764(LC 19), 16=2240(LC 15), 8=656(LC 16). 14=1076(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1062/632, 3-4=-477/402, 4-5=-2861784, 5-6=-224/689, 6-7=-93/267, 7-8=-890/629 BOTCHORD 2-21=-338/1069, 19-21=-339/1065, 15-16=-180/265, 14-15=-180/265, 13-14=-298/342, 6-13= 267/202, 8-1 D=3547724 WEBS 3-21=0/287,3-19=-781/483,4-19=-327/469,16-19=-108/505,4-16=-1007/909, 5-16=-1079/785, 16-36=-498/518, 6-36=-515/533, 10-13=-371/761, 7-13=-834/633 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=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 15-8-13. Exterior(2) 15-8-13 to 23-73, Intedor(1) 23-7-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;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 ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 op. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430lb uplift at joint 2, 10491b uplift at joint 16, 408lb uplift at joint 8 and 346111 uplift at joint 14. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd, Tampa FL 33610 Date: October 31,2019 VAIxt(Bliriffillandard O WARN/NO- Vedrydes(griperemefementl READNOIES ON TN/SANDWCLUDEDa KREFERANCEPAOEW74M.. 10,1XY10156EFORE USE Design volid for use onlywlth MOek®connecion.lh6 design Is based only upon parametersshown, and Is for on Individual building component, not �� a fmss system. Before use. Me bulong designer must verity the applicability of design parameters and properly Incorporate Mls design Into me overall bullciing design. Bracing Indicated is to prevent buckling of Individual tweb and/or members only. Additional temporary and permanent bracing 1s /l M!Tek- Is always required for stability and to prevent collapse wt h possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hues systems, seeANSVrPII Quality CmaW, D5549 and BCSI Building Component 69M Parke East BNd. Safety Informationavalable from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria, VA 22314. Tempe, FL M610 Job Truss Truss Type Ply IOT 14/5 WATERSTONE STLUCI T78528302 2146390 A01 GABLE �Oty 1 1 Jab Reference (optional) Build@re FIr51BOurco (Plant City, FL), Plant City, FL- 33567, U.Z4U 9 Jul 142(J1B MI IeK Inausines, Inc. wee UCI JU lai4bAb 2UlV Page z ID:gTgg7TJEsUW-cC9MbPEGISz5aQ1-T4Xgp8c2BVW W MBDWjrOgDs_VzR4Dmax68E2nEQy09zq LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Oniform Loads (plo Vert: 1.3=-54,3-5=-84(F=-30), 5-7=-84(F=-30), 7-9=-54, 44-54= 20, 18-54=-50(F— 30), 17-18=-50(F=-30), 13-16=-50(F=-30), 11-12=-50(F=-30), 10-11=-50(F=-30), 10-47=-20 ,&WARNING -Verity design peremefen end READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM/W4"rev. 10,11s 15 BEFOREUSE Design valid for use only with MBeM connectors, this design b based only upon parameters shown, and B for an Individual building component not a truss system. Before use, the building designer must ver fy Me cppllcabillN of design parameters and property Incorporate this design Into the overall building tlesign. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent a always required for stabllHy and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabricator, storage, delivery, election and bracing of busses and truss systems seeANSVWII Qua criteria, DS549 and 1101 Balding Componml 69N Parke East Blvd. Vrit Sably Yrformalbrro ,ollobie from Truss Plate Instltule, 218 N. Lee street Suite 312, Alexandria. VA 22 14, Tampa, FL 33610 Job Truss Truss Type Ply 10T 1415 WATERSTONE STLUCI T18528303 2146390 A02 SPECIAL �Qty 2 1 Job Reference (optional) UUIIWrs rlrslaource tnarp ury, rLl, rlam clry, rL-3abbf, b.z4u8uut14zule MlleKlnamines.mL. vveauQ3u1b:45:4b2U1B 5x6 G Scale-1:76.2 5 6.00 12 26 27 3x4 i 4x61 4 e 5xe - 5x6 3 7 1B 1.5xe STP= 1.Sx8 STP= 25 28 12 0 m 1 2 Bx12 = 11 10 89 sn d 3x4 = 6x12 MT20HS= 1 6 0 1] 15 15 1413 3x6 = 2x4 II 4x6 = 3.4 II 3.00 12 5x8 4x12 = 6.4-11 12-10-2 19-0-0 22-2-7 30.8.0 39.40 &4-N 8-5-] 6-1-14 3.2-7 8.5-9 8-8-0 Plate Offsets (X,Y)-- [3:0-3-0,0-3-01, [5:0-3-8,0-2-81,17:0-3-0,0-3-01, f8:0-2-6,Edoe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 VeQLL) 0.54 10-11 >871 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -0.8810-11 >538 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Mot YES WB 0.83 Horz(CT) 0.39 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 7-9:2x4 SP No.1 BOTCHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* - 14-18,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1536/0-8-0, 8=1535/0-8-0 Max Ho¢ 2=-429(LC 8) Max Uplift 2= 787(LC 10), 8=-787(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2830/1594, 3-4=-2298/1421, 4-5=-2234/1426, 5-0=-2491/1550, 6-7=-4590/2490, 7-8=-4882/2661 BOT CHORD 2-17=-1213/2621, 15-17=-1214/2617, 11-12=-640/1844, 10-11=-1312/2870, 8-10=-2215/4407 WEBS 3-17=0/264,3-15=-626/373, 4-15= 290/201, 12-15=-925/2106, 4-12=-224/253, 6-10=-791/1755,7-10=217/330,5-11=-500/1027,6-11=-1101/745, 5-12=-413/844 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=5.Opsf; h=15ft;,B=561t; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Interior(l) 2-7-3 to 15-8-13, Extedor(2) 15-8-13 to 23-7-3, Interior(1) 23-7-3 to 36-8-13, Exterior(2) 36-8-1310 40-8-0 zone;C-C for members and forces & 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 list bottom chard live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSNrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 787 lb uplift at joint 8. 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 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 sheetrock be applied directly to the bottom chord. 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 QWARNING-Vedry des/gnparematea and READ NOTES ON THISAND INCLUDED MnrEKREFERANCEPAGEM674Aree 10,101R015BEFORE USE Oeslgn ward for use only with MgekO connectors. rats deagn Is based only upon parameters shown. and is for on Individual building component. not a inns system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated is to prevent buckling of lndNltlual truss web and/or chord members only. AddlNanal temporary and parmonent bmcing MiTek• is always required for stabOlN and to prevent collapse with possible personal Injury and property demons. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrP11 Qua0v CRnb, DS549 and I= Building Component 6904 Parka East BNd. FL M610 Solery Inrormallonavailable from Truss Rate Institute. 218 N, Lee Street. Suite 312. Alexandria. VA 22314. Tampa, Job Truss Truss Type Ory Ply IOT 14/5 WATERSTONE STLUCI T18528304 2146390 A03 SPECIAL 8 1 Job Reference (optional) buncIere rinnoource sriam Illy. ry, riair Illy, "-ddooq _ Scale = 1:70.7 Sz6 5 6.00 F12 21 22 qx6 p 4x6 C 4 6 5x6 i 54 3 7 1.5x8 STP= 20 23 1.5x8 STP= 13 2 12 71 10 , 6 9 a 0 1 6xl2 MT20HS = able= 4x6 = 6,12 MT20H5= ]o 6zB Sx8 3.00 F12 7-1-1100 8-0 22-2-7 I 30-B1-0 27 -7 &0B8B0O 0 Plate Offsets (X Y)— r2:0-2-6 Edael. r3:0-3-00-3-01 r5:0-3-8 0-2-8] (7:0-3-00-3-01 (8:0-2-6 Edoel LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ved(LL) 0.67 10-12 >708 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Verl-1.2010-12 >394 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.61 8 n/a file BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 194 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-9: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied. GOT CHORD 2x4 SP No.t *Except* WEBS 1 Raw at midpt 6-12.4-12 11-13: 2x4 SP M 31, 10-11: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1527/0-8-0.8=1527/0-8-0 Max Horz 2=-429(LC 8) Max Uplift 2=-791(LC 10). 8= 791(LC 10) FORCES. (lb) -Max. Comp./Ma c Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4856/2672, 3-4=d565/2500, 4-5=2178/1376, 5-6=-2177/1376, 6-7=-4572/2503, 7-8=-4863/2674 BOT CHORD 2.13=-2225/4677, 12-13=-1326/2949, 10-12=-1327/2837, 8-10=2227/4394 WEBS 6-12=-1227/821,6-10=-786/1779,7-10=-315/330,5-12=-784/1529,4-12=-1305/821, 4.13=-784/1921, 3-13=-303/331 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=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Intedor(1) 2-7-3 to 15-8-13, Extedor(2) 15-8-13 to 23-7-3, Intedor(1) 23-7-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and farces 8 MW FRS 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 nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at joint 8. 9) This truss design requires that a minimum of 7/16' structure[ wood sheathing be applied directly to the top chord and 1/2' gypsum Joaquin Velez PE No.68182 sheetrock be applied directly to the bottom chord. MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October31,2019 OWAHN/NG-Ver/ly design pamaidara.hd NERD NOTES ON MIS AND INCLUDED MmEK NEFENANCE PAGE NIF747a rev. 10,113¢01S BEFORE USE Design valid for use only with Mriek®connectom. IDB design Is based only upon porometers shown and Is for an Individual building component, not �,- a fruss system. Before use. the building designer mustvarify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to buckling of Individual fruss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcoaoo. storage. del"ry, erection and bracing of trusses and truss systems, seeANSVIP11 Quallly Crnalo, DSB49 and SCSI Building Compon uvi 69M Parke East Bind. Splaty Informo9oravailable from Truss pate Insfitute, 218 N. lee Street. Suite 312, Atexanddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Orly Ply 10T 1415 WATERSTONE STLUCI T7852B305 2146390 A04 SPECIAL 1 1 Jab Reference (optional) Builders FimitSource (Plant City, FL), Plant City, FL - 33567, 6.240 is Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:45:48 2019 1.SxB STP= 1 0 6.00 12 46 4 4 Sx6 i 3 15 6x12 MT20HS = 5x6 = Sx6 = 5 6 14 13 12 3x4 = 46 = 3x4 = 24 46 C 7 Scale = 1:73.5 5x6 1.5x8 STP= 25 9101b,N 6xl2 MT20HS= 5x8 Sx8 3.00 12 zoso e-Bd 15J6 19D0 lean 2E410 308a 3960 F aen I s-T.s I 3&1�Fa� 31 I G7n I San � Plate Offsets (X,Y)-- [2:0-2-6,Edce1. [3:0-3-0,0-3-01. [5:0-3-0,0-2-01, [6:0-3-0,0-2-01 [8:D 0-3-01 [9:0-2-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.67 11-13 >706 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.1911-13 >395 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.68 Horz(CT) 0.62 9 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2021b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-3,8-10: 2x4 SP No.t SOT CHORD 2x4 SP No.1 'Except' 11-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Raw at midpt 4-14, 7-13 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Holz 2=-416(LC 8) Max Uplift 2= 791(LC 10), 9=-791(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4867/2728, 3-4=4566/2538,4-5=-2225/1439, 5-6=-1926/1390, 6-7=-2226/1439, 7-8=-4569/2539, 8-9=-4869/2729 BOT CHORD 2-15=-2277/4689, 14-15=-1358/2936, 13-14=-703/1926, 11-13=-1358/2836, 9-11=-2279/4401 WEBS 3-15=312/342,4-15=-788/1930,4-14_ 1282/810,7-13=-1206/810,7-11=-790/1774, 8-11=-325/342, 5-14=-413/780, 6-13=-4091788 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=5.Opst h=15ft; B=56ft; L=39ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Interior(1) 2-73 to 15-0-13, Exterior(2) 15-0-13 to 24-33, Interior(1) 24-3-3 to 36-8-13, Exterior(2) 36-8-13 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 AW/INNING- Vedlydes/gn perwhi end RErID NOTES ON THISAND INCLUDED MGEKNEFERANCEPAGEMU74 rre. fa'ea20156EFONE USE. Design valid for use only with Mil connectors. rhis design Is hosed only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into fine overall building design. Bracing indicated b to prevent buckling of lndMdual nuss web and/or chord members only. Additional temporary and perrnonem bracing MiTek' Is always required for stabMy, and to prevent coilopse with possible personal injury and property damage. For general guidance regarding fine fabrication, storage, delivery, erection and bracing of busses and truss systems seeANSVTPII QuaQyy Criteria, DR-119 and BCSI Building Component 69M Parke Best Blvd. Safety Infomrallorsovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexcndda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 10T 1415 WATERSTONE STLUCI T78528306 2146390 A05 SPECIAL 1 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 201 Inc. Wed Oct 3016:45:49 2019 6.00 12 8x14 MT20HS \\ Bx14 MT20HS II Scale=1:74.4 4x10 MT20H5� 3.00 12 4x10 M720H5� 25.4400 30.80 39-4-0 eB0 0 I 87-4-0 8.40 B-B-O Plate Offsets(X,Y)-- 12:0-1-14,Edgel,f4:0-3-0,0-3-01.15:0-2-7,Edge1 16:0-2-7,Edge1 P:0-3-0,0-3-01 19:0-1-14,Edge1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL In (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.7411-12 >641 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(CT) -1.23 11-12 , >385 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Hom(CT) 0.58 9 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1931b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-4,7-10:2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Horz 2=-375(LC 8) Max Uplift 2= 791(LC 10). 9=-791(LC 10) Max Grav 2=1549(LC 15). 9=1549(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at mil 4-14,7-12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5112/2853,3-4=-4822/2671,4-5=-2473/1663,5-6=-2167/1578,6-7=-2473/1663, 7-8=-4560/2671, 8-9=-4846/2853 BOT CHORD 2-15=2390/4889, 14-15=-1554/3333, 12-14=-947/2301, 11-12=1554/3023, 9-11=-2390/4374 WEBS 3-15=-256/316, 4-15= 754/1841, 4-14=-1324l775, 5-14=411/922, 6-12=-411/875, 7-12=-1249/775, 7-11=-754/1687, 8-11=-271/316 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=5.Opsf; h=15ft; B=56ft; L=39ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Interior(i) 2-7-3 to 13-0-13, Exterior(2) 13-0-13 to 26-3-3. Interior(1) 26-3-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This Tmss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Ali bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 fill USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 Q WARNING - VeNtydes/gnpemmefemend READNO7ES ON TN6AN0 INCLUDED MOEKFEFENANCEPAGEMR7] mv, iG1%A?o15aEFORE USE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an indiWtlual building component. not o truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall building tleslgn. Bracing indicated! Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hJury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of pusses and truss systems, soeANSU1P11 QualSy Cdferb, D5349 and SCSI Building Component 69M Parke East BNd. Safety mm fom8onanallabie from Truss Plate Insane 218 N. Lee Sheet Suite 312 Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qiy Ply IOT 14/5 WATERSTONE STLUCI T18528307 2146390 A08 SPECIAL 1 1 Job Reference (optional) BUIgers FIrslSowcre (Plant city, FL), Plant City, FL- 33567, U241) a JDI 14 ZU1B mi I eK industries. Inc. Wed UM JU l a:4b:bl ZU1B 6.00 12 5x6 = 3x4 = 5x6 = 5 256 26 7 5x8 = 5x8 Zo 5x8 s 3.00 12 e0 34 02I 3fi0..08B00 9-0-0 8-80 Scale = 1:72.7 Plate Offsets (X Y)-- [2:0-2-6 Edge] [4:0-3-00-3-01 [5:0-0-0,0-2-81. [7:0-4-0 0-2-8] [8:0-3-0 0-3-DL [10:0-2-6 Edge] LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vell 0.63 12-13 >754 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(CT) -1.0013-15 >473 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.62 10 n(a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 201 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 WEDGE Leff: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 8-13 REACTIONS. (lb/size) 2=1527/0-8-0, 10=1527/0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-791(LC 10), 10=-791(LC 10) FORCES. (lb) - Max. CompdMax. Ten. -All forces 250 (I a) or less except when shown. TOP CHORD 23=4862/2898, 3-4=-4696/2850, 4-5=-2813/1852, 5-6=-2471/1772, 6-7=-2471/1772, 7-8=-2813/1852,8-9=-4623/2850, 9-10=-4783/2898 BOT CHORD 2-16=-2426/4620, 15-16=-2230/4330, 13-15=-1297/2565, 12.13=-2230/4082, 10-12=-2426/4311 WEBS 4-16=-535/1229,4-15=-1917/1121, 5-15=-455/926, 6-15=-318/160, 6-13=-318/159, 7-13=-455/927,8-13=-1787/1121, B-12=-535/1142 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=56ft; L=39ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-73, Interiooll) 2-7-3 to 1 "A 3, Exterior(2) 11-0-13 to 18-11-3, Interior(1) 18-11-3 to 20-4-13, Exterior(2) 20-4-13 to 28-3-3, Interior(1) 28-3-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCD L= 10.0psf. 7) All bearings are assumed to be SYP No.2 crushing Capacity of 565 psi. 8) Beadng at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at joint 10. 10) 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 A WARNING. Vedlydeslgnpemmetersend READ NOTES ON TNISANO INCLUDED MREKNEFERANCEPAG6UX7473 rev. 101103r2e1SSEFOREUSE. Design valid for use only with Mnek® connectors. This design Is posed only upon parameters shown, and Is for an individual building component, not a hum system. Before use, me building designer must veny the applicability of design parameters and property incorporate this design Into the overall building design, Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability, and to prevent collapse with posUble personoi Injury and property damage. For general guidance regarding me Parke East eNd. fobdcaflon, storage. delivery, erection and bracing of trusses and hum systems seeMSMII Oupill. Clfedo, DSB49 and ICSI BWd6sg Component Safely Irlformetloa3voiioble from Truss Rate Insntute, 218 N. Lee Sheet. Sulte 312. Alexandria. VA 22314. 6904 Tampa, FL 33610 Job Tss Thus Type Oty Ply IOT 14/5 WATERSTONE STLUCI ]AiO�7 T18528308 2146390 SPECIAL 1 1 Job Reference (optional) BuilQers FirstSource (Plant City, FL), Plaid City, FL-33567, 8.240 s Jul 14 2019 MiTek Inc. Wed Oct 30 16:45:52 2019 6.00 12 5x8 % 3.00 12 Sx8 = 3z4 = 5x8 = 4 23 24 5 25 266 3x4 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0,0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2017/TP12014 CSI. TC 0.95 BC 0.95 WB 0.83 Matrix -AS DEFL. in (too) Well Ud Ved(LL) 0.66 10-11 >716 240 Vert(CT) -1.0011-13 >472 180 Horz(CT) 0.63 8 r/a n/a PLATES MT20 MT20HS Weight: 187 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 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. (Ile/size) 2=1527/0-e-0, 8=152710-e-0 Max Hoe 2=294(LC 8) Max Uplift 2= 791(LC 10). 8=-791(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4814/2973, 34=-4578/2911, 4-5=-2992/2041, 5-6=-2992/2041, 6-7=-4578/2911, 7-8=4814/2974 SOT CHORD 2-14=-2492/4440, 13-14=-1448/2788, 11-13=-1698/3163, 10-11=-1448/2788, 8-10=-2492/4341 WEBS 3-14=320/355, 4-14=-106B/1956, 4-13=-148/517, 5-13=-380/265, 5-11=-380/265, 6-11=-148/517,6-10=-1067/1831,7-10= 327/355 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; B=56ft; L=39ft; eave=SN; Cat. II; Et¢ C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1d-0 to 2-7-3, Interior(1) 2-7-3 to 9-0-13, Extedor(2) 9-0-13 to 16-113, Interior(1) 16-11-3 to 22-4-13, Extedor(2) 22-4-13 to 30-3-3, Interior(1) 30-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Ile uplift at joint 2 and 791 lb uplift at joint S. 10) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Scale = 1:72.7 5xB GRIP 244/190 187/143 FT=20% Joaquin Velaa PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING- Vedf1de9e Peremefereend RE4VNOTES ONWSANDINCLUDEOANEKREFERANCE PAGE MIA7473rev. fWLt'MatSBEFORE USE valid for use only with MRek® connectors. this design Is based only upon parameters shown. and Is for on Individual building component, not Not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design, Bracing indicated is to prevent bucW[ng of Individual tit web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and truss systems. weMS171PI1 Quality CrEnfo, O8I7419 and SCSI Su3ding Component Sabty Informa8onaeallobie from Truss Plate Insttute, 218 N. We Street. Suite 312. Alezondrio. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply IOT 14/5 WATERSTONE STLUCI T18528309 2146390 A08 SPECIAL 1 1 Job Reference (optional) bullgers hUSibource (rlanl uly, rLJ, rlanl Ulty, rL- 33567, 6.24U a JUI 14 2UIU MI I eK Inc. Wea UM 3015:45:53 2019 5x6 = 2x4 II 5x6 = 5x6 = 4 24 25 5 6 26 27 7 6.00 r12 2.4 23 3 1.5x8 STP= 22 15 14 12 m 2 13 11 of 6x12 MT20HS= 3x8= 4x10MT20HS= 6x12MT20H5= 3x4 = 5x8 3.00 12 Scale = 1:71.4 28 2x4 % d B A 29 1.5xB STP- c 0 910 1b a 5xB LOADING (psf) SPACING- 2-M CS`DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(L-) 0.78 14 >604 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.1514-15 >409 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.56 Horz(CT) 0.68 9 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 190lb FT=213 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-15,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4843/3074, 3A=-4552/2822, 4-5=-3951/2613, 5-6= 3951/2613, 6-7=-3948/2611, 7-8=4552/2822, 8-9=-4843/3074 BOT CHORD 2-15=-2597/4414, 14-15=-1747/3231, 12.14=-2158/3959, 11-12=-1747/3231, 9-11=-2597/4371 WEBS 3-15=-307/374, 4-15=-751/1516, 4-14=-488/993, 5-14=-344/337, 6-12=405/339, 7-12=-485/988,7-11=-751/1465,8-11=-317/374 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=5.Opsf; h=151t; B=56ft; L=99ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Interior(l) 2-7-3 to 7-0-13, Exterior(2) 7-0-13 to 14-11-3, Interior(l) 14-11-3 to 244-13, Exterior(2) 244-13 to 32-3-3, Interior(1) 32-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 • zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSUTP11 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Its uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 10rrTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 OWARN/NO- Verlydeslgnparameters and READ NOTES ON THIS AND INCLUUEDMITEI(REFERANCEPAGEMIF74TJ rev. 1Gaa2015BEFOREUSE Dedgn valltl for use only Win MlTeat, connectors. This tlesign Is based only upon parameters shown, and Is for an IndNidual building component, not a truss system. Before use, Me building designer must verity the appllcob0lty of design parameters and properly Incorporate his design Into the overall building design. Bracing Indicated u to prevent buckling of lndivdual truss web and/or chord members only. AddMonol temporary and permanent bracing WOW Is always required for stability and to prevent collapse wlM possible personal hJury and property damage. For general guidance regarding Me fobdcanan, storage, delivery, erection and brocing of trusses and Muss systems seeANSWII Qualppyy Cetera, DS349 and BCSI SuedMa Componshl 6904 Pars Ent BNd. Sabry mtonnalbMvoiloble from Truss Plate InsliMe. 218 N. Lee Sheet. Suite 312. Alexoncido. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply IOT 14/5 WATERSTONE STLUCI Tl8528310 2146390 A09 SPECIAL 1 1 Job Reference (optional) burl rUsmource triam any, rly, ream Ull rL-33ba/, 6.24U S Jul 142UIU MI I ex lnaustnes. mc. wea uct 3U 16:45:542019 Scale=1:71.4 6x12 MTMHS 6z12 MT20H5 2x4 II 5x8 = 6.00 F12 4 24 2526 5 6 2728 29 7 2x4 a 2x4 3 8 O 23 30 1.5x8 STP = 22 31 1.SxB STP m 2 15 14 13 12 11 9=1 05x8=4z10 1 6x12 i20Hs M MT20 46 x 6x12 T20HS= a�aN 60 5x8 � 3.00 12 5x8 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.92 BC 0.92 WB 0.98 Matrix -AS DEFL. Ved(LL) Ved(CT) Horz(CT) in (loc) Vdefl L/d 1.00 12-14 >470 240 -1.4912-14 >317 180 0.75 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 1941b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Horz 2=-212(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4793/3044, 3-4=-4615/2897, 4-5=-5461/3481, 5-6=-5461/3481, 6-7=-5453/3475, 7-8=-4615/2897, 8-9= 4793/3043 BOT CHORD 2-15=-2560/4319, 14-15=-2173/3968, 12-14=-3089/5476, 11-12=-2174/3970, 9-11=-2559/4319 WEBS 4-15=-623/1216, 4-14=-962/1711, 5-14=-403/408, 6-12=-445/410, 7-12=-954/1701, 7-11=-622/1189 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opst h=15ft; B=56ft; L=39111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 5-0-13, Extedor(2) 5-0-13 to 12-11-3, Interior(1). 12-113 to 26-4-13, Extedor(2) 264-13 to 34-3-3, Interior(l)34-3-3 to 36-8-13, Exterlor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s)2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Ib uplift at joint 2 and 791 It, uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum Joaquin Velez PE No,68182 sheetrock be applied directly to the bottom chord. MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNWG-Varlly Eeaf9a,aramataraadREAD NOTES ON TNLSAND INCLUDED M?EKREFERANCEPAGE11167423rev. 7a 615BEFORE USE. Design valid for use only with MRekO connectors. Psis deslgn B based only upon parameters shown, and is for an Individual bulltling component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this deslgn Into the overall bulltling design. Bracing indicated is to prevent bucWhg of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possbie personal Injury and property damage. For general guldonce regardingme fabricator, storage, delivery, erection and bracing of trusses and tuts systems. seeANSU1PI1 Sill Criteria, DS6l9 and BCSI Building Component 6904 Parke East Blvd. Safety Infoimahonovallable from Truss Rate Institute, 21B N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 01Y Ply 10T 1415 WATERSTONE STLUCI T18528311 2146390 A10 SPECIAL 1 3 Jab Reference (optional) builders Fnstbource (HIM ('Any, FL), I'lam city, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:45:56 2019 Santa =1:71.4 6z8 = 2x4 II 4,,6 = 7x10 = 2x4 II 6x8 = 6.00 12 4 25 5 26 6 7 27 8 28 9 3x4 i 3x4 N 3 10 Iu 1.SxB STP = 1.Sx8 STP= n1 2 1829 17 16 15 14 13 11 rum o BAB MT20HS= 5x8 = 6x12 MT20HS= 2x4 II SIX= 30 12 ]6 6x12 MT20HS= 3x8 3.00 12 4x6 ]-4-8 12-1-12 17-1-7 22-2-9 27-2-15 31-11-8 39-0-0 I— zA-a I A-aA eel-ti I c.Lo I I I i Plate Offsets (X,Y)- f2:0-0-10 Edge] f4:0-2-4 0-4-01 17:0-5-0 0-4-81 I9:0-2-8 0-4-01 f 11:0-0-14 Edgel 113:0-4-12 0.3-01 f 18:0-4-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 1.12 15-16 >421 240 MT20 244/1 go TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -1.3815-16 >341 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress that NO WB 0.63 Horz(CT) 0.57 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 6241b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except- 4-7,7-9: 2x6 SP No.2 BOTCHORD 2x4SPM31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3018/0-8-0, 11=3018/0-8-0 Max Hom 2=-170(LC 6) Max Uplift 2=-1779(LC 8), 11=-1779(LC 8) Max Gmv 2=3475(LC 13), 11=3475(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11253/5484, 3-4=-12538/6080, 4-5=-16925/8460, 5-6=-16921/8454, 6-7=-19216/9674,7-8=-16755/8435,8-9=-16759/8440, 9-10=-12409/6079, 10-11=-11148/5494 BOT CHORD 2-18=-4848/10339, 17-18=-5566/12012, 16-17=-9456/19259, 15-16=-9414/19137, 14-15=-9421/19124,13-14=-5564/11757,11-13=-4846/10118 WEBS 4-18=-1406/3383, 4-17=-2823/5436, 5-17= 785/635,6-17=-2550/1314, 6-16=0/296, 745=0/295,7-14=-2520/1299,8-14=-793/633,9-14=-2808/6409, 9-13=-1405/3326, 3-18=-748/1660, 10-13=-756/1681 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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. • Webs connected as follows: 2x4 - 1 row at 0-5-0 oc, Except member 17-4 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4 - 1 row at 0-9-0 oc, member 17-6 2x4 - 1 row at 0-9-0 oc, member 6-16 2x4 - 1 row at 0-9-0 oc, member 16-7 2x4 - 1 now at 0-9-0 oc, member 7-15 2x4 - 1 row at 0-9-0 oc, member 14-7 2x4 - 1 row at 0-9-0 oc, member 8-14 2x4 - 1 row at 0-9-0 Do, member 14-9 2x4 - 1 row at 0-9-0 oc, member 3-18 2x4 -1 row at 0-9-0 Do, member 10-13 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; 8=56ft; L=39ft; 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 ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with anyother live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 MiTek USA, Ina FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING- Verifydesign Pmajmx1m Od NERD NOTES ON MIS AND INCLUDEDM?EKNEFERANCEPAGEM0.)47Jrev. 10,1531,2015 BEFORE USE. Design valid for use only with MiloW connectors. This design Is based only upon parametersshown, and B for on Individual building component, not ��- a M s system. Before use. Me building designer must verify Me opplicobillty of design Parameters and properly Incorporate this design Into Me overall building design, Binding Indicated h to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 6abb storage, delivery,D58$9 and BRI Building Oompomnt ean�o. Blvd from Truss Plate IrnsBNte, 2 8 N. We Sheet, Su Suite 312. Ate VA 22714,moM• Tampa, FL 33610 Job Truss Truss Type Oily Ply 10T 14/5 WATERSTONE STLUCI T78528311 2146390 A10 SPECIAL 1 �! 3 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240a Jul 14 2019 MiTek Industries, Inc. Wed Oct 30 16:45:56 2019 Page 2 ID:gTgg7TJEsUW_xC9MbPEGISz5a01-eBi?6ulybxlyBrZdsfjP9AxUvimrc4jgSCs6HyOg f NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1779 lb uplift at joint 2 and 1779 lb uplift at joint 11. 12) Girder carries hip end with 7-0-0 end setback. 13)'Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 Ib down and 321 lb up at 32-4-0, and 733 1b down and 321 Ib up at 7-0-0 on bottom chord. The desiginselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54,4-9— 113(F=-58), 9-12=-54, 19-29=-20, 18-29=-42(F=-22), 13-18=-42(F=-22), 13-30=-42(F=-22), 22-30=-20 Concentrated Loads (Ib) Vert: 29=-475(F)30=-475(F) QwARNDIG-Vedry design paremefersend R£ADNOTES ON TII/SANDWCLUD£DMITEKREFERANCEPAGEMX74nm.. IDV.Y1015BEFORE USE Design valid for use only with M6ek0 connectors. This design Is based only upon parameters shown, and Mar an Individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate Reis design Into the overall building design. Bracing Indicated b to buckling of Individual Russ web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance mgarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and hues systems, seeANSVIPII Quo CdMdo, DSB-09 and BCSI Building Component Sheet Suite 312. Alexondda, VA 22314. Tampa, FL 33610 y SafNDdarmaftorspva0oble from Truss Plate Institute, 218 N. Lee Job Truss Truss Type city Ply WATERSTONESTLUCIT7852B312 2146390 B01 COMMON 1 1�JOT14/15 ob Reference (optional) binders rimmaource trlam Idly, rL), riam Illy, I-L- J3ba/, 6.00 F12 2x4 O 3 - o.zvu s 4m w 4a r a rvn i en ID:gTgg7TJEsUW xC9MbPEGISz5aci1-70GN 104H1 1 11.9-9 15.8.5 1-9-9 11.9.9 3-10-12 3X4 1 5 3X8 i Sea 11 4 6 21 2x4 7 %y] Scale=1:36.5 8 9 1as 4 d LJ 12 23 11 10 11 3x4 = 3X4 = 46 = 3x4 = 3x4 = HN 14-2-12 20-0-0 s.a.a Plate Offsets (X Y)— r5:0-2-15 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.32 10-12 >749 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.5010-12 >478 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.04 8 n/a rile BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 94 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. fib/size) 2=982/0-8-0, 8=962/0-8-0 Max Horz 2=230(LC 9) Max Uplift 2=-533(LC 10). 8=-505(LC 10) Max Gmv 2=1024(LC 15), 8=1006(LC 16) FORCES. (Ib) -Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1853/1221, 3-4=-1740/1201, 6-7=-1750/1220, 7-8=-1864/1244 BOT CHORD 2-12=-922/1766, 10-12=-641/1246, 8-10=-950/1609 WEBS 7-10=-256/238, 4-6— 11191967, 4-12=-309)744, 6-10=-3371755 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=56ft; L--39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 6-0-13, Extetior(2) 6-0-13 to 13-11-3. Interior(1) 13-11-3 to 17-0-13, Exteriar(2) 17-0-13 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate girp DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 533 lb uplift at joint 2 and 505 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-54, 5-9=54, 12-13=-20, 10-12=-60, 10-16— 20 Joaquin Velez PE No.63182 Il USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING- Verity design Parameters and READ NOTES ON MIS AND INCLUDED SrEKREFER4NCE PAGE W74M me lDaa4ai5 BEFORE USE. aaaaa Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component not �' a these system. Before use, the building designer must verify the appllcablliry of tlesign parameters and properly Incorporate ma design Into the overall bullding design. Bracing lndlcaled is to buckling of lndvIdual truss web and/or chord members only. Additional temporary and permanent bracing M1Tek prevent Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fi909 Parke East Blvd. storage, delivery, erection and bracing of trusses and truss systems seeANWINI Cua®r CmaM, DS549 and SCSI alluding Component Tampa, FL 33610 Safety Infermalbmvallable from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Mexandilm VA 22 14. Job Truss Truss Type Ply IOT 1415 WATERSTONE STLUCI T1B528313 2146390 BOIS COMMON �Qty 2 i Jab Reference o tional dallGprs rinerSoume Lrians City, FL:), rlant wy, rL - jibe 1, o.c4u sera w cum,vn, en n,uueurce, n,u. Wtai O i SG IG.ra:ar m - ge , ID:gTgg7TJEsUW_xC9MbPEGISz5a01-70GNKEmaMEOpo 7pONEei0Uf1H2Zaehtv6yQgyO9ze -14-0 43-17 8-2-7 10-0-0 17-9-9 15-0-5 19-8-D 1-40 4-&11 3-10-12 1-9-9 3-10.12 &11-11 • Scale = 1:35.3 3x4 1 5 3x8 4 3x8 C 4 6 6.00 12 18 79 20 2x4 3 7 17 8 2 w - 1.5x = Ib e 10 20 21 9 e 5x8 = 3x4 = 3x4 = 3x6 5.9 4 14.2-12 19.8.0 ac-o cc.e Plate Offsets(XY)- [5:0-2-150-1-8118:0-0-150-1-8][10:04-00-3-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.33 9-10 >712 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Veri(CT) -0.51 9-10 >462 180 BCLL 0.0 Rep Stress [nor YES We 0.29 Hom(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -AS Weight: 92 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 8=897/0-8-0, 2=96810-8-0 Max Hom 2=220(LC 9) Max Uplift 8=-424(LC 10), 2=-528(LC 10) Max Grav 8=938(LC 16). 2=1008(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1821/1219, 34- 1707/1199, 6-7=-1641/1202, 7-8=-1744/1226 BOT CHORD 2-10=-981/1725, 9-10=-698/1196, 8-9=-996/1488 WEBS 3-10=-258/216, 4-6=-1091/968, 4-10=-310752, 6-9=-318/657 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Inumor(1) 2-7-3 to 6-0-13, Extedor(2) 6-0-13 to 13-11-3. Interior(1) 13-11-3 to 15-8-13, Exterior(2) 15-8-13 to 19-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4241b uplift at joint 8 and 528 to uplift at Joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roo( Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-54, 5-8---54, 10-14=-20, 9-10=-60, 9-11=-20 Joaquin Velez PE No.68182 MRek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING -Verify design nuannefersand READNOTES ON MMANO/NCLUDWO KNEFENANCEPAGEUX7Vamv. 1411011raf59EFORE USE Design valid for use only with 147e1,19 connectors. This design Is based only upon parameters shown, and Is for on IndNlduai burning component, not a bus system. Before use, me bulltling designer must verify the eppllcablllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to bucIdIng of hcMdual Truss web and/or chord members only. Additional temporary and peananent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, calvary, erection and bracing of trusses and truss systems, seeAN8VIP11 QuaNv Cabala, VS549 and BCSI Bultlhp component SMe1y Insions brravollable From Truss Rale Institute. 218 N. Lee Sheet, Suite 31Z Alexandila. VA 22314. 69" Parke East Blvd. Temps. FL 33610 Job Truss Truss Type lily Pl=Reference E STLUCI T18528314 2146390 B02 HIP 1 Builders RrstSourc s (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industdes, Inc. Wed Oct 30 16:45:58 2019 i1 46 = 4x6 = 3x6 = 3x4 = 4xii = 3x4 = 3x6 = Scale = 1:37.1 Ig Plate Offsets (X,Y)— 12:0-2-12.0-1-81, [7:0-2-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 11-14 >778 180 BCLL 0.0 ' Rep Stress ]nor YES W B 0.14 Hors(CT) 0.03 7 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 921b Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-8-0, 7=81210-8-0 Max Horz 2=-212(LC 8) Max Uplift 2=450(LC 10), 7=-450(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Jb) or less except when shown. TOP CHORD 2-0=-1179/927, 34=-971/825, 4-5=-8227769, 5-6=-971/825, 6-7=-1179/927 BOTCHORD 2-11=-611/1064,9-11=-341/822,7-9=-611/1020 WEBS 3-11=-391/410,4-11=-260/375, 5-9=-260/376, 6-9=-391/410 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=5.Opsf; h=15ft; B=56ft; L=39111; eave=5ft; Cat. II; Exp C; Encl., GCp]=0.18: MW FRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Interior(l) 2-7-3 to 3-54, Exlerior(2) 3-5,4 to 16-6-12, Interior(1) 16-6-12 to 174-13, Exterior(2) 174-13 to 214-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4501b uplift at joint 2 and 4501b uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 QWARNING-Vedfy Oea1evremefafbead READNOTEb ON TN/SAND INCLUDED MDEKREFERANCEPAGEMM17479mv. 101211,315BEFOREUSE Design valid tot use only with MiTek® connectors. ihb design Is based only upon parameters snows, and Is for an IndMdual building component, not �,- o hum system. Before use, the building designer must veiny the applicability of design porometers and properly Incorporate this design Into me overoll building design. Bracing Indicated is to prevent buckling of Individual hum web antl/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stability antl to prevent collapse with possible personal lolury and property damage. For general guidance regarding the fobdcatlon, storage, delivery, erecton antl brocing of busses and hum systems, seeANS"ll Quality CfS9rin, DSO49 and SCSI Ndtlhp Component 6904 Parke East Blvd. Safety Informatbrovoiloble from Truss plate Institute. 218 N. We Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 10T 14/5 WATERSTONE STLUCI T78528315 2146390 803 HIP 1 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:45:59 2019 a 5xB = 16 17 46 = 3x6 = 2x4 11 3z6 3x4 = 3.4 = 7-0-0 13-0-0 20.0-0 7.0-0 6-0.0 7-0.0 Seale=1:36.9 Plate Offsets (XY)-- - 13:0-6-00-2-8] [4:0-3-8 0-2-0] [5:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ved(CT) -0.19 9-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.25 Horz(CT) 0.06 5 n/a n1a BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH Weight: 86 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 34: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1392/0-8-0, 5=1392/0-8-0 Max Horz 2=-171(LC 6) Max Uplift 2=-822(LC 8), 5=-822(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2472/1357, 34=-2166/1293, 4-5=-2473/1357 BOT CHORD 2-9=-1046/2143, 7-9=-1049/2165, 5-7=-1D46/2144 WEBS 3-9=-89/654,4-7=-88(655 BRACING- TOPCHORD Structuralwood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. 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=5.Opsf; h=15ft; B=56ft; L=391t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8221b uplift at joint 2 and 822 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 lb down and 277 lb up at 7-M, 89 lb down and 164 lb up at 9-0-12, and 89 lb down and 1641b up at 10-114, and 159 Ib down and 307 lb up at 13-0-0 on top chord, and 349 Ito down and 179 Ito up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-114, and 349 lb down and 179lb up at 12-114 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 34=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-103(B) 4=-103(B) 9=-349(B) 7=-349(B) 16=-89(B) 17- 89(B) 18=-39(B) 19=-39(B) Joaquin Velez PE No.68182 MiTek USA, Ina FL cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING-VerifydeslImpaamelersaad RE401107ES ON WISAND INCLUDED MDEKREFERANCEPAGEMB-747a2x. la=015BEFORE USE. Design valid for use only with MiloW connectors, this design Is based only upon parameters shown, and 6 for on Individual building component, not a truss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent Welding of individual truss web and/or chord members only. AddlSonal temporary and permanent brocng MiTek' 6 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regording Me 69M Parke East Blvd. fabrication, storage, delivery, erection and bracing of musses and muss systems, seeANSURII Gualtiv Criteria. OSB-89 and BCSI Building ComPanami Sa sly Infomralbrnvoilable from Truss Plate Insfltute, 218 N. Leo Sheet Suite 312, Alexandria, VA 22 14, Tampa, FL 33610 Job Truss Truss Type - Ory Ply 10T 14/5 WATERSTONE STLUCI T78528316 2146390 C1 JACK 10 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 30 16:46:00 2019 Page 1 ID:ItBgZ9ku7tQzOadCiELNwrz5J81-XzxVyGoSt9pOfSSOSVOLK06DOUHmnZxjb3A4F2yO9zb 0-144 0-01-4 I Scale =1:7.6 Plate Offsets (X Y)-- f2:0-1-4 0-0-21 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hoa(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-4/1vilechanical, 2=158/0-8-0, 4=-14/Mechanical Max Hal 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-196(LC 10), 4=-14(LC 1) Max Grav 3=23(LC 10), 2=158(LC 15), 4=43(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ils).or less except when shown., BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=S.Opsf; h=15ft; B=56ft; L=39ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint 3, 1961b uplift at joint 2 and 141Is uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING - yedlydealimparemetersaAdREAD NOTES ONWISANDINCLUDED MmEICREFERANCEPAGEMIF74neev.1tWS2e156EFOREUSE Design valid for use only with v ilaW connectors. This design Is based only upon parameters shown, and Is for on individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated is to prevent Welding of individual truss web and/or chord members only. Additional temporary and permanent bracing Mete Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems, seeANSVTpI1 CualXy Cetera, DSi and IICSI!lidding Component 6904 Parka East Blvd. Safety Informalbnovolloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Nexondra, VA 22314, Tampa, FL 33610 Job Truss Truss Type Orly Ply IOT 14/5 WATERSTONE STLUCI T18528317 2146390 cic JACK 2 1 Job Reference o lional Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Uct 3016:46:UU 2U19 Page 1 ID:I1BgZ9ku7tOzQadCiELNxnzSJBI-XzxVyGoSfepOlSsOSVoLKOGFdUHVnZxJb3A4F2yO9zb 4- 1-44-0 0-114-0 -0-N1 r Scale=1:10.2 ADEQUATE SUPPORT REQUIRED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Urdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 3 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP Ni BOT CHORD 2x4 SP No.2 REACTIONS. (Iblsize) 1=87/Mechanical, 3=50/Mechar 1, 4=40/Mechanical Max Hom 4=93(LC 10) Max Uplift 1=-88(LC 10), 3=d7(LC 10), 4=-40(LC 10) Max Gmv 1=89(LC 15), 3=50(LC 1), 4=40(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 881b uplift at joint 1, 47lb uplift at joint 3 and 401b uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNING-Verily Cesignpammeters antl NERD NOTES ON MIS AND WCLUDED MMEKREFENANCEFAGE61*7473rev. 1GN32015BEFOBEUSE Design valid for use aNy with MRalrS, connectors. This design 6 based only upon parameters shown, and Is for an Individual bulling component, not ��- a huss system. Before use, the building designer must verify the appllcabll9y of design parameters and propedy Incorporate this design into the overall bulidingdeslgn. Bracing Indicated stoprevent buckling ofindividual hussweband/or chord members only. Additional temporary and permanent bracing MiTek' e always required for stability and to prevent collapse with passible personal lnlury and property damage. For general guidance regarding the fabdcaflon, storage, delivery, erection and bracing of humas and hum systems, seeAtki it Quality Clkeda, DS249 and BCSI Building Component 69M Parke East Blvd. Safety Infonnallonovallable from Truss Plata Institute, 218 N. Lee sheet Suite 312 Mexondli VA 22314. Tampa, FL 33610 Job Truss Type Dry Ply IOr 14/5 WATERSTONE STLUCI T18528318 2146390 Tcmiy� SPECIAL 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul'14 2019 MiTek Industries, Inc. Wed Oct 3016:46:01 2019 Page 1 ID:gTgg7TJEsUW_xC9MhPEGISz5a01-79VtAcp40TxFHcRbfDJasEtomucOWOBTgjwdoVY09za -1-4-0 D-H-0 1-0-0 0-11-0 LOADING fps f) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl IJd TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) 0.00 2 n/a We BCDL 10.0 Code FBC20171FP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 3=-4/Mechanical, 2=158/0-8-0, 4=-14/Mechanioal Max Hoe 2=79(LC 10) Max Uplift 3=-4(LC 1). 2=-181(LC 10), 4= 14(LC 1) Max Grav 3=15(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:T6 n 1.I6 ee PLATES GRIP MT20 244/190 Weight: 5lb FT=20% Structural wood sheathing directly applied or 0-11-4 oc purims. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;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 2-0-0 wide will fit between the bottom chord and any other members.- 4) Bearings are assumed to be: Joint 2 SYP No.2 crashing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint 3, 181 Its uplift at joint 2 and 141b uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 OWARNi Vsrlryd.Wrtperamefersamd BEADN0WS ON TNIBANDMCLUDWMREKREFEBANCEPAGEUX74M.. tONY1015BEFOBE USE. Design valid for use only Win Mgek® connectors. fits design Is based only upon parameters shown, and Is for an Individual building component not ��- a truss system. Before use, the building designer must verity the opplicabilily of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fobrlccoon, storage. delivery, erection and bracing of trusses and truss systems. seeANSU1PD Quality Criteria. D5549 and SCSI Bultlhp Component Safety InfannpManavolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply IOT 14/5 WATERSTONE STLUCI TI8528319 2146390 C3 JACK 8 1 Job Reference (optional) Builders rfrstsource jPlant Ulry, rLJ, Vlam Glty, I-L- 3356/, a.evu s am wm i arum ea nruwums mi;;. j 31i 3�, o.4G.v, co, o woe=, ID:ItBgZ9ku7fQzOadCiELNmz5J81-7gVfAcp40TxFHcRbfDJwEfOmubH W OBTgjwdoVyO9za 3 Scale = 1:12.7 LOADING ii SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.20 Ven(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Van(GT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES We 0.00 Hoa(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=58/Mechanical, 2=193/0-8-0, 4=29/Mechanical Max Ho¢ 2=130(LC 10) Max Uplift 3=-50(LC 10), 2=-156(LC 10) Max Gmv 3=70(LC 15), 2=195(LC 15), 4=49(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 or2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39fl; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MI for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50111 uplift at joint 3 and 156 to uplift at joint 2. Joaquin Velez PE Ni MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING-V@NlydeslanperameWni8hd READNOTES ON THIS AND WCLUDEDM?EKREFERANCEPAGEU674nrev. IWOU4015aEFOREUSE Design valid for use only with Vil connectors. nes design Is based only upon parameters shovm and 6 for an Indidual building component, not ��- a truss system. Before use, the building all must verify Me applicability of design parameters and properly incorporate Mis design Into Me overall building deslgn. Bracing Indicated is to prevent buckling of bdividualfiuss web and/or chord members only. Addiflonol temporary and permanent bracing MiTek- IS always reguaed for stability and to prevent collosee WM pos ible personal Injury and property damage, For general guldanoe regarding the 69M Parke East Bind. fobacaliI storage. delivery. erection antl bracing of mesas and Muss systems, sesANSIy1911 Cuall CMrrM, DSB419 and SCSI Balding Campani Safily Informaf orevollable from Truss Rate InsM1lute, 218 N. We Sheet• Suite 312, Alexandre, VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply IOT 1415 WATERSTONE STLUCI T1B528320 2146390 33V SPECIAL 4 1 Job Reference (optional) Builtlem RrslSOurce (Plant Uri FL), Plant City, FL - 33567, a.eau six sa zu m nru ea muusmes, mi vveu via cu w:ro.uz eu re Scale =1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Veft(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.08 Ver iT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=58/Mechanical, 2=193/0-8-0, 4=29/Mechanical Max Hai 2=130(LC 10) Max Uplift 3=-54(LC 10), 2=-149(LC 10) Max Grav 3=72(LC 15), 2=194(LC 15), 4=49(LC 3) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or2-11-4 cc purfins. Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=151t; B=56ft; L=39fr; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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 psi bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641b uplift at joint 3 and 149 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cer 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 ,&WARNING-Ver/tydesl9npaxmemrsemd REAUNOTES ON TN/SAND INCLUDED MIrEKREFERANCEPAGEM61413rev. feN32915BEFORE USE. Design valid for use only with MBeI,111) connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, Me building designer must verity Me applicability of design parameters and properly Incorporate MB design Into the overall bullding design. Bracing Indicated is to prevent buckling of IndMtlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding Me fabrication storage, delivery. erection and bracing of tro ses and truss systems. seeANsImF t glacOW CrBeM. OSB49 and SCSI Building Component 69" Parke East eNd. Safety Wonnatbnovolloble from Two Rate Institute. 218 N. We street Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Truss Truss Type Oty Ply IOT 14/5 WATERSTONE STLUCI T78528321 �Job 146390 C5 JACK 4 1 Job Reference (optional) BuilQ rs FirstSource (Plant City, FL), Plant City, FL - 33567. 8.24U S Jul 14 ZU19 muleK lnausines.Inc. Wea Oct JV Scale=1:17.6 4-11.4 Plate Offsets (X Y)-- 12:0-0-8 0-0-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ved(LL) 0.11 4-7 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.10 4-7 >602 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=112/Mechanical, 2=260/0-8-0, 4=56/Mechanical Max Horz 2=183(LC 10) Max Uplift 3=-122(LC:10), 2= 260(LC 10), 4=-72(LC 10) Max Grav 3=122(LC 15), 2=260(LC 1), 4=85(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl.,GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3, 2601to uplift at joint 2 and 72lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetmck be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Job Truss Truss Type Ply IOT14/5WATERSTONESTLUCI T78528322 2146390 C5V SPECIAL �Oty 4 1 Job Reference (optional) Builgers RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:46:03 2019 Stale=1:17.6 Plate Offsets (X Y)-- 12:0-0-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vett(LL) 0.05 4-7 >999 240 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 18It, FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD -2x4 SP No.2 REACTIONS. (lb/size) 3=113/Mechanical, 2=260/0-8-0, 4=55/Mechanical Max Hoa 2=183(LC 10) Max Uplift 3=-111(LC 10). 2=-160(LC 10) Max Gfav 3=136(LC 15), 2=263(LC 15). 4=85(LC 3) FORCES. (lb) - Max. Comp -/Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directlyapplied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsY h=15ft; 8=5611; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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 20.0psf 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 It, uplift at joint 3 and 1601b uplift at joint 2. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68102 MTek USA, Inc. FL Can 6634 6904 Padre East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING- Verlydas9.parameAvs.d REAONOTES ON MS AND VJCLUOEOMREKREFERANCEPAGEMM1]4M.r .. fMtY1015BEFORE USE Design valid for use only with Mrek connectors. This design Is bored only upon parometers shown, and Is for an Individual building component, not ��- a tress system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate and design Into the overall balding design. Bracing hdlcated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary antl bracing MiTek- permanent Is always requeed for stability and to prevent collapse wilts posdble personal in)ury and property damage, For general guidance regarding the fobdcaflon, storage, delivery, erection and bracing of trusses and truss systems. meANSVIPIi Quality Cmodq DS549 and BCSI Building Component 69M Perks East Blvd. Safety InfolmalbiCvollobie from Truss Rate Insiti 218 N. We Street Suite 312, Almandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type aY Ply IOT 14/5 WATERSTONE STLUCI T18528323 2146390 D01S COMMON 2 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL- 33567, LOADING (part TCLL 20.0 TCDL 7.0 13CLL 0.0 BCDL 10.0 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 30 16:46:04 2019 Page 1 ID:gTgg7TJEsUW_xCSMbPEGISz5a01-OkBOodr4OJp83A9KLSHUsH"5YyjMEVWhSiPpyO9zX 5XS i Scale=1:25.0 m 0 3x4 = 3x4 O LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 REACTIONS. (lb/stze) 4=477/0-8-0, 2=557/0-8-0 Max Horz 2=152(LC 9) Max Uplift 4=-223(LC 10), 2=-333(LC 10) CSI. DEFL. in (too) Well L/d PLATES TC 0.47 Vert(LL) -0.06 5-11 >999 240 MT20 BC 0.40 Ven(CT) -0.11 5-11 >999 180 WE 0.11 Horz(CT) 0.01 4 n/a n/a Matrix -AS Weight: 49 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Mac Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-667/573, 3-4=-671/573 BOT CHORD 2-5=-368/536, 4-5=-368/538 WEBS 3-5=-8/286 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=S.opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 to uplift at joint 4 and 333 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. GRIP 244/190 FT=20% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNING- VerKydeslgnperamerersand READ NOTES ON THISAND INCLUDED MmEKREFERANCEPAGEMII-74T3rev. nvascaD15REFOREUSE Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a from system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this d,mgn Into the overall building design. Bracing Indicated Is to prevent buckling of Individual mum web and/or chord members only. Addi6onol temporary and oarmonent bracing MiTek- isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guldance regarding the fabrication. storage, delivery, erection and bracing of trusses and hum Mtems, seeANSVrpll Quo' 1y CMeda, DSO-89 and SCSI Buldh9 Component Safety mfomrallonovailoble from Truss plate Institute, 218 N. tee Sheet. Suite 312, Maxonddo. VA 22314. 6904 Parke East 3W. Tampa, FL 33610 Job ss Truss Type Ply 10T 14/5 WATERSTONE STLUCI T78528324 2146390 TD'02 HIP �Qty 1 i Job Reference o lional Builders Fice Source (Plant City, FL), Plant City, FL- 33567. 15.241J Saul 14 Lu1a MI I ex Industries, Inc. wee uct au Ib:4b:uo zeta rage i ID:ItBgZ9ku7fOzOadCiELNmz5JBl-uwl07zsbUiRgmDIMu2NW 14p2IVu4SPZ21LurxGyo9zW -1'-4-0 5-0-0 8-0-0 13-4-0 _ _ 1" r 1-0.a 5.0-0 3-0-0 5-0-0 1-4-0 4.6 = 3x4 = 15 4x6 = 3x4 = Scale=1:26.1 L 60-0 3-4-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grp DOL 1.25 TC 0.33 Vert(LL) 0.07 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OAI Vert(CT) -0.09 8-11 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.10 Horz(CT) 0.02 5 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 53111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (III/size) 2=745/0-8-0, 5=74510-8-0 Max Horz 2=-130(LC 6) Max Uplift 2=-444(LC 8), 518) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1138/570, 3-4=-978/555, 4-5i 138/570 BOT CHORD 2-8=-369/969, 7-8=-365/978, 5-7=-369/969 WEBS 3-8=0/271, 4-7=0/271 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=5.Opsf; h=15tt; B=56ft; L=39f1; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SVP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 2 and 444111 uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 146 Ib down and 286111 up at 5-0-0. and 46111 down and 118111 up at 6-8-0, and 89 Ile down and 257 Ile up at 8-4-0 on top chord, and 88 lb down and 2 lb up at 5-0-0, and 35111 down and 1 Ib up at 6-8-0, and 88 lb down and 2 Ile up at 8-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-313-4-54.4-6=-54, 9-12=-20 Concentrated Loads (Ib) Vert: 3=-89(F) 4=-89(F) 8=-517=-56(F) 15=-46(F) 16=-24(F) Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING -Vedrydeslgnparan fersend READNOTES ON THISAND INCLUDED MUEKREFERANCEPAGEMIF747arev. 10103,2015aEFGRE USE Design valid for use only with MlbioD connectors. This design Is based only upon parameters shown, and Is for an IntlNiduai building component, not �,• a fuss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to bucking of Individual muss web and/or Chord members only.. Additional temporary and bracing M)Tek• prevent permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the East st Pip lvd. B Ea fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSVIPII QuoBIar5•• CM�rb. DSO-09 and BCSI Building component Tampa, FL Sably InformatbMvalicble from Truss Rote Institute, 218 N. Lee Sheet Suite 31Z Nei VA 22314. Job Truss Tnias Type Ply IOT 14/5 WATERSTONE STLUCI T78528325 2146390 E3 JACK �Cfty 3 1 Job Reference (optional Builders FirstSource (Plant City, FL), Plant City, FL-33667. 8.240 s Jul 142019 MiTek lnausmes, Inc. Wed Um 3U 16:46:U52U19 Pagel ID:ItBgZ9ku7fOz0adDELNmzSJ81-uw107zsbUiRgmDlMu2NW 14p4mVyPSgA2lLurxGyO9zW Scale a 1:12.8 3.0.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (roc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hoa(CT) -0.00 3 We We BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-4-0, 4=30/Mechaniral Max Horz2=131(LC 10) Max Uplift 3— 62(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Grav 3=64(LC 15), 2=195(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15N; B=56ft; L=39ft; eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 665 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621b uplift at joint 3, 213lb uplift at joint 2 and 42 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 69B4 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 QWARNING-Vedrydesl9npsremetere4nd NE4DN0hES ON MSANDINCLUDEDM KNEFENANCEPAGEMIP7474rev. 111VIAOISBEFONEUSE Design valid for use only with MnekG connectors. This Ce9gn is boned only upon parameters shown and Is for an IndNltlual building component, not ��- a truss system. Before use, the building designer must verity the cppllcabllt y of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing lndlcoted is to bucNing Individual must web and/or chord members only. Additlonal temporary and permanent brocing MiTek' prevent of b always required for stablllty, and to prevent collapse with possible personol Injury and property damage. For general guldonce regarding the ParkeEast Parka East Blvd.ding fobrill costorage, delivery, electron and bracing of trussesms. and mas systemeANSI/iPil Qua0r collared. D8549 and BCSI Building comment Safety Infomla6onavarloble from Truss Plate InstiMe, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, Job Truss Truss Type city Ply WATERSTONE STLUCI T18528326 FJbReferenca 2146390 E5 JACK 3 1 (optional) Builliers FirstSource (Plant City, FL), Plant City, FL-33567, 3x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 3016:46:06 2019 Page 1 I D:ItBgZgku7fOzOadCiELNxmSJBI-M6JmDJtDF?ZXNNJYRmvlZHMCRvGxBHOCz?dOTiyO9zV LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ld PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Verl(LL) 0.04 4-7 >999 240 MT20 TCDL 7.0 Lumber DOL 1.25 SC 0.31 Ven(CT) .0.05 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 181b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262110-", 4=5711vtechanical Max Horz 2=185(LC 10) Max Uplift 3=-108(LC 10), 2=-167(LC 10) Max Gmv 3=136(LC 15), 2=267(LC 15), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (jb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=56f ; L=39fl; save=50; Cat. Il; 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3 and 1671b uplift at joint 2. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Scale=1:17.8 GRIP 244/190 FT=20% Joaquin Valai PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 31,2019 AWARNING -Vedryderd h urrsmefersandREADNOTESONTHISANDINCLUDEDMDEKREF£RANCEPAGEMX74Tarev.1NCCVP015BEFOREUSE. Design valid for use only with Mrek® connectors. fits design Is based only upon parameters shown and Is for on Individual building component, not �' a fuss system. Before use me building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMtlual tons web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding me fabrication, sroroge, delivery. erection and bracing of trusses and truss systems. seeANSV1Pl1 Quality Gillett. O30d9 and SCSI 11uading Component 6904 Parke East Blvd. Solely brformalbrgvolbble from Truss Rate Institute, 218 N. We Sheet, Buae 312. Alexondrio. VA 22314. Tampa, FL 315610 Job Truss Truss Type Ply IOT 14/5 WATERSTONE STLUCI T78528327 2146390 E7 JACK �QT 4 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 3016:46:06 2019 Scale = 1:22.6 Plate Offsets (X,Y)-- f2:0-2-10,0-1-81 LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.88 Vert(-L) 0.17 4-7 >486 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.20 4-7 >421 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 We n/a BCDL 10.0 Corte FBC2017frP12014 Matrix -AS Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. fib/size) 3=167/Mechanical, 2=334/0-8-0, 4=80/Mechanical Max Horz 2=238(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Gmv 3=199(LC 15), 2=340(LC 15). 4=122(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All fames 250 (Ib) 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=5.Opsf; h=15ft; B=56ft; L=39ft; 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-" wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621b uplift at joint 3 and 184111 uplift at joint 2. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 O WARNING - Verilydeden peromefefaend READ NOTES ON TN/SAND INCLUDED MIIEKREFERANCEPAGEMM17413 rev. 1Waa2015BEFORE USE. Deegn valid for use only with MOek® connectors. This design Is based only upon porometers shown, and Is for an Indivduai building component not �,- a truss system. Before use, me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bidding Indicated is to prevent buclding of Individual truss web and/or chord members only. Atldltanal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gultlonce regarding me fabrication, storage, delivery, election and bracing of trusses and taus systems. seeANsil Cuamy CdMde, DSB49 and 6C9 Balding cemponml Salop Nlarmalbnovolloblehem Truss Plate Institute. 218 N. We Street, Suite 312. Alexandria VA 22314. Seat Pare East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply IOT 14/5 WATERSTONE STLUCI T78526328 2146390 E7V �Qty SPECIAL 14 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MTek Industries. Inc. Wed Oct 30 16:46:07 2019 3x4 Scale = 1:22.5 Plate Offsets (X Y)-- f2:0-2-3 0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lo PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(L-) 0.18 4-7 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.20 4-7 >408 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.03 3 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=168/Mechanical, 2=334/0-8-0, 4=79/Mechanical Max Harz 2=238(LC 10) Max Uplift 3=-166(LC 10), 2_ 178(LC 10) Max Grav 3=201(LC 15), 2=339(LC 15), 4=122(LC 3) FORCES. (lb) - Max Comp.IMax. 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=5.Opsf; h=15ft; B=56ft; L=39h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 1781b uplift at joint 2. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: October 31,2019 Q WARNING- Vady Ceaigapara.W aadi NOTES ON THIS AND INCLUDED MIrEKREFERANCEPAGEM/L74732V. I&DUAVISSEFOREUSE Design valld for use only with MRea correctors. This design Is basad only upon parameters shown and Is for on Individual bullding component, not �t- a trusssystem. Before use, Me building designer must verify the appllcablllty, of design parameters and properly Incorporate 1Ns design Into Me overall buidIng design. Bracing Indicated a to prevent buckling of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, meANSVIPII Quality Cii D3049 and SCSI Building Component 6904 Parka East Blvd. Safety Udprmalbmvallable from Truss Plate InstiMe, 218 N. Lee Street Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Job Trus Truss Type Cry Ply IOT 14/5 WATERSTONE STLUCI T1B528329 2146390 ]FOIS HIP 1 1 Job Reference (optional) Builffers FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 3015:46:OB Buis Page 1 ID:ItB9Z9ku7fOz0adCi ELNxv.SJ81.IVO%e7uTndpFdhTxZBxDeiRa9iwEfAIV RJ6VVby09zT -1-4-0 3-0-0 b8.0 8.8.0 70-0.0 r 1-4-0 3-0-0 2-8-0 &PO I 14-0 Axe = 2 17 4x6 = Scale =1:21.2 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017/TP12014 CS1. TC 0.32 BC 0.38 WB 0.01 Matrix -MP DEFL. in Vert(LL) 0.04 Vert(CT) -0.03 Holz(CT) -0.00 (loc) Well Uri 8.9 >999 240 8-9 >999 160 7 n1a n/a PLATES GRIP MT20 244/190 Weight: 351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=363/04-0, 7=363/04-0 Max Hom 10=-89(LC 6) Max Uplift 10= 430(LC 8), 7- 376(LC 8) Max Gmv 10=388(LC 17), 7=388(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-146/319, 34=-78/263, 4-5=-146/319 BOT CHORD 2-10=-304/83, 9-10=-301/83, 8-9=-304178, 7-8=204/83, 5-7=-004/83 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4301b uplift at joint 10 and 376 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361b down and 1721b up at 3-0-0, and 6 Ib down and 76Ib up at 44-0, and 36 lb down and 172 lb up at 5-8-0 on top chord, and 39111 up at 3-0-0, and 6 lb down and 18 Ib up at 44-0, and 39111 up at 5-74 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 34=-54, 4-6=54, 11-14= 20 Concentrated Loads (lb) Vert: 3=20(F) 4=20(F) 9=14(F) 8=14(F) 17=-2(F) 18=-G(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ,&WARNING- Verilydeslgnparemefenend READNOTES ON TNISAND INCLUDED MITENREFERANCEPAGEMN-747Jnv. IG41.'Y2aI5BEFORE USE Design valid for use only wiYn MrreW connectors. This design Is based only upon parameters shown and Is for on Individual building component not ��- a truss system. Before use, the building designer must verily the oppllcoblity, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling Individual truss Additional temporary and bracing MiTek' prevent of web and/or chord members only. permanent is always required for tability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69U Parke East Blvd. fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII CuaOr CfRolb, D3689 and IIC316uildhp Component Safety Informalbnovolloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type OtY Ply IOT 14/S WATERSTONE STLUCI T78528330 2146390 ]H3 JACK 2 1 Job Reference o lanai Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 3016:46:08 2019 Page 1 ID:ItBgZ9ku7(OzOadCiELNmz5J81-IVOXe?uTndpFdhTYZBxOeiRW 2ist[AwVRJ6VYbyO9zT -1-10.10 4.2-15 1-10-10 4-2-15 Scale = 1:12.7 1-0-4 1-7-13 4-2-15 r 1-4-0 0a-9 2-7-3 Plate Offsets (X Y)— [2:0-2-10 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.00 Hom(CT) 0.05 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 161b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=17/Mechanical, 4=-71/Mechanioal, 5=432/0-7-3 Max Hom 5=132(LC 8) Max Uplift 3=-31(LC 5), 4=-72(LC 13), 5=-465(LC 8) Max Gmv 3=23(LC 13), 4=71(LC 8), 5=432(LC 1) FORCES. (Ib) - Mau CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=391t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ito uplift at joint 3, 721b uplift at joint 4 and 465 to uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 691b up at 1-5-12, and 57lb down and 651b up at 1-5-12 on top chord, and 21 lb up at 1-5-12, and 231b up at 1-5-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54,4-6=-20 Concentrated Loads (Ib) Vert: 5=22(F=11, B=11) 9=6(F=24, B= 18) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING -Vedry Nsl9n paromefels and READ NOTES ON THIS AND INCLUDED MREK REFERANCEPAGE I6741M v. 10032015 BEFORE USE Design valid for use only wim MOek® connectors. This de pn 4 based only upon parameters shown, and 6 for an Individual building component, not a tnsv system, Before use, the bulici ng designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. &acing lntlloated is to buckling of lnd Adualfrus web and/ar Chord members only. Addifonal temporary and bracing MiTek' prevent permanent Is always required for stobiiily and to prevent collapse with possible personal Injury and property damage. For general gultlance regarding me 6904 Parke East Blvd. fabticatlon, storage, dellvery, erection and bracing of trusses and truss systems, weANSVWII Cua®v Criteria, DSB-09 and 6CSl Budding Component Tampa, FL 33610 Safety Informalbaavallabie from Truss Rate Inar 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. Jab Teas Truss Type Oty Ply 10T 1415 WATERSTONE STLUCI T78528331 2146390 H5 JACK 2 1 Job Reference o tional BuiWers FirldSource (Plant City, FL), Plant City, FL- 33567, 8.240 s JW 142uTu MpeK elaumnes, elc. Wea UM uu lo:4o:ua zula railer ID:ItB9Z9ku7fOzOadGiELNxnr5JBI.mh_vrLv5Ywx6Eg277uSSBw iy6D3GdAefzs241y09zS -1-10-10 740.14 1-1a10 7-0-14 Scale=1:17.4 Plate Offsets (X Y)- - 12.0-2-10 0-0-21 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) -0.09 4-7 >926 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.18 4-7 >458 180 BCLL 0.0 ' Rep Stress Incr NO We 0.00 Horz(CT) 0.00 2 File n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=135/Mechanical, 2=307/0-8-0, 4=77/Mechanical Max Hom 2=186(LC 8) Max Uplift 3=-116(LC 8). 2=-171(LC 8) Max Only 3=135(LC 1), 2=307(LC 1), 4=124(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 as pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L-39ft; eave=5ft; Cat. II; E>ip C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116lb uplift at joint 3 and 171 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 65 lb up at 1-5-12, 57 Ib down and 65 lb up at 1-5-12, and 5lb down and 68 lb up at 4-3-11, and 5 lb down and 68 Ito up at 4-3-11 on top chord , and 23 lb up at 1-5-12, 23 lb up at 1-5-12, and 11 Ito down and 71b up at 4-3-11, and 11 lb down and 7 1b up at 4-3-11 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert:8=49(F=24, B=24) 9=36(F=18, B=18) 10=23(F=11, B=11) 11=11(F=-5, B=-5) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Curt 6634 6964 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 Q WARNWO-Ve fydeslgnp4mmeM..dREADNOTESON MIS AND NCLUDEDM/FEKREFERANCEPAGEMIN4]3mv. 10V022016 BEFORE USE. Design valid for use only Win Mlrekw connectors. Ns design Is based only upon parameters shown, and Le for an ind Adual Wilding component, not ��- a truss system. Before use, the building designer must verity Me app eablllty of design parameters and property Incorparote Mn design Into Me overall building design. Bracing lndlooted is to buckling of lndivldual hose web and/or chord members only. Acciflonal temporary and bracing MiTek• prevent permanent Is always required for statolly and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me 6904 Parke East Blvd. fabrtcaflom storage, delivery, erection and bracing of trusses and truss systems. seeAN51/ri ll Quality Cdbda, DSB49 and SCSI BuSde1D Component Tampa, FL 33610 Safety tnfomratbrpvalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. Job Truss Truss Type Oly Pl=Rofemnw E STLUCI T18528332 2146390 H7 MONO TRUSS 2 Buijders FrstSource (Plant City, FL), Plant City, FL-33567. 8.240 a Ju114 2019 MITek Industries, Inc. Wed Oct 30 16:46:10 2019 Scale=1:23.3 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 LumberOOL 1.25 BC 0.47 Vert(CT) -0.05 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO We 0.20 Hom(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=87/Mechanica1, 2--"1/0-8-0, 5=350/Mechanical Max Hom 2=240(LC 8) Max Uplift 4=-94(LC 8), 2=-226(LC 8). 5=-147(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-589/180 BOT CHORD 2-7=-262/531, 6-7=-262/531 WEBS 3-7=0/360,3-6=-646/319 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 5 SVP No.2 crushing capacity of 565 psi, Joint 4 SVP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 226 lb uplift at joint 2 and 147 lb uplift at joint 5. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 57 It, down and 65 lb up at 1-5-12, 57 lb down and 65 Ib up at 1-5-12, 5lb down and 68lb up at 4-3-11, 5 Ile down and 68lb up at 4-3-11, and 50 lb down and. 138 Its up at 7.1-10, and 50 Ib down and 138 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, B=50) 14=23(F=11, B=11) 15=-11(F=-5, B=-5) 16=-51(F= 25, B=-25) Joaquin Velez PE No.68182 MITek USA, Inc. FL Cod 6634 6984 Parke East Blvd. Tampa FL 33618 Date: October 31,2019 A WARNING -Valle, deel9nperamefersand HEAD NOTES ON THISAND WCLUDED a17EKHEFEHANCEPAGEMIF74TJrev. 1dNY201SBEFOBE USE. Design valid for use only wire Mmel� connectors. This design Is based only upon parameters shown, and Is for an IndlAdual bullOing component, not ��- a thus system. Before use, the building designer must verity me applicability of design porameters and property Incorporate this design Into me overall building design. Brodng Indicated is to buckling of indMdual tons web and/or chord members only. Additional temporary and bracing MITek• prevent permanent 6 always required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the 69M Parke East Blvd. fobricoilon, storage, delivery. erection and bracing of trusses and toss systems seeANSU1Ph CuoBtV Call DS549 and SCSI Building Component Tampa, FL 33810 Safety n/asmalbrWaOable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314, Job russ Truss Type City Ply 10T 14/5 WATERSTONE STLUCI T18528333 2146390 ]H7V SPECIAL 2 1 Job Reference oEtionaft Bui`ders RrstSource (Plant City, FL), Plant City, FL - 33567, B.240 s JW 14 2019 MI I ek Inaustnes, Inc. W ea UCI JU 1b:46:1V 2Ula rage 1 ID:gTgg7TJEsU W_xC9MbPEGI5z5a01-EuYH3hwkl E3zs_dJgbzhk7 W sRW YV77Onudb=TyO9zR -1-1040 &5-13 9-10-13 1-10.10 i 5-5-13 4-5-0 Scale =1:22.2 3x4 5.5.13 14-5-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.52 VerI 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 VerI -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress ]nor NO We 0.32 Horz(CT) 0.02 5 Na Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 411b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=221/Mechanical, 2=413/0-11-5.5=364/Mechanical Max Horz 2=289(LC 8) Max Uplift 4=-223(LC 8), 2=-230(LC 8). 5= 125(LC 8) Max Grav 4=272(LC 13), 2=413(LC 1).5=391(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-3---1151/403 BOT CHORD 2-7=-593/1150, 6-7=-604/1155 WEBS 3-7=0/250, 3-6i 136/590 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=561t; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2231b uplift at joint 4, 2301b uplift at joint 2 and 125 Ib uplift at joint 5. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-toA---134(F=-40, B=AO), 8=0(F=10, B=10)-to-5=-09(F=-15, B=15) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6984 Padre East Blvd, Tampa FL 33610 Date: October 31,2019 ,&WARNING- yedrydesffmparamefen e4d RE40 NOTES ON THISAND INCLUDED MOEKBEFEBANCEPAGEM/47413 rev. 10=2015BEFOBEUSE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual carding component, not ��• a truss system. Before use, the building designer must verity Me oppliccbllily of design parameters and propory Incorporate this deegn Into the overall buiidingdestgn. Bracing Indicated is to budding Individual truss Addmonal temporary and bracing MiTek' prevent of web antl/or chord members only, permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and Intel of trusses and truss systems, seeANSWI1 Guppy Criteria, D3ad9 and I101 auildhp Component 6904 Parka East BNd. Safety Informallonavollable from Truss Plate InstllWe. 218 N. Lee street Suite 312 Alexandria. VA 22314, Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 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. i11 For 4 x 2 orientation, locate plates 0-'hit' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is The plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION BEARING -7 Indicated by symbol shown and/or by text In the bracing section of The output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate -Connected Wood Trusses. Numbering System 6-4-8 i dimensionsshown ftsixteenths (D II' -II (Draww t scings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTEREDCLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved M[Tek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 ANSI/PI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, sae, 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 a110 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 AN51/TPI 1 Quality Criteria.