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HomeMy WebLinkAboutTrussENGINEERING ABBOCIATEB March 19, 2020 Building Department ,a 249 Maitland Avenue, Suite 3000 ° 9oP Altamonte Springs, Florida 32701 r"V�i `PO FQ P: (321)972-0491 1 F: (321)972-0484 1 E: inf*dsengtr Website: www.fdseng.com 6 A. O k f Ref: Adams Homes Lot: Lot 17 Blk 5 Subdivision: Fort Pierce- Waterstone Address: 5365 San Benedetto Pl. Model: 1820 D LHG KA # 20-1841 Truss Company: Builders First Source Date of drawings: 3/16/20 Job No.: 2291545 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary ```punl 111/p If you have any questions, please d�ntltttaQe4�C�l°�,,� ,,- i i cF' FILE COP Sincerely, � .' 8ja • rn e 4 N .! OF �•..D os�G A .• '��Geo�'� 3/19/2020 EtvG��.�• Carl A. Brown, P.E. Luis >sa° fr' E. Todd M. Born, P.E. FL. # 56126 FL. # 87864 FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" EMEEME■EEAE�w�i�E�I ®�� tlllll� tlllll� � trtlt(� tttt� ttllll� �t� l� l� t� � tlllll� tlltt� lttttl� 1 _ III Boom== FWAWWWWWWWWW REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) 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 wittT 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 gbantdles and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that all other trades and performing his work in a safe a tisfactory manner. FLORIDA-DESIGN SOLUT Date 3 %'o By- Submlttal Bo. ProjectNo. Project Er g Project Name; Sosux CsUW rwxmm REou�uD IN MuLD Of LWR Tow>nwu IMPORTANT ax"N'Iaosmreon.anmwarartuccxrvm...'a evwNacaleoan�Y oiiir"w°vi . This Creating Must APPtovea wamcea vom�xamucse Matra, rw eeexoespe4ofeaar,i�ng vrtaucxormura taw Fa ilAnd Returned Before tedion Cr Will l Begin. For Your Cheek All xc Condition Dimensions And Conditions Prior To ApBELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND D ENSIONS HAVE TCLL' 20 PSF TOLL: 40 PSF CCEPTEDD.. BEEN ACCEPT TOOL: OT PSF TCDL: 10 PSF By Date_ BCDL: 10 PSF BCDL: 5 PSF TOTAL 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES YATHOUT REFERRING TO THE ENGINEERING DRAWINGS AND 165CIa1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (I. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVRY REACTIONS. WARNING Beckcharges Wilt Not Be Accepted Regardless a Fault WAhout Prior Notthoation By Customer Within 46 Hours And Investigation By Builders Brat Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary end Permanent Bmctng. And Ceiling And ROD1 Diaphregm Connections ROOFPNCH: G112 CEILING PITCH: 3112 TOP CHORD SIM- 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16- END CUT: Plumb CANTILEVER: — MUSS SPACING: W BUILDING CODE: FOC2017 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: Single Family MODEL: 1820 D ADDRESS: 5365 SAN BENEDET_ TO PL LOT/ BLOCK: 1TI5 SUBDIVISION: WATFR5TONE CITY: FORT PIERCE DRAWN By: KSANCNEZ JOB 0: 1 2291545 DATE: 103116120201 SCALE I NITS PLAN DATE 1 2020 REVISIONS: 1. 2. 3. 4. Builders ,d FR'5LSOUICe 4408 Airport Road Plant City, FL 33563 PR (813) 305 1300 Pax(813) 305.1301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2291545 - LOT 17/5 WATERSTONE . MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2291545 Model: 18 18rr6a, FL 33610.4115 Lot/Block: 17/5 Subdivision: Waterstone-St Lucie County 90 Po - Address: 5365 San Benedetto PI., . City: Fort Pierce State: FL'o o mo Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: `�oF 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 25 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T19701643 A01 3/16/20 23 T19701665 E7V 3/16/20 2 T19701644 A02 3/16/20 24 T19701666 H1 3/16/20 3 T19701645 A03 3/16/20 25 T19701667 1-17V 3/16/20 4 T19701646 A04 3/16/20 5 T19701647 A05 3/16/20 6 T19701648 A06 3/16/20 7 T19701649 A07 3/16/20 8 T19701650 A08 3/16/20 9 T19701651 A09 3/16/20 10 T19701652 A10 3/16/20 11 T19701653 All 3/16/20 12 T19701654 A24 3/16/20 13 T19701655 B01 3/16/20 14 T19701656 B01A 3/16/20 15 T19701657 B01 B 3/16/20 16 T19701658 Bll 3/16/20 17 T19701659 C1V 3/16/20 18 T19701660 C3V 3/16/20 19 T19701661 C5V 3/16/20 20 T19701662 D01 3/16/20 21 T19701663 D03 3/16/20 22 T19701664 E1 3/16/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. qLE rOPY I\Iu 1111j 68182 TAT E OF ;0Ft10.•����` IO-NA1 E�•``• `1111111111 USA,In FLCed6634 'arks Blvd. Tampa FL 33610 March 16,2020 Velez, Joaquin 1 of 1 Job Truss Truss Type OIY Ply LOT 1715 WATERSTONE T79701643 2291545 A01 SPECIAL 8 1 Jab Reference (optional BUilders Hrs150am9 (Plant Lary, I-L), Fiam Gey, PL- JJubr, , ...au s mar a mca ran en muwnies, nm. m 5x6 = 6.00 r12 5 Scale-1:72.4 69 I6 4%ID MT20HSs 3.0012 4x10 MT20HS� LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.90 BC 0.78 W B 0.62 Matdx-MSH DEFL. Ven(LL) Ven(CT) Horz(CT) in (loc) Vdefl L/d 0.60 12-14 >798 240 -1.00 10-11 >475 180 0.56 8 rda n/a PLATES MT20 MT20HS Weight: 19716 GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.t 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-0oc bracing. 2-14,8-10: 2x4 SP M 31 WEBS 1 Row at midpt 6-11. 4-12 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-a-0,8=0-8-0 _ Max Harz 2=433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1540(LC 1), 8=1640(LC 1) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (fir) or less except when shown. TOP CHORD 2-3=-5015/2708, 3-4=-4724/2545, 4-5=-2447/1526, 5-6=-2447/1526, 6-7=-4632/2545, 7-8=-4908/2708 BOT CHORD 2-14=-2261/4844, 12-14=-1480/3327, 11-12=-656/1914, 10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=450/970, 6.11=-1297/858, 6-10=-708/1631, 7-10=-271/284, 5-12=-450/1024, 4-12=-1385/858,4-14=-708/1789,3-14=-257/284 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=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10. Interior(l) 23-9-10 to 37-0-6, Exledor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60plate 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, with BCDL= 10.Opst. 6) Bearing at joint(s) 2, 8 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 797 he uplift at joint 2 and 797 to uplift at joint 8. Joaquin Velez PE No.68182 MTek USA, lna FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 A WARNWG.Ver/ydeslgnp mmetemenOREAONOTES ON MZANDWCLUDEDMWEKREFERANCEPAGEM&74mmv.r =WISSEFORE USE. Design valid for use only with Mirek0 connectors. thus design Is based only upon parameters shown, and Is for an IndMdual building component, not �� a muss system. Before use, me bustling designer mustverify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling IndNidual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always requlretl for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the 69" Palle East Blvd. fabrication, storage, delivery, erection and bracing of musses and truss systems. sseANSVn'tl Quality CMMe. DSB49 and SCSI auldlisp Component Tampa, FL 33610 Safety Informafbsgvoiloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandre, VA 22314. Truss Truss Type Ply LOT 17/5 WATERSTONE T79701644 rJob 2291545 A02 SPECIAL �Qty 2 1 Job Reference (options] nulmeB tlrsiSource (Fla n Oily, ry, limp Ciiy, FL- ouaor, e.c4a v co.. "... n,,,uw,,,cu„ue. nrvn nm. ,...�........«..�.. ...yn . ' ID:193OGWBBpx3jR187wOm7kz57ad-jBO27urO-1 hPAAVJYDs9jgOOzfzonMkfs7u8ZkzaKDv 7-4-0 6.3-0 11-11-12 194}0 20.8-0 27-8-4 33-5.0 39-6-0 p1 0.0 -0� 5.3-0 5-&12 7-0.4 11-8-01 7-0.4 I 5-6-12 fi-3-0 I1 0 Scale=1:74.1 Sx6 = 6.00 12 6,6 = 5 6 SxB G 24 25 SZB 4 7 m d 2x4 2x4 G n' 3 B 1.5xB STP= 23 26 1.5x8 STP= c 16 15 14 13 12 2 11 910 1? 6x12 MT20HS- 3x6 = 3x4 = 3x4 = b 1 6x12 MF20HS= Id 30 = 5x8 3.00 12 Sxe B-B-019-10.0 24-0-9 314Y0 39.8-0 B-B-0 1.41-7 4-2-9 4-2-9 6.17-7 8-e-0 Plate Offsets (XY)- [2.0-2-7 Edge1 14:0-0-0 0-0-0] [5:0-4-0 0-2-81 [6:0-4-0 0-2-81 IT0-4-0 0-3-0][9-0-2-7 Edge] LOADING (psf) SPACING- 2-0.0 CSI. DEFL, in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.75 Horz(CT) 0.57 9 n/a Fla BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 218 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9-0-8-0 Max Hom 2=-417(LC 8) Max Uplift 2=-797(LC 10). 9=-797(LC 10) Max Gmv 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-4=-4621/2604, 4-5=-2726/1736, 5-6=-1932/1427, 6-7= 2726/1736, 7-8=-4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11 -1 2=-1 51013090, 9-11=-2318/4431 WEBS 3-16=-282/293, 4-16=-739/1735,4-16= 12167789, 5-15=-569/1133, 5-13=-269/321, 6-13=-265/321,6-12=-571/1066,7-12=-1138/789,7-11=-740/1605, 8-11=-296/294 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; fil B=45D; L-Qf ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-10, Interior(l) 2-7-10 to 15-0-6, Exierior(2) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joints) 2, 9 considers parallel to grain value using ANSVFPI 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 79711b uplift at joint 2 and 797 1b uplift at Joaquin Velez PE No.68182 joint 9. M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 Q WARNWG-Vedfydesi9nparemetereenEBEADNOTES ON TNISAND INCLUDED MR`EKBEFEBANCEPAGEM67473rev. 1M432015 BEFORE USE Design valid for use only with Ml connectors. This design Is based only upon parameters shown. and Is for an Individual building component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall buldIn9 design. Bracing indicated is to prevent buckling of individual truss web antl/or chord members only. Additional temporary and permanent bracing F. Is M),Tek* Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding fire 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and muss systems. seeANSVrPi1 Cua@y Citadel DS349 and ac51 Balding Component Tempe. FL 33610 Safety mfolmoden rvollable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandda. VA 22314, Job Tres Truss Type Oty Ply LOT 17/5 WATERSTONE T79701645 2291545 A03 SPECIAL 2 7 Job Reference (optional) Builders HISt5ource (Plant clry, I-L), viant any, FL- aaatif, 8.240 s Mar a 2020 mu en Industries, Inc. Mon mar ,o 4:56:54 2020 raga 1 ID:193OGWBBpX3jR187zeOm7kz57ad-gaYoYaseWex7QT2ifevdoFllGShfFDyJRNFdc KDt 11--443-I ~7--.-05 2&I 7.845~ + 9-B-0 0.0 0 05 2E&0 4-O-8-0 5518-12 Scale=1:74.6 6.00 F12 5x8 - 5x6 -. 5 6 5ne Zc 4x1U MT20HS% 3.00 12 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COIL 1.25 Rep Stress ]nor YES Code FBC2017/TPI2014 CSI. TIC 0.90 BC 0.73 WB 0.96 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udell Ud 0.60 11-12 >789 240 -0.98 11-12 >485 180 0.56 9 n/a rda PLATES MT20 MT20HS Weight: 204 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 cc pudins. 14,7-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 cc bracing. BOT CHORD 2x4 SP M 31 'Except- WEBS i Row at midpt 4-14. 6-14 13-15,11-13: 2x4 SP No.t WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Hou 2=376(LC 9) Max Uplift 2=797(LC 10), 9=-797(LC 10) Max Gmv 2=1540(LC 1), 9=1540(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5012/2919, 34=4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=4623/2731, 8-9=4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-1588/3237, 12-14=-968/2197, 11-12=-1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324, 4-15=-783/1792, 4-14=-1241/791, 5-14=415/824, 6-14=-251/253, 6-12=415/915, 7-12=-1168/791, 7-11=-783/1646, 8-11=-319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B-45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6. Extedor(2)13-0-6 to 26-7-10, Intedor(1) 26-7-10 to 37.0-6, Exterior(2) 37-0-6 to 41-" zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tress 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. 7) Beadng at joints) 2, 9 considers parallel to grain value using ANSVTP1 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 7971to uplift at joint 2 and 797 lb uplift at Joaquin Velez PE No.68182 joint 9. MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING- Ver/fydnignparemerersand READ NOTES ON TNISANDINCLUDEDMI REPERANCEPAGEMX7473mw 1aD UtI59EFORE USE. Design valld for use only with Mnek® connectors. This design b based only upon parameters shown, and 6 for an Individual bulltling component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMdual tors web and/or chord members only. Additional temporary and permanent bracing KWIC Isalwoys required for stability and to prevent collapso with possible personal injury and property damage. For general guidance rega,ding the fabricathom Marcos. delivery, erectlon and bracing of trusses and trues systems. seeANSVTPII Quality Cr6nb, DSB-09 and BC51 Building Component 6904 Parke East Blvd. ParkeEnt B Safety Infoonatbrgvalloble from Truss Plate Institute, 218 N. tee Street Suile 312, Alexandria, VA 22314. P33610 Turn. Job Truss Thus Type Ply LOT 17/S WATERSTONET19701646 2291545 A04 SPECIAL r 1 Job Reference (optional) builders I-imbource triam uly, rL), nem lay, rL-moor, 6.00 12 616 5 5x8 11 5x6 � 3.00 12 ' ID:193OGWBBpX3jR187nOm7kz5?ad,8m5AIwtHHy3 ldduDLOsLTOM 3x4 = 5x6 = 25 6 26 7 Scale = 1:73.4 m d 28 1.5x8 STP= 6 d 0 11 14 u 5x8 5xif ll LOADING (psf) SPACING- 2-0-0 CS'. DEFL in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL.1.25 TC 0.79 Vert(LL) 0.57 13 >841 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.9813-15 >484 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.56 10 rda n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-MSH Weight: 204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-2-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or3-11-12 ac bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 8-13 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 104-e-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Gmv 2=1540(LC 1). 10=1540(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 22=-4956/2969, 3-4=-4745/2875, 4-5=-283B/1878, 5-6= 2498/1782, 6-7=2498/1782, 7-8=-2838/1878,8-9=-4672/2875,9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=-598/1328,4-15=-1646/1009,5-15=-513/980,7-13=-513/980,8-13=-1538/1009, 8-12=598/1238, 6-15=-339/196, 6-13=-039/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf; h=15f ; B=45ff; L=40ft; eave=58; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2) 11-" to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extedor(2) 37-" to 41-0-0 zone;C-C for members and forces 8 IVW FRS for reactions shown; Lumber DOIr1.60 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 fora 10.0 last bottom chord live load nonconcurent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 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 797 lb uplift at joint 2 and 7971b uplift at joint 10. Joaquin Valet PENo.68182 MTek USA, Inc. FL Ced 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 A WARNING.Vedryd.VgnparemeM..dREAD NOTES ON THIS AND DICLUDEDMREKREFERANCEPAGEMIL7473rex. 10TU VI56EFOREUSE Daslgn valid for use only with Mrek@ connectors. AB design Is based only upon parameters shown, and Is for an Individual building component not ��- a Mass system. Before use, the builtling designer must verity me oppllcolarity of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additioncl temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcotica storage, delivery, erection and bracing of houses and truss systems. seeANSVrP11 Guam Crileda. D3849 and 6CSI Building component 6904 Parke East Blvd. Safety mfomla6aaavailable from Truss Rate Instltule. 218 N. Lee Street Suite 312, Alexandria VA 22114. Tempe. FL 33610 Job Truss Truss Type Oty Ply LOT 1715 WATERSTONE T19701647 2291545 ADS SPECIAL 1 1 Job Reference o iorlal amulets i-mabourve tnarn Iiry, ry, nam Illy. 11­-auaor, Scale=1:73.4 5xB = 6.00 12 4 23 24 3x4 = 5x8 _ 5 25 266 28 1.5,B STP= MOR-1411110 5nB 5x8 3.OD 12 ` LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber 1 1.25 Rep Stress [nor YES Code FBC2017ITP12014 CSI. TC 0.95 BC 0.94 WB 0.80 Matrix-MSH DEFL Vert(L-) VerI CT) Horz(CT) in (too) Vdefl Lid 0.62 10-11 >762 240 -0.96 11-13 >498 180 0.59 8 n/a rVa PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6:20 SP No.2, 1-3,7-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12:2x4, SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Hom 2=-294(LC 8) Max Uplift 2= 797(LC 10), 8=-797(LC 10) Max Grav 2=1540(LC 1), 8=1 S40(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4919/3081, 341-4613/2900, 4-5=-3036/2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOTCHORD 2-14=-2601/4556, 13-14=-1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405, 4-14=-1034/1926, 4-13=-156/535, 5-13=-399/285, 5-11=-399/285, 6-11=-156/535,6-10=-1034/1815,7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 9-0-6, Extedor(2) 9-0-6 to 16-11-10, Intedor(1) 16-11-10 to 22-8-6, Extedor(2) 22-86 to 30-7-10, Intedor(1) 30-7-10 to 37.0-6, Extenor(2) 37-0-6 to 41-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7971b uplift at joint 2 and 797 lb uplift at Joaquin Velez PE No.68182 joint 8. MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 O WARNWG-Verity 4esignpsramefemandflMD1107ES ON MSANDWCLUDWMREKREFERANCEPAGEMX74 mv. 14e3Qa15BEFORE USE Design valid for use only with MrTek® connectors. This design Is based only upon parameters shown, and Is for an Intllvldual buildng component, not ��- a m %system. Before use, the building designer must verity the applicability of dedgn parameters and properly Incorporate this design into the overall building design. Brocing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M(Tek• h always required for sloblllty and to prevent collapse with possible personal Injury and properly damage. Far general guidance regarding Me 6904 Parke East Blvd. fobdcation, storage, delivery. erectlon antl bracing of musses and muss systems, see/9SVIPII Quallh Criteria. D5549 and IICSI Building Component Tampa, FL 33610 Safety edarmalbfpvoilable from Truss Plate Insfiiute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type city Ply LOT 1715 WATERSTONE T19701648 2291545 A06 SPECIAL 1 1 Joh Reference o tional Builders FIr515ouroe (viam uiry, rL{, Mara ury, rL-4J00I, O."., Mtlr 5x6 = 2x4 II 5x6 = 5x6 = 4 24 25 5 6 26 27 7 6.00 12 2x4 23 1.3 Sx8 STP= 2fL;e% 22 ��Jz 15 2 14 13 2 11 ?I1 8x14 MT20HS- 5x6-6x8= 46— 804 MT20HS= 5x8 � 3.o0 12 Scale=1:72.0 28 2x4 B re29 1.SxE STP= c d 910 11 d 5xB LOADING (PA TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.93 BC O.fiB WB 0.56 Matrix-MSH DEFL. Ver(LL) Vert(CT) Horz CT) in (loc) Vdefl Ud 0.73 12-14 >656 240 -1.03 14-15 >464 180 0.58 9 We n/a PLATES MT20 MT20HS Weight: 209 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'ExcepC TOP CHORD Structural wood sheathing directly applied. 4-6,6-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. BOT CHORD 2x4 SP M 31 'Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Hom 2=-253(LC 8) Max Uplift 2= 797(LC 10). 9=-797(LC 10) Max Gmv 2=1540(LC 1), 9=1540(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=A608/2864, 4-5=-4142/2720, 5-6=-4142/2720, 6-7=-0145/2722, 7-8=-4608/2863, 8-9=4916/3132 BOT CHORD 2-15=-2653/4483, 14-15= 1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516,4-14=-550/1116, 5-14=.921/319,6-12=-381/321, 7-12=-550/1117,7-11=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-", Exterior(2) 7-M to 14-11-10, Interior(l) 14-11-10 to 24-8-6, Extedor(2) 24-M to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurent with anyother 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at Joaquin Velez PE No.68182 joint 9. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 O WARNING -Verity design pemmerers end READ NOTES ON 7NI5AND INCLUDED MREx REFERANCEPAGE Mh747a Y. fe'03,1015BEFORE USE Deslgn volitl for use only withMlles" nnectors. This design is based only upon parameters shown and Is for an IntlNitlupl bulltllrg component, not ��- 0 hues system. Before use, me bustling oeslgner must verity the appllcabllity of tleslgn parameters antl properly Incorporate tNs tlesign Into the overall bulic! ng tlesign. Bracing lntllcatetl is to prevent buckling of lndivd..l buss web pntl/or chortl member only. AtlO}Ionpl temporory pntl pennonent bracing MiTek' Is piways mqu m' for stability pntl to prevent cellopse wim pos4ble perwnol Injury antl pmparty tlamaga. Far general gultlance regartling the fabrication. storage, tleilvery. erection antl bracing of busses nobuss systems seeANSVO'rt pualMy CdbM, D56-09 raid 1tC51 DrltlbD Companmt 6904 Parka Eel BNe. Sot W Mformalbrlovollpbie hom Truss Rote Insm,. 218 N. Lee Sheet Suite 312, Alexantlrlo, VA 22314. Tampa, FL 33610 b TnLu Truss Type a Ply LOT 17/5 WATERSTONE T19701649 r20291�5 A07 SPECIAL 1 1 Job Reference p tional Builders FirstSource (Farm Lary, rt.), rim 1. ry, rL- aaaal, o.<ry a ma, a <u<o ma, cn ;... ; ... M., ,,, 14.ZG.2�2� 6.00 F12 3x4 i 1.5.8 SIP = 326 25 T 2 d 8 2x4 II 3x6 3.00 12 5x6 = 3x4 = 4 27 2829 5 17 16 5x6 — 3x4 = Scale =1:72.0 5x8 = Sx6 = 6 3D 31 32 7 3x4 1 `O b 833 d 34 1.Sx8 STP = 15 14 13 12 4 910 ^ w 3x6 = 5x6 = Sx6 = 11 15 3x4 = 2x4 II 3x6 a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.59 Horz(CT) 0.03 9 n1a n1a BCDL 10.0 Code FBC20177TP12014 Matnx-MSH Weight: 187 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 2x4 SP ND.3 REACTIONS. All bearings 0-8-0 except ft=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10). 16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250 Ib or less at joint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=.938/121, 4-5=-318/669, 5-6=-58/715, 6-7=-3407707, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=-280/979, 17-18=-284/986, 16-17=-23/293, 15-16=-328/159, 13-15=-426/281, 12-13=0/332,11-12=-351/945, 9-11=-346/937 WEBS 3-17=-599/493,4-17=-50/419,4-16=-986/605,5-1fi=-792l733,5-15=-520/206, 6-15=-489/297,7-12=-70/391, 8-12=-58B/485, 6-13=-7737717,7-13=-997/675 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.OpsQ h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2) 5-M to 12-11-10, Interiohl) 12-11-10 to 26-8-6, Exterior(2) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of hearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 lb uplift at joint 9, 686 Its uplift at joint 16 and 715lb uplift at joint 13. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11. 12, 13, 15. 16. 17, 18 has/have been modified. Building designer must review loads to verify that they am correct for the intended use of this truss. 9) In the LOAD CASE(5) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: Joaquin Vela PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East BNd.Tampa FL 33610 Date: March 16,2020 O WARNWG.Veritdlegnpemmef..d REAONOTES ON TNISANDtNCLUp£OMmEKREFERANCEPAGEMU74n.V.. iWD3201SBEFORE USE Design valid for use only with M6erals connectors. This deign Is based only upon parameters shown, and is for an Individual building component, not ��- a truss system. Before use, the building designer must verify. me applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to bucIding Individual truss any. Additional temporary and bracing MOW prevent of web and/or chord members permanent Is always regoired for stobll6y, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrlcatlon. storage, delivery, erection and bracing of trusses and truss systems. seeAN9171P11 DualkV Criteria. DSad9 and SCSI f uldbp Component 69M Parke East BNtl. Safety ksfolmallona lloble from Truss Rate Institute, 218 N. Lee Sheet Suite 312 Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Tess Type Oty Ply LOT 17/5 WATERSTONE T19701649 2291545 A07 SPECIAL 1 1 Jab Reference o tional Builders RrstSourca (Plant City, FL), Plant City, FL - 33567. 8.240 a Mar 9 2020 MITak Industries, Inc. Mon Mar 1614:56:59 2020 Page 2 ID:I93OGW BBpX3jRI87wOm7kz5lad-OXLhbHvmLAZO W FxISBUDVJAevTSVwZ7hTi401gmKDo LOAD CASE(S) Standard Except: 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4-7=-54, 7-1 D=-54, 17-19=-20, 12-17= 20, 12-22=-20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=1 16,2-25=70, 25-26=47, 4-26=70, 4-28=64, 28-31=53, 7-31=64, 7-33=70, 3334=47, 934=70, 9.10=116, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=125, 2-25=-78, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56. 9-34=78. 9-10=125 5) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=3, 24=41, 47=36, 7-9=41, 9-10--3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-17, 2-4=27, 7-9=27, 9-1D=17 6) Dead +0.6 MWFRS Wind (Pos. Internal) Left Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ .Vert: 1-2=42, 24=13, 4-29-45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-50, 24=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=21, 24=31, 4-27=16, 27-30=26, 73D-45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-29, 24=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Unifomr Loads (pll) Vert: 1-2=-26, 2-4= 36, 4-7=16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 24=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pIQ Vert: 1-2=15, 24=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=20 Horz: 1-2- 29, 24=-19, 7-9=-22, 9-10=-12 10) Dead+0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (fall) Vert: 1-2=74,2-4=45,4-7=45,7-9=45,9-10=74,17-19=10,16-17=-10,13-16=20(F=30),12-13=-10, 12-22=-10 Horz: 1-2=-82, 24=-54, 7.9=54, 9-10=82 11) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pIQ Vert: 1-2=45, 24=16, 4-7=16, 7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz 1-2- 53, 24=-25,7-9=25,9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-5, 24=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=20, 16-17- 20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 24--2, 7-9=-2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Unifoml Loads (pll) Vert: 1-2=-5, 24=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20,12-22=-20 Horz: 1-2=-9, 24=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plQ Vert 1-2=-53, 24=-61, 4-7=45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20,12-22=-20 Horz: 1-2=9, 24=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=-22, 24=-30, 4-7=45, 7-9=-61, 9-10=53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22, 24=-14, 7-9=-17, 9-10=-9 17) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=-37, 24= 45, 4-7=45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 24=1, 7-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-37, 24=45, 4-7=45, 7-9=45, 9-10=37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz 1-2=-7, 24=1, 7-9=-1, 9-10=7 Q WARNING. VelflydesignpMemetemand READNOTES ON MSANDINCLUDEDMNEKREFERANCEPAGEM1474".. lNN2a15SEFOR£USE. Design valid for use only with Mreldk connectors. ibis design a based only upon parameters shown, and Is for on Individual build'mg component not a truss system. Before use, the buildingg designer must verify the appllcoblllty of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated afa prevent buckling of individual muss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity 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 muss systems seeANSIyt9It Quality CMledo, p31149 and SCSI Building Component Beat Parke East Blvd. Safety bfonnp lark vcYoble from Truss Plate Int11Me, 218 N. Lee Street, Suite 31 Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type OtY Ply LOT 17/5 WATERSTONE T79701650 2291545 008 SPECIAL 1 1 Job Reference o banal bullaers Flrsibource (ream ury, rL{, rlartt ury, rL- aaaot, 0.24u s mar a zuzu mu eR aIDusmes, Inc. man mar ro i V:Ie uu Lulu 5z6 = 3xB = 6aO 12 3x6 = 8 24 25 4 2627 28 5 29 3x6 % 3.00 ,2 2x4 II 5x6 = 5,12 = Sx6 = 30 6 31 7 32 833 34 35 9 3x8 = Scale=1:72.0 w 1.5x8 STP = n w �D„Ij 0 3x6 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.2714-16 >630 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.95 Horz(CT) 0.06 10 eta i BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purms. 7-9:2x4 SP NDA BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt B-12 WEBS 2x4 SP,No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=041-0. (lb) - Max Horz 2— 171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13— 1859(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1). 13=2397(LC 1) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-85611302, 7-8=-866/1022,8-9=-13607708, 9-10=1598(729 BOT CHORD 2-17— 263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=421/437, 7-14=-776,753,7-13=-1427/1490,8-13=-1441/1137,9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 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=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 nonconcurrent with any other live loads. 5) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Bearing at joints) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 Its uplift at joint 10, 1695 Ib uplift at joint 16 and 1859 Ib uplift at Joint 13. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 hasihave been modified. Building designer must review loads to verify that they Joaquin Velez PE No.68182 are correct for the intended use of this truss. MTek USA, Inc. FL Carl 6634 6904 Parks East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING -VedtydesI9h Pmametenend REAONOTES ON TNL9 AND WCLUDWMR KREFERANCE PAGE MB-7473mv IQ?a34015 BEFORE USE. Oe4gn valid for use only with MRekO connectors. This design Is based only upon parameters shown, and b for on Individual building component, not ��- a truss system. Befom use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the tabrtcatlon. storage. delivery, erection and bracing of trusses and Truss systems. weANSVIPIT Quaffmsy. citeda, DSB49 and BCSI Building Component Safety Infoenationavallable from Truss Plate Institute. 218 N, Lee Street. Suite 312, Alexond0a. VA 22314, Beer, Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 17/5 WATERSTONE T19701650 2291545 ADS SPECIAL 1 1 Job Reference (optional) Builders Rm Source (Plant City, FL), Plant City, FL - 33567, 8.240 a Mar 9 2020 MiTek Industries, Inc. Mon Mar 1614:57:00 2020 Page 2 10:1930GW BBpK3jR187zeDm7kzS?ad-Ukv3pdxP6UhHBOWsOu012Wjp)diVfxoghMgZrGnKDn NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1751b down and 1591b up at 7-0-0, 111 Ib dawn and 1971b up at 9-0-12, 111 Ib down and 197 Ib up at 11-0-12, 111 Ib down and 197 Ib up at 13-0-12, 111 Ib down and 197 Ib up at 15-0-12, 111 Its down and 197 Ib up at 17-0-12, 111 Ib down and 197 Ito up at 19-0-12, 111 Ib down and 197 Ib up at 20-7-4. 111 Ib down and 197 Ib up at 22-7-4, 111 Ib down and 197 Ib up at 24-7-4, 111 Ib down and 197 lb up at 26-7-4, 111 Ib down and 197 Ib up at 28-7-4, and 111 Ib down and 197 Ib up at 30-7-4. and 175 lb down and 356 Ib up at 32-8-0 on top chord, and 3531b down and 128 to up at 7-1-8, 92 It, down at 9-0-12. 92 lb down at 11-0-12, 921b down at 13-0-12, 92 Ib down at 15-0-12, 92 Ib down at 17-0-12. 92 lb down at 19-0-12. 92 lb down at 20-74, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 Ib down at 26-7-4, 92 Ib down at 28-7-4, and 92 It, down at 30-7-4, and 353 Ib down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3=-54,3-9=-54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (Ib) Vert: 3=-175(B)7=-111(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-030(B) 24- 111(B)25=-111(B) 26=-111(B) 28=-111(B)29=-111(B)30=-111(B) 31=-111(B) 32=-111(B) 33=-111(B) 34=-111(B) 35=-111(B) 36=46(B) 37=-46(B) 38=-46(B) 39=46(B) 40=-46(B) 41=-46(B) 42=-46(B) 43=46(B) 44=46(B) 45=-46(B) 46=-46(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl1) Vert: 1-2=42,2-3=13,3-27=45,27-34=26,9-34=16,9-10=31,10-11=21,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10, 12-21>10 Horz: 1-2=-50, 2-3=-22, 9-10=39. 10-11=29 Concentrated Loads (lb) Vert: 3=130(B)7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 24=136(B) 25=136(B)26=136(B)28=156(B)29=156(B) 30=156(B)31=156(8)32=156(B) 33=156(B)34=156(B) 35=165(B) 36=-23(B)37=.23(B) 38=-23(B) 39= 23(B)40=-23(B)41=-23(B)42=-23(B)43= 23(B)44=-23(B)45=-23(B)46=-23(B) 5) Dead +0.6 MWFRS Wind (Pos: Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=-09, 9-10110-11=50 Concentrated Loads (Ib) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B)24=165(B) 25=156(B)26=156(B)28=156(B)29=156(B)30=156(B) 31=156(B) 32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 401 41=-23(B) 42- 23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=36, 3-9- 16, 9-10i 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10110-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=1 28(B) 24=1 97(B) 25=197(B)26=197(B)28=191 29=197(B) 301 31=197(B) 32=197(B) 33=197(B) 34=197(B)35=197(B)36=13(B) 37=-13(B)38=-13(B)39=-13(B)40= 13(B) 41=-13(B)42=-13(B)43=13(B)44---13(B)4S=-13(B) 46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20,12-21= 20 Horz: 1-2=-291 9-10= 22, 10-11=-12 Concentrated Loads (III) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=19131=197(B) 32=197(B) 33=19134=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39_ 13(B) 40=-13(B) 41=-13(B) 42=-13(8) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74,2-3=45,3-9=45,9-10=45,10-11=74,17-18=-10, 16-17=-10, 13-16=49(F=59),12-13=-10,1221=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (Ib) Vert: 3=130(B)7=136(B) 9=214(B) 17=108(B) 15=-23(B) 12=108(B)24=136(B) 25=136(B)26=136(B)28=136(B) 29=136(B) 30=136(B) 31=136(B)32=136(B)33=136(8)34=136(B)35=136(B)36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B)42=-23(B)43=-23(B)44=23(B) 45=-23(B)46=-23(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45,2-3=16, 3-9i 9.10=16,10-11=45,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10, 12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B)7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(3) 25=165(B) 26=165(B)28=165(S)29=165(B) 30=165(B) 31=165(B) 32=165(B)33=165(B) 34=165(B) 35=165(B)36=-23(B)37=-23(B) 38=-23(B) 39=-23(B)40=-23(B) 41 =-23(B) 42=-23(8) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead+0.6 MWFRS Wind (Neg. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1.2=S, 2-3=-16, 3-9=-16, 9-10= 16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20,12-21=-20 Horz: 1-2=-9, 2-3=2, 91 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 91 17=128(B) 15=-13(8)12=128(B)24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B)31=197(B) 32=197(B) 33=197(B)34=197(B)35=197(B)36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B)40=-13(B) 41- 13(B)42=-13(B)43=-13(B)44=-13(B) 45=-13(B)46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2= 5, 2-3=-16, 3-91 9-10i 6, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=20 Horz: 1-2- 9, 2.3=2, 9-10=-2, 10-11=9 OWARNING-VeNrydesIN;uwsmefemnntlrEADNDTES ON TNISANDMCLUD£DMN£KNEFENANCEFAGEMX74Mmx 1MW1015BEF0NE USE Design valid for use only with MBeM connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verity the opplicablliry, of design parameters and properly Incorporate this design Into the overall bulding design Bracing Indicated Is to prevent buckling of Individual tnss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabricationstorage. delivery, erection and bracing of trusses and truss systems %emsurrpll Qualfly C@ah, Di and BCSI BWtlh9 Component Satisfy, Infonnat onarvallobie from Truss Note Institute. 218 M We Street Suite 312. Alexandra VA 22314. 69M Parke East Blvd. Tampa, FL W610 Job Thus Truss Type Oty Ply LOT 1715 WATERSTONE T79701650 2291546 A08 SPECIAL 1 1 Job Reference (optional) Builders FIrstSource (Plant City,. FL), Plant City, FL- 33567. , 8.24U S Mar 9 2020 MI IoX Ineusines, Inc. Mon Mar lb 14:br:UU 4WU Page 3 ID:193OGW BBpX3jR187ze0m7kz57ad-Ukv3pdxP6UhHBOWs0u012W1pIdiVfxcghMgZrGmKDn LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7=1 97(B) 9--335(B) 17=128(8) 15=-13(B) 12=128(B) 24=197(B)25=197(B) 26=197(B)2B=197(B) 29=197(B) 30=197(B)31=197(B)32=197(B) 33=1 97(B) 34=1 97(B) 35=197(B) 36=-13(B)37=-13(B) 38=-13(B)39= 13(B)40=-13(B)41=-13(B) 42=-13(B) 43=-13(B)44=-13(B)45=-13(B)46=-13(B) 13) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Incmase=1.60, Plate Increase=1.60 Uniform Loads (pIi) Vert: 1-2=53, 2-3=51, 3-9=-45, 9-10=30, 10-11=-22,. 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1.2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=232(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B)29=145(B)30=145(B)31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B)36=-13(B)37=-13(B) 38=-13(B) 39=-13(B)40- 13(B) 41- 13(B)42= 13(B)43=-13(B)44=-13(B) 45- 13(13)46=-13(B) 14) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-22, 2-3=-30, 3-9=-05, 9-10- 61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Hom 1-2= 22, 2-3=-14, 9-113 -17, 10-11=9 Concentrated Loads (Ib) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 24--W(B) 25=145(8)26=145(B) 26=145(B)29=145(B)30=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B)35=145(B)36=-13(B) 37=-13(B)38>13(B)39=-13(8)40=-13(B)41=-13(B)42= 13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 23=-45, 3-9=-45, 9-10=-05, 10-11=37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Ho= 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (Ib) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(8)15=-13(B) 12=76(B)24=145(B)25=145(B) 26=145(B)28=145(B) 29=145(B) 30=145(B) 31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(8) 36=-13(B)37=-13(B)38=-13(B)39=-13(B) 40=-13(B)41=-13(B)42=13(B) 43=-13(B)44=-13(B)45=-13(B) 46=-13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10.11= 37, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 23=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B) 26=145(B) 28=145(B)29=145(B) 30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) Tnus Type OtY Ply LOT 1715 WATERSTONE T19701651 L921.545 CA09 SPECIAL 1 1 Job Reference (optional) Builders FlrstSoUrCe (Plant City, FL), Plant City, FL-33567, 6.00 12 Sx6 i Sx8 = 8.240 s Mar 9 2020 MiTe ID:193OGW BBpX3jR187wOm7kz57ad-yx 21-0.0 23-10-0 26- 33 2-10-0 2-ft 0 6- ax6 = 6x12 MT20HS C Sx6 i 7 3x4 = 1­1� 1.5x8 STP= 23 2 16 15 14 1 6x12 MT20HS = 3x4 = 4x8 = 13 12 3x4 = 6x12 MT20HS= Inc. Mon Mar 16 14:57:01 2020 Sx6 27 Scale = 1:74.5 5x8 3.00 12 Sx8 G 1651-7 I 39-8-0- 1181 8-5-6 8-8-00 e0. Plate Offsets(X,Y)- [2:0-2-7,Edge].[3:0-3-0,03-01.[4:0-5-0,0-2-01.[7:0-3-0,Edgel 19:0-3-0,0-3-01 [10:0-2-7,Edge1 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Uri PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.95 Verl 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Van(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mahix-MSH Weight: 1991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at micipt 6-8 BOT CHORD 2x4 SP M 31 'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Holz 2=351(LC 8) Max Uplift 2=-797(LC 10), 10=-79110) Max Gray 2=1540(LC 1), 10=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4917/3074, 3-4=4613/2894,4-5=-3032/2041, 5-6=-3037/1996, 6-8=-2899/1874, 8-9=-4664/2799, 9-10=-4929/2938 BOT CHORD 2-16=-2641/4620, 15-16=-1500/2827, 13-15=-1739/3209, 12-13=-1439/2856, 10-12=-2470/4456 WEBS 3-16=366(403, 4-16=-1046/1945, 4-15=-132/484, 5-15=-339/256, 5-13=415/322, 8-13=-181/531,8-12=-962/1816, 9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interiodl) 2-7-10 to 9-0-6, Extedor(2) 9-0-6 to 16-11-10, Intenor(1) 16-11-1010 21-0-7, Exterior(2) 21-0-710 26-4-1, Intedor(1) 26-4-1 to 37-0-6, Extedor(2) 37-M to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 2, 10 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify, capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7971b uplift at joint 2 and 797 to uplift at Joaquin Velez PE N6.68182 joint 10. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. MTek USA, Inc. FL Cut6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 O WARNING- Vmlfydeahrj,,ameleraand RE4lDN07ES ON THISAND INCLUDED MREKREFERANCEPAGEKp74nnh& I&IM&a15BEFORE USE Design valid for use only with Mpeldi, connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a hum system. Before use, fire building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Lane web and/or chord members only. Additional temporary and permanent bracing MOW 7 Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems SeeANSVI lil QualltlyMarc. DSB49 and 1101 Binding Component Sall Informationa lable from Truss Plate Inslitute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Truss Truss Type Oty Ply LOT 17/5 WATERSTONE T79701652 5 E AID SPECIAL 1 1 Jab Reference (optioned) Cr410ar5 rusrsourae lnam,,.q. r,-l. rrmrs s.uy, rc v" Scale = 1:75.1 5x6 = 6x12 Mr20HS C 8 31 5x5 = 2x4 11 5x6 4 5 30 7 10 6.00 12It 27 28 6 2.4 11 2x4 � 26 3 25 1.5x8 STP = 2 18 17 16 75 14 ti 1 0 Bx14 MT20HS= 5xB 5x8= 4x6- 8x14 MT20HS= 5x8 % 3.00 12 LOADING (pi 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 lncr YES Code FBC2017/TPI2014 CSI. TC 1.00 BC 0.67 WB 0.56 Matrix-MSH DEFL in (loc) Vdefl L/d Ve it0.68 15-17 >704 240 Vert(CT) -0.95 17 >499 180 Horz(CT) 0.55 12 Ida n/a PLATES MT20 MT20HS Weight: 228 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No,2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudin. 1-4,10-13: 2x4 SP M 31 Except: BOT CHORD 20 SP M 31 'Except- 1 Row at midpt 6-7, 7-10 16-18,14-16:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 20 SP No.3 JOINTS 1Brace at Jt(s):7 WEDGE Left: 2x4 SP ND.3, Right: 2x4 SP I REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Hom 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12= 797(LC 10) Max Gray 2=1540(LC 1), 12=1540(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4912/3208, 3-4=-4607/2944, 4-5=-4155/2812, 5-6=-4155/2812, 6-7=-3887/2669, 7-9=-0697/2514,9-10=-3697/2514,10-11=-4713/2877,11-12=-4921/3038,6-8=-336/255, 8-10=-359/263 BOT CHORD 2-18=-2764/4606, 17-18=-1875/3299, 15-17=-224613973, 14-15=-1827/3338, 12-14=-2564/4446 WEBS 3-18=-326/390, 4-18=-786/1550,4-17=-599/1023, 5-17=-457/448,7-17=-167/405, 7-15=-293/300,10-15=-480/888,10-14=-707/1474,11-14=-229/273 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; 1i B--45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 & MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extetior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Extedor(2) 37-0.6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcumant with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 Ib uplift at joint 2 and 797 lb uplift at MTek USA, Inc. FL Cad 6634 joint 12. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 6904 Parke East BMd. Tampa FL 33610 Date: March 16,2020 QWARNING-Venrydeslgnparamerersend READ NOTES ON TN/SAND/NCLUDEDMREKREFERANCEPAGEM674Mmi, 1asoV2015BEFORE USE. Design vote for use only with MRak® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a muss system. Before use, me building designer must verity the applicability of tlesign parameters and properly Incorporate mis design into Me overall building design. Bracing indicated is to prevent buckling of individual more web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequlredforslabllltyandtopreventcollapsa with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of musses and how systems, weANSU1PIt Quarry Cmab. Dri and BCSI Bu3tlbp Component Safety mfoenYtldpovaliable from Truss Plate Institute. 218 N. Lee Street, Sure 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type OtY Ply LOT 17/5 WATERSTONE T19701653 F22'917545 A11 SPECIAL 1 1 Job Reference (optional) Builders Firstsource (Plant city, I-L), darn LAry, I-L- aabaf, o.zau s mar y... mn eA 3x6 % 3.00 12 5x6 = 7 14 13 "` 4x6 6xa = 3xe = Sol =1:73.7 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.97 BC 0.94 W B 0.88 Matrix-MSH DEFL. in (loc) Udell L/d Ven(LL) -0.29 11-13 >792 240 Verb -0.4411-13 >528 180 Horz(CT) -0.02 13 We n/a PLATES GRIP MT20 244/190 Weight: 1981b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13: 2x4 SP No.3 4-5-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Hom 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=482(LC 10) Max Grav 2=796(LC 19), 13=1539(LC 15), 9=881(1-C 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2041/1512, 3A--1729/1312, 4-5=-1085/947, 5-6=-247/299, 6-7= 207/436, 7-8=-111W803, 8-9=-1238l763 BOT CHORD 2-17=-1218/2080, 16-17=-829/1621, 15-16=-485/692, 13-15=-8677730, 9-11=-452/1032 WEBS 3-17=-307/321, 4-17=-356/738, 4-16=-490/284, 5-16=-120/622, 5-15=-961/841, 7-13=-685/224, 7-11=-473/971,8-11=-525/508 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=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 5-0-6, Extefior(2) 5-0-6 to 12-11-10, Interiof(l) 12-11-10 to 19-10-6, Exterior(2) 19-10-610 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 fist 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-" wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearing at joint(s) 2 considers parallel to grain value using ANS rrPI 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 495lb uplift at joint 2, 614 lb uplift at joint 13 and 4821b uplift at joint 9. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parks East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNWG-Verity Cealgnperemefersend READ NOTES ON M6ANDWCLUDEDMREKREFERANCEPAGEN674".. laeY1015BEFORE USE Design valid for use any Win MOekg connectors. This design Is based only upon parameters shown and Is for an India dual balding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate the design Into the overall bulldIngdeslgn.&octngIndicated IstopewentbucWhgofIndividual mass only. Additlonaltemporary and bracing MiTek' web and/or chord members permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the 69M Palle East BNd. fabrication. storage. delNery, erection and bracing of trusses and truss systems. seeMSI/IPII Quality CAoao, VS549 and SCSI Building Component Safety Informationovollable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrlo. VA 22314, Tampa, FL 33610 Thus Truss, Type Oty Ply LOT 1715 WATERSTONE T79701654 F22'91�5 A24 SPECIAL 1 1 Job Reference (Optional) builders FIM16OUMB li Uri 1i ruin wy, rr.-ouaa,, 3.8 \\ 5x6 oo 3.00 FIT 8x12 = 18 17 - U12 MT20HS= 5x6 = 9 3.4 = axis = Smile = 1:73.7 ,C)8 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 Incr NO Code FBC2017fFP12014 CSI. TC 0.73 BC 0.87 WB 0.64 Matrix-MSH DEFL in Vert(L-) 0.27 Vert(CT) -0.34 Horz(CT) -0.03 (loc), Vdeg Ud 23 >891 240 23 >725 180 17 ma n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 227111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc puriins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or4-9-6 oc bracing. Except: 5-22: 2x3 SP 240OF 2.0E, 19-21: 2x6 SP M 26. 8-17: 2x4 SP M 31 6-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Horz 2=351(LC 7) Max Uplift 2=-709(LC 6), 17=-905(LC 8), 12=-431(LC 8) Max Gmv 2=1171(LC 1), 17=2027(LC 1), 12=843(LC 14) FORCES. (Ib) - Max. Comp./Marr. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1318/1009, 7-8=-290/543, 8-9=-238/458, 9-10=-655/373, 10-11=-1225/542, 11-12=-1331/559 BOT CHORD 2-24_ 1494/3064, 23-24=-1469/3036,22-23=-912/1676, 5-21=-243/260, 20-21=-1087/1872,19-20=-228/413,17-19=-1109/722,8-19=-260/228,14-16=-233/841, 12.14=-372/1142 WEBS 3-24=-433/1117,3-23=-346/29, 4-23=-219/286, 21-23=-668/1422, 6-21=-802/1678, 6-20=-1539/980,7-20=847/1559,7-19=-1105/684,9-17=-974/257,10-16=-611/424, 10-14=-69/365, 9-16= 267/678 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.OpsQ h=151t; B=45ft; L=40ft; 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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 last bottom chord live load nonconcurrem with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Bearing at joint(s) 2 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 709 Ib uplift at joint 2, 905 Ib uplift at joint 17 and 431111 uplift at joint 12. Joaquin Velez PE No.68182 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 Ito up at MiTek USA, Inc. FL Cart 6634 7-0-0, and 111 Ib down and 1971b up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 Ito down and 124 6904 Parke East Blvd. Tampa FL 33610 lb up at 7-1-8, and 92 lb down at 9-0-12, and 921b down at. 11-0-12 on bottom chord. The design/selection of such connection Date: device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 16,2020 A WARNING - Vedrydeelgn pemmetem end READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEN674r9rev. IaVs&0i5BEFORE USE. Design valid for use onlywlm Mini connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity me applicability of design parameters and properly Incorporate IDk design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse wish possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems seeANSUTPII CuaN Cii DSB49 and SCSI Balding Component 69N PeMe Eess Bhtl. Safsty krfamralbnenclabl s from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandra VA 22314. Tampa, FL 33610 Truss Thus Type my Ply LOT 1715 WATERSTONE T19701654 LJob 2291545 A24 SPECIAL 1 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 6.24D s Mar 9 2vm MI I ex inam nes, Inc. Mon Mar Tu 14:57;0e 2020 rage 2 I D:31d7Yd6RhYnX016Sf6gNjvlonz-duysK7YwOJZEAOppSb(AaOh9uP4KGiZreXKW TMKDI LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1,3=-54, 3fi=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21=-20, 17-18=-20, 17-26=20 Concentrated Loads (Ib) Vert: 3=-159(F) 24=312(F) 23=-46(F) 4=-111(F) 31=111(F) 33=-46(F) A WANNMG-Vadtydenlgnparemerenand REDNOTES ON TNISANDINCLUDEDMREKNEFENANCEPAGEMR74"a W. ta4tQL2a15eEFOREUSE Design valid for use only With MJTek® connectors. This design is based only upon parameters shown. and B for an individual buUding component, not ��- a nuns system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual hubs web and/or chord members only. Addlflonal temporary and permanent bracing MiTeK is always required for stabOBy, and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding Me fobricotion. storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI7 Quality Cdbda, DSB49 and bCS1 building Component 6904 Parke East Blvd. Sai ado"atbnavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply LOT 1715 WATERSTONE T79701fi55 2291645 B01 SPECIAL 1 1 Job Reference (optional) Builders Fimtsource (Plant clty, li ii Ulty, I-L- Motif oxqu s mar a zU<u mu ea inoosmes, ini man mar io rq.of.uo zuzu Scale=1:56.9 46 = 4 1.5x8 STP= 7x10 = 3a6 11 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Mar YES Code FBC2017fFP12014. CSI. TC 0.80 BC 0.98 WS 0.83 Matrix-MSH DEFL in (too) Vdefl L/d Vert(LL) 0.39 10-13 >248 240 Vert(CT) -0.43 8-16 >543 180 Horz(CT) -0.01 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 145 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-8-11 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 9=0-8-0, 6=0-e-0 Max Horz 2=317(LC 9) Max Uplift 2=-403(LC 10). 9=-615(LC 10), 6= 460(1 10) Max Gmv 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/361, 4-5— 950/744, 5-6=-10897719 BOT CHORD 2-10=-268/149, 9-10=-1020/961, 3-10=-414/468, 6-8=-413/901 WEBS 4-10=-7le/255,4-8=-447/843, 5-8=-533/512, 8-10=-14/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2pst BCDL=5.Opst h=15ft; B=45ft; Lr40ft; eave=5ft; Cat. It: Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Intedor(1) 15-9-10 to 25-0-6, Exterior(2) 25-M to 29-M zone; cantilever left exposed; porch left elposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4031b uplift at joint 2, 615 lb uplift at joint 9 and 460 lb uplift at joint 6. Joaquin Valais PE No.68182 Ii USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING -VedlydeslgnparemefersardFi NOTES ON WISAND INCLUDED MREKREFERANCEPAGEMIF747a rev. 14,e32215BEFORE USE Design valid for use only win MrIeW connectors. IDis design Is based only upon parameters shown, and Is for on individual building component, not a Msss system. Before use. the building designer must verity ne applicability of design parameters and properly incorporate this design Into Me overall building design. BrocinD Indicated is to prevent bucitling of individual Muss web and/or Chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse wiffln possible personal Injury and property damage. For general guidance regarding Me 6904 Parka East Blml. fabrication, storage, delivery. erection and bracing of Musses and Truss systems, seeANSUri Quality Crill DSB49 and SCSI Binding Component Tampa, FL 33610 Safety Infarmatior avollable from Teas Plate Institute. 218 N. Lee street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Ply T19701656 2291545 B01A SPECIAL r Builders RrstSource (Plam City, FL), Plant City, FL - 33567, 8240 s Mar 9 2020 d-n4c HOOo nes, Inc. Mon Mar 16 14:57:07 2020 Page 1 ID:1930GWBBp%3jR187ze0m7kz57ad-n4gjH00oSeZHTTYCwlegg7VORi4Po6esly0ReMzaKDg -1-0-0 8-6-0 11-10-0 19-6-0 27-8-0 29-0-0 1-4-0 6-GO 3-0-0 7-8.0 a-2-0 Scale=1:59.6 4x6 = 10 5.8- 1.5x8 STP= 6xe = LOADING (psf) SPACING- 2-0-0 C51. DEFL in (loc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.33 8-9 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ver(CT) -0.47 8-9 >502 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.87 HOR(CT) -0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 1361b FT=20% LUMBER- .BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-13 cc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing,. Except: WEBS 2x4 SP No.3 2-2-0 cc bracing: 6-8. WEDGE 6-" cc bracing: 9-11 Left: 2x6 SP No.2 WEBS 1 Row at midpt 4-9 REACTIONS. (size) 9=0-8-0, 6=0-8-0, 2=04-0 Max Holz 2=314(LC 9) Max Uplift 9=416(LC 10), 6=496(LC 10). 2=-564(LC 10) Max Grav 9=949(LC 1), 6=920(LC 16). 2=447(LC 19) FORCES. (Ib) - Max CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-390/380, 34=-318/521, 4-5=-1206/849, 5-6=-1325/805 BOT CHORD 9-11=-381/586, 3-11=-359/376, 8-9=-0/339, 6-8=490/1110 WEBS 4-9=-551/145, 4-8=465/974, 5-8=-525/509 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40111; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Interior(l) 2-7-10 to 7-10-6, Exterij 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2) 25-0-6 to 29-" zone; cantilever left exposed ; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grp 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 9, 4961b uplift at joint 6 and 564 lb uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 QWARNIND-VeHtydes/gnp4ramehreand READNOTES ON MZMDINCLUOEDMrrEKREFERANCEPAOEMX74M.. 113=015HEFOREUSE Design valid for use only with Mae& connectors. This design b based only upon parameters shown, and Is for an IndlMdual building component not a Vuss system. Before use, the building designer must venty the appllcabll6y of design parameters and properly Incorporate the design Into the overall building design. Bracing indicated is to prevent buckling of lndlvduol truss web and/or chord members only. AddKonol temporary and permanent bracing MiTek- Is always required for stabliity and to prevent collapse with passible personal Injury and property damage. For general guldonce regarding the fabrlcoeon, storage. delivery. erection and bracing of trusses and truss systems, seeANSLgPll Quality Criteria, D811-09 and BCSI Building Component 69" Parke East Blvd. Safety Nformalbnavolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Nexondria. VA 22314. Tempe, FL 33610 Jab Truss Truss Type LOT 17/S WATERSTONE T19701657 2291545 B010 107tyPly SPECIAL 1 Job Reference (optional) Builders FiretSourCe (Plard City, FL), Plant City, FL - 33567, d.z4u a mar a zpm mi 1 eK mausmes, Inc. men mar io 4:67;08 NLa raye I ID1930GW BBpX3jR187nOm7kz57ad.FG05UM10Dra85d7OUa9vMC29U5RRXYhOXcrrL70MKOf -1-4-0 BE-0 11-t r}0 19i-0 27-8-0 2840 1.4-0 "%a 3-0-0 7-8-0 8-2-0 1.4-0 4x6 = I ; Scale-1:54.6 m I< o O N 10 a 3.6 = 6x8 = Side = e-2-0 7-10-0 61 17Sa27-13-0 7aoa ass to141t-n o-t-0 Plate Offsets (XY)- 12:0-2-12 0-1-81 [5.0-4-0 0-3-0][8:0-3-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 8-9 >920 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.42 8-17 >559 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES INS 0.94 HordCT) 0.01 6 rVa n1a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 1391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied ors-11-15 oc bmcing. Except: 3-9: 2x6 SP No.2 5-3-0oc bracing: 9-11 WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-9 REACTIONS. (size) 9=0-4-0, 6=0-8-0 Max Horz 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=334(LC 10) Max Grav 9=1573(LC 1), 6=720(LC 16) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-721/832, 3-4=-231/546, 4-5=-762/363, 5-6=-891/319 BOT CHORD 2-11=-701/859, 9-11=-736/598, 3-11=-602/587, 8-9= 200/460, 6-8=-951751 WEBS 4-9=-9791716,4-8=-506/972, 5-8=-530/513 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40D; eave=5ft; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10. Interior(1) 15-9-10 to 25-0-6, Exterior(2) 25-0-6 to 29-0-0 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 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 8341b uplift at joint 9 and 3341b uplift at joint 6. Joaquin Velez PE No.68182 MTekUSA, Inc. FL Celt 66U 6904 Parke East Bind. Tampa FL 33610 Date: March 16,2020 O WARNING -Verlydesi p.rsM1f...rd BEAD NOTES ON TNNS AND INCLUDED MNTEKREFERANCEPAGEMP-747Srev. f00140ISBEFOREUSE Design void for use only with MRek® connector. This design a based only upon parameters shown, and Is for an IntlNldual bullding component. not �� a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate Mls tlesign into the overall building design. Bracing lndicatedbb prevent buckling of individual truss web and/or chord members only. 'affenaltempomry ontl permanent bmcing MOW is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage. delivery, erection and bracing of trusses and truss systems. weAWSl7rpll Quality Cmedu, DSB49 and SCSI Building Component 69N Parke East Blvd. Safety Infofmdkarxrvallable from hues Plate Institute. 218 N. Lee Street. Sulfa 312, Alexandra. VA 22314. Tampa, FL 33810 Job Truss Tess Type Oty Ply LOT 17/5 WATERSTONE T79701658 2291545 B11 GABLE 1 1 Job Reference (optional) oull0am f-us bourne tram, idly, rL{, ram Illy, r,-wooer SO = 3x8 O a 5x8 11 6.00 12 7 3x6 4 a 20 11 6 0 70 2x4 11 26 2x4 it 2x4 II 5 x4 II yusI 11 5x6 2x4 = 4 41 0P 3 2 Vl2 43 442x411452x4 II 244x10 MT20HS= x8 2x4 3x6 4 22 21 20 19 16 17 16 23 2x4 11 2X4 11 2x4 11 2x4 11 5n8 1.5.8 $TP= axe = 2x4 II 2x4 11 421.5xe STP = 13 \14]6 d v d N Seale: 3/16-=1' LOADING (psf) SPACING- 2-" Cat. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DO L 1.25 TC 0.89 VerI LL) 0.26 24-37 >370 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Ven(CT) -0.51 15-40 >465 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.84 Horz(CT) 0.10 13 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 215 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-22: 2x6 SP No.2 3-9-13 oc bracing: 2-24 WEBS 2x4 SP No.3 7-2-2 oc bracing: 13-15. OTHERS 2x4 SP No.3 6-" oc bracing: 22-24 WEBS 1 Row at midpt 7-22 JOINTS 1 Brace at Jt(s): 25, 28, 29, 31, 33, 34 REACTIONS. (size) 2=0-3-8, 22=0-8-0, 13=0-8-0 Max Hom 2=314(LC 9) Max Uplift 2=-614(LC 10), 22=-365(LC 10). 13=-536(LC 10) Max Grav 2=604(LC 1), 22=746(LC 1), 13=949(LC 16) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-112211498, 3-4=-688/472, 4-5=-638/528, 5-6=-609/525, 6-7=-375/655, 9-10=-1234/10D7,10-11=-1201/943,11-12=-1246/930,12-13=-1365/913 BOT CHORD 2-24=-1238/1059,22-24=-289/564,24-27=-196/299,6-27=-175/286,21-22=-158/502, 20-21=-158/502;19-20=-158/502, 18-19=-158/502, 17-18=-158/502,16-17=-158/502, 15-16=-158/502,13-15— 577/1142 WEBS 15-32=-449/407, 12-32=-472/395, 20-33= 219/480, 7-33=-201/468, 18-34=-329/147, 9-34=241/166,7-9=-641/683,22-26=-760/167, 7-26— 832/213, 9-30=-548/1080, 30-31=-50PJ923,15-31=481/929,3-29=-677/1129,28-29=-677/1129,27-28=-677/1129 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; hl5ft; B=451t; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MAFRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 7-10-6, Extedor(2) 7-10-6 to 15-10-0. Interior(1) 15-10-0 to 25-0-6, Exterior(2) 25-0-6 to 29-0-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUrPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 614111 uplift at joint 2, 365 lb uplift at joint 22 and 536 Ib uplift at joint 13. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 18 It, up at 1-0-0, 10 lb down and 16 lb up at 3-0-0, and 10 Ib down and 16 lb up at 5-0-0, and 10 lb down and 16 Ito up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ® WARNING-Verlrydeslae Parameters 4ndREAU NOTES ON MIS AND UJCLUGED MrEKREFERANCEPAGEM614)axev. 1WAV2ar56EFONEUSE on page Design valid for use only with Mmek® connectors. Th6 design k lased only upon parameters shown. and Is far an Individual WIding component, not a buss system. Before use. the bulldina deslaner must verity the ODDllcabPSy of deslan parameters and properly Incorporate ins desimn Into the overall Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 :Han and bracing of trusses and truss systems, seemskt 11 duality DM4ob, D3549 and aC91 bnahp Component 6904 Parke East aNa. Truss Plate Institute. 218 N. Lee Streat. Suite 312. Alexandria. VA 22314, 1 Temp., FL 33610 Job Truss Truss Type Ply LOT 1715 WATERSTONE T79701658 2291545 611 GABLE 1 1 1 Job Reference o ional Builders RrsfSource (Plard City, FL), Plana City, FL - 33567, 8.240 a Mar 9 2020 MiTek Industries, Inc. Man Mar 1614:57:09 2D20 Page 2 ID:193DGW BBp%31RI87wOm7kz57ad-jTyTN23_Fg71Na2HgBv0bKfVkwGOd9mGWfF=KDe LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-15 -54, 8-14=-54, 24-35=-20, 22-23=-20, 22-38=-20 Concentrated Loads (lb) Vert: 43=-10(F) 44=-9(F) 45=-9(F) 46= 9(F) 0 WARNING. Vedty Jeslgnparemetersend READNOTES ON TNLSAND /NCLUDEDMITEKREFERANCEPAGEN674M rev. 10a3010156EFORE USE. Design volid for use onlywith MDek0 connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building designer must verity the cppllcobillty, of design parameters and properly Incorporate Ns design Into the overall building design. Bracing indicated is to budding IndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stobllily and to prevent collapse with pos4ble personal Injury and property damage. For general guWonce regarding the fabrication. storage, dellvery, erection and loading of busses and truss systems, seeANSUIPIt Cuo@r CMinM. 0111669 and SCSI Buldhp Component Bads Parke East Blvd. Safety Infoenatiorlovailable from Truss Nate Institure. 218 N. Lee Street Suite 312, Alexandria VA 22314. Temp& FL 33510 Job Truss Truss Type City Ply LOT 17/5 WATERSTONE T79701659 2291545 C1V SPECIAL 6 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Mar 9 2020 MiTek Industries. Inc. Mon Mar 1614:57:10 2020 Scale - 1:7.6 Plate Offsets (X,Y)-- 12:0-0-15,12c l LOADING (psf) SPACING- 2-0-0 Cal. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 VeR(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(CT) 0.00 2 n/a File BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4— 14(LC 1) Max Gmv 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 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=45ft; L=40ft; eave=5ft; Cat. II; Pxp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint 3,181 lb uplift at joint 2 and 141b uplift at joint 4. Joaquin Voted: PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 16,2020 ,AWARNING-Veri1ydesf9a Paramefersenl READNOTES ONTNISANDMCLUDEDM?EKNEFENANCEPAGEM/F74M.re. fON3Q0156EFOREUSE Doslgn valld for use only with MITek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a true system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with Pascale personal Injury and property damage. For general guidance regarding me radicalstorage, delivery, erection and bracing of trusses and truss systems. seeANSIrTPII Cupmsr CAMM, DSBL9 and BG91 Burning CompgmM SDbly hllortnaNergvoJoble from Trusts, Plate Institute, 218 N. Lea Sheet 690a Parke East Blvd. Tampa, FL 33610 Suite 312, Alexondrlo, VA 22314, Job Truss Tnus Type Pl T19701660 2291545 C3V SPECIAL r Builders FirslSource (Plant City, FL), Plant City, FL- 33567. , U 24U s Mar Is 2020 MI I ers mousmes, ma. an mar 1 p I e:aso I I auzu rage I ID:193OGWBBpX3jR187nOm7kz5lad-gr3D604JWs4jy5rz9iic rggzlehk7BSDa_47wKDc -11 0 2-11.4 1440 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7,0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress lncr YES W B 0.00 Horz(CT) 0.00 3 We Iva BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10). 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. 11; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571b uplift at joint 3 and 149 lb uplift at joint 2. Joaquin Voltz PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNWO-1 lly desf9n pai mef..rd READ NOTES ON THIS AND INCLUDED MOEK REFERANCE PAGE Mo-74Td sex. I&XV2015 BEFORE USE. Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for an IndMidual bulltling component, not a fruss system. Before use. the building designer must verify the oppllcablltly of design parameters and properly Incorporate this de9gn Into the overall bulltling design. Tracing indicated is buckling Individual truss Addlllonal temporary and permanent among MiTek' to prevent of web and/or Chord members only. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regartling the 69N Parke East BNd. tobrlcatlon storage, delivery, erection and bracing of busses and true systems. saeAft ll Quaintly CMeda, DSM9 and BCSI Building Component Tampa, FL 33610 Safety InfomsalbNvallable from Russ Plate Institute, 218 N. We Street, Suite 31Z Alexandria. VA 22314. Job Truss Truss Typo ay Ply LOT 17l5 WATERSTONE T19701661 2291545 C5V SPECIAL 6 1 Job Reference (ootionap Builders Fi stSource (Plant City, FL), Plant City, FL-33567, 8.240 s Mar B zuzu MI I eK Industries, Inc. Mon Mar o 14m7:112020 rage r ID:193OG W BBpX3jR187zeOm7kz57ad-gr3D604J W s4jy5rz9iic_rgmjJaEk7BSDa_g7zaKDc LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL IDOL 1.25 TC 0.47 Ve art 0.05 4-7 >999 240 TCDL 7.0 Lumber 1.25 BC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Gmv 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. Scale - 1:17.8 PLATES GRIP MT20 244/190 Weight: 18 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOI^7.60 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121b uplift at joint 3 and 161 Ib uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 O WARNING -Ver/ry design paremeteraend READ NOTES ON TNISAND INCLUDED arm EKREFERANCEPAGEM14F41Jrev. 1b1311015DEFOREUSE Dedgn volld for use only with Ni connectors. This design Is based only upon parameters snows, and N for an Indlyllml building component, not ��- a hum system. Before use, Me bustling designer muss verity me applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated is to bucWing lndivaual hum Adtlitlonal temporary and bracing Mel( prevent of web and/or chord members only: permanent u always requIred for stabilly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, deWery, erection and bracing of humas and hum systems. seeANSVrpil Quality Cmeda, D5549 and SCSI t1u9dFD Component Tampa, FL 33610 Safety hlfoenattallovallobl6 from Truss Rate halltute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 223314. Truss Truss Type my Ply LOT 17/5 WATERSTONE T19701662 ;Job� D01 Common 2 1 Jab Reference o tional Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Mar 9.2020 MiTek Industries, Inc. Mon Mar 16 14:57:12 i1 Scale =1:36.5 4i6 = 3.6 = 5x8 = 3,6 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumbar DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.47 BC 0.92 WB 0.22 Matrix-MSH DEFL. in Ven(LL) -0.18 Ven(CT) -0.35 Horz(CT) 0.03 (loc) I/defl Ud 8-11 >999 240 8-11 >695 180 6 Na Ne PLATES GRIP MT20 244/190 Weight: 90 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Harz 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Gmv 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1212/867, 3-4=-928/682, 4-5=-92B/682, 5-6=-1212/867 BOTCHORD 2-8=-576/1121, 6-8=-576/1057 WEBS 4-8=-315/587, 5-8=-409/387, 3-8=-408/387 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=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0.7, Exterior(2) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6. Exterior(2) 17-4-6 to 21-4-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6_0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 Ito uplift at joint 2 and 4501b uplift at joint 6. i$ Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 ,&WARNING- Vedfydea15npmanafenend READNOWS ON TN/SAND INCLUDED MIfEKREFERANCEPAGEM67473rev. 111=?015BEFORE USE Design valid for use only with Mnek®connectors. This design Is based only upon parameters shown. and Is for on IntlNlducl building component, not ��- a truss system. Before use, the building designer must verify me applicabllty, of design parameters and properly Incorporate mis design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and buss systems. seeANSVMIi Quality Ciliate, DSB e9 and BCSI Building Component Tampa. FL 33610 Safety Informations llobie from Buss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314, Job Truss Truss Type Ply=17/5WATERSTONE2291545 D03 Hip Girder �Cfty 1 u, am rnsu,ource main wy, 1x4, n.,, 1.1y. r,.-woo,.,..+.._..,...-_........._.............._.., ..._. ..._....._. ._..._... L 5x6 = 46 = 4 5 3x4 = 2x4 II Sx6 = 3xS = 2x4 II 3x4 = Scale =1:37.8 LOADING (psf) 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 Incr NO Code FBC2017/TPI2014 CSI. TC 0.23 BC 0.36 WB 0.14 Matrix-MSH DEFL in (too) Vdefl Ud Vert(L-) 0.05 11 >999 240 Vert(CT) -0.08 10-11 >999 180 Horz(CT) 0.03 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 104 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2— 192(LC 6) Max Uplift 2=-450(LC 8), 7=-450(LC 8) Max Gmv 2=812(LC 1), 7=812(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2,3=-1326/605, 3-4=-1031/530, 4-5=-881/511, 5-6=-1024/526, 6-7=-1325/604 BOT CHORD 2-12=-415/1200, 11-12=-415/1200, 10-11=-242/882, 9-10=414/1147, 7-9=-414/1147 WEBS 3-11=-375/203, 4-11=-72/272,5-10=-69/272, 6-10=-380/204 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; 13=45111; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450111 uplift at joint 7. Joaquin Veloz PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNiL Tampa FL 33610 Date: March 16,2020 O WARNING- Vcdytleslgn peramefenend READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMIF74Ma , UIT"ef5REFOREUSE Dedgn valltl for use only wim MDe'c" nnectors. AB tleslgn Is basetl oNy upon porometers shown, ontl G for an Intlivitlual bulltling component, not ��- a fmss system. BB/ore use, the bulltling tlesignermust verity the appllcoblllN of III gn pmamelers and propetly Inccrpwafethis design into the overall building tlesign. &acing lndcotetl is to pevent bucYJing of lntlivltluolfruss web ontl/or chord members only. Atldlnonal temporary and pennanenf bracing MiTek' fI always .quaetl for stability ontl to prevent--r. se wnh possible personal Injury ontl crop. M tlamago 'orgeneral gultlonee regarding the fool eation, storoga. delivery. erection ontl brocing of t_asand hues systems. seeANSI/m11 Cuon CR. . GStI-0gam tl 6CSI tluldbp Componrrnt 6904 Perko East Blvd. soft inlormatbrwollobie hom imss Plate Imtltute. 21B N. Lae Sheet, Suite 312, Alexondtlp. VA 22 14. Tampa, FL 33610 Job Truss Truss Type OtY Ply LOT 1715 WATERSTONE T19701684 22B1545 E1 SPECIAL 14 1 Job Refarer¢e o lanai Builders FrstScurce (Plant GW FL), Plant City, FL- 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Mon Mar1614:57:14 2020 Pager ID:3xt7Yo6RbYnXO16Sf6gt1)jz4cnz401MIP6BpnSIpYaYgrGJcTILCWhB)dJ u YDJKSzeKDZ 1b 0 1 1-0-00 Scale =1:7.8 (3)- 0.131x3.5. TOENAILS LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.D4 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017[rP12014 Matrix -MP Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 no pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (size) 2=0.8-0, 4=Mechanical Max Harz 2=88(LC 10) Max Uplift 2=-190(LC 10), 4=-11(LC 1) Max Grav 2=158(LC 15), 4=47(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5h; Cat. 11; Exp C; Encl., GCpi=0.18; Ml (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 3-64) tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 2 and 11 Ito uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNWO-Vedfydeslgnpemmerenend READNOTES ON TN/SAND INCLUDED MREKNEFERANCEPAGEUM17473rev. 1t4A ISSEFOFEUSE Design valid for use only with WOO connectors, iris design h owed only upon parameters shown and Is for an Individual bulltling component, not ��- a truss system. Before use. the bulltling de9gner must verey Me appriCablllty of design parameters and properly Incorporate this design Into the overall building design. aacing Indicated Ls to prevent buckling of individual truss web and/or chord members only. ACtlnlonol femporcry and permanent bracing MiTeW Is always required for stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding he fobricatlon storage, delivery. erection and bracing of truces and truss systems, seeANSVrPll Cuallly Cri eda. DSM9 and BCSI MrSdhB Component 69N Parke East Bivd. Safety Informationavollable from Truss Plate Insfil 218 N. Lae Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 2291545 E7V SPECIAL 17 1 =WATERSTONET19701665 Builders HIs15011rce WIM Lary, rty, rram sAry, rL- o4aar, 3.4 2 rD:1930GWBBpX3jRi87wOm7kz5lad4QIMIP6Bp. pYaYgrGJcT1B9WVmxUwuvYDJKSzaKDZ Scale = 1:22.6 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.84 Vert(L-) 0.21 4-7 >405 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a nta BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2— 179(LC 10) Max Gmv 3=200(LC 15). 2=341(LC 15). 4=124(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-"oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; h=15ft; B=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ' 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ito uplift at joint 3 and 179 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart6634 8904 Parka East Blvd. Tampa FL 33610 Date: March 16,2020 O WARNING -VeN/ydesign turemetersend READ NOTES ON MIS AND MCLUDED MREK REFERANCE PAGE N&74Ta rev. 1ae32015 BEFORE USE Dedgn valltl for use only wltn MBek®connectors. me tladBn a basetl only upon parameter shown. ontl Is far an "c'Mcluol bulltling component, not a Vuss system. Betore use. Me bul101nB tleslgner must vetl(y ire applicability of tlaslBn parameters ontl propetly Incorporate this tleaBn Into Me overall Dulltling design. &acing lntllcatetl isMpreventbucWOg of lntlMtlual Vussweb ontl/or chOrtl members only. Atltlitlonal temporary and permanentbmcing MiTek' e always regutred for "ca",ty ontl to prevent collap a wlm possible pe oral Injury ontl props y damage. For General Bultlance regartlin8 he fabrloallo' storage, del", erectlon ontl braclnB of pusses ontl truss systems. seeAN3UIPl1 CUWM Canb. DIrg ontl ICSI eukEhp Comlxanmf 3obry Infomou revoilobl. fiom Truss Plate Institute. 2le N. Lee Street. Sulfa 312. Alexantlrlo, VA 22 14. 690a Parke 3361 BNo. Tampa, FL 33610 Joh Truss Truss Type T7970 1668 2291545 H1 SPECIAL 3City buiiaers rirsmource triarn lay, ry, rmm s.ny, rc-waoq Scale - 1:7.6 Plate Offsets (X 1)- f2.0-2-4 0-0-01 LOADING fast) SPACING- 2-0-0 CSI. DEFL in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.27 Vert(ILL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Verl(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress [nor NO W B 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=80(LC 8) Max Uplift 2=-292(LC 8), 4=-26(LC 13), 3— 8(LC 5) Max Gray 2=223(LC 1), 4=35(LC 8). 3=19(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-4 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.OpsY h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL-.1.60 2) This truss has been designed for a 10.0last 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ib uplift at joint 2, 261b uplift at joint 4 and 8 lb uplift at joint 3. Joaquin VeI9zPE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 AWARNINO- Varovdeslgnpalaradataisru UOWSONTHIS AND INCLUDEDAMwKREFERANCEPAGEMp74Tare 10014Na15BEFOREUSE valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and b for an Individual building component, not Wit a bust system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate ihh design Into the overall building design. Bracing Indicated is to buckling lndMduol truss Chard members only. Adtllflonal temporary and permanent bracing MiTek- prevent of web and/or Is always required for stabliity and to prevent collapse with possible personal Injury and property damage. For general guldcnce regarding the 69N Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Goaltlkyy Criteria, DSB419 and BCSI Su6dlng Component Tampa, FL 33610 Safety Infoenalbrrovollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. ob Truss Type Oty Ply LOT 17/S WATERSTONE T19701667 �22911545 TH7VS SPECIAL 3 i Job Relerence o tonal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, e.24u s Mar s zueu muea Inaunnes, Inc. man mar 10 rq:or:lo 4020 rage I ID:193OG W BBpX3jRIB7nOm7kz57ad-Opt6A57SLP103slaryGlnhuNbVKDLPJ5BNsiPPLzaKDX -1-10.10 5-4-1 9-10-1 1-10-10 5.4-1 4-6-0 Scale - 1:22.1 3x4 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Inor NO WB 0.34 Horz(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 411b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4_ 170(LC 8), 2=-248(LC 8), 5— 163(LC 5) Max Gmv 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293,3-6=-918/685 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=40ft; save=5ft; Cat. 11; 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 pet 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 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1701b uplift at joint 4, 248 lb uplift at joint 2 and 1631b uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 Ito down and 521b up at 1-5-12, 67 lb down and 52 Ib up at 1-5-12, 801b up at 43-11, 80 lb up at 4-3-11, and 50 Ito down and 174 lb up at 7-1-10. and 50 lb down and 174 Ib up at 7-1.10 on top chord, and 23lb 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 71b up at 43-11, and 51 Ib down at 7-1-10, and 51 Ib 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 CASES) 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 (pIf) Vert: 14=-S4, 5-8=-20 Joaquin Velez PE No.68182 MTok USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING- Verity deslanperamefors and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE 14147473 rev. 1114032015 BEFORE USE. Design valid for use only with MIrakS, connectors. This desgn Is based only upon parameters shown. and Is for on InclAdual building component, not ��- a trusssystem. Before use. me bulaing designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design,Bracing Indicated&to prevent buckling of Individual truss web and/or chord members only. Atltllflonal temporary and permanent bracing MiTek' Is olwoys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage. delivery, erection and bracing of fusses and truss systems, seeANSVrPsl Qualltr World. DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Informaf eravoilabie from Truss plate Ins6Me, 218 N. Lee Street. Suite 312, Alexandria VA 22 14. Tampa, FL 33610 Job Truss Type Dry Ply LOT 1715 WATERSTONET19701667 2291545 THNS SPECIAL 3 1 Job Reference p tional Builders FirstSouroe (Plant City, FL), Plant Gity, FL- 33557, tl.e4u s mar a eueu mil ex mausmus, no. moil mar ,o sa:ar: 10 4ucu rays 4 ID:193OGW BBpX3iR187wOm7kz57ad-Opt6A57SLPi03skxyGlnhuNbVKDLPJSBNsiPPLraKDX LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, B=50) 14=23(F=11, 8=11) 16=-11(F=-5, B=5) 1 6=-51 (F=-25, 8=25) Q WARNING-Vedydesf9np4f4mefeneed READ NOTES ON 7N/SANDWCLUGEDMREKREFERANCEPAGEMX74T3nv. IaMJA?erSBEFGREUSE De9gn valid or use only with MReIAD connectors. ibis tlesign Is basetl oNy upon parameters shown, antl "for an IncMdual bulltling component nat �'- a buss system. Betate use. the building tlesigno' must ve* Me oppllcab" of design parameters antl propeAy Incorporate this tlesign Into the overall bulltling design. &acing Intllcbfed b to bucklingg Intllvltlucl fruss memban only. AtltllNanN temporary and permonent bracing MiTek' prevent of web antl/or chord 6 always required lot stablliiy ono to prevent Collapse wIM posslbie personol Inlury and property tlpmage. For general guidance regartling the fobticatlon, storage, delivery. erect.n antl bracing of trusses and buss systems. seeAK8UtP11 Dual11�CrlMdp, G8b-09 m1d BCSI Bu1tlFg Cemppnr al SGf.ty hitosmOlbNvolloble hom Tmsa %ate In,,U. 218 N. Lee Sheet, SWte 312 Nexontlne VA 22314. 6904 Perke Eest BNtl. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION S/4 Center plate on joint unless x y offsets are Indicated. Dimensions are In ff-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0T/1� 1 For 4 x 2 orientation, locate plates 0-'n9' from outside edge of Truss. This symbol Indicates the required direction of slots In connector plates. Plate location detaRs available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots, LATERAL BRACING LOCATION BEARING 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: ANSIrfPll: 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 dimensions shown ffsixteenths (Drawtscale) (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETrERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-236Z 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 ANSIrl-PI T section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 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 or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor 1 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 bullding 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 ANS171PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANS171PI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility, of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSIfTPl 1 Quality Criteria.