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249 Maitland Avenue, Suite 3000 rFDB Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ABBOCIATEB December 23, 2019 Building Department Ref: Adams Homes Lot: Lot 26 Bilk. 2 Subdivision: Fort Pierce - Waterston Address: 8129 Amalfi Cir. Model: 2265 C LHG KA # 19-8493 Truss Company: Builders First Source Date of drawings: 12/16/19 Job No.: 2182580 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, z +p °, TsTy :It7 P.L? J Z AGBrbW Luis Pablo Torres, P.E. • FL. # 87864 'onbc • �� `fie 12/23/20V9 Todd M. Born, P.E. FL. # 82126 FNGIQ+�i1��Iness with a Service Mindset and an Eye for Detail" 4 n-oo-oo 29-08-00 23-00-00 14-00-00 7-00-00 1 0 0 740-00 C1 Ct C3 w m n w m n m oVi o U C3 o0 m ro m m ce m o�p �1 C5 cs E POSETO AND N n a a m_ n 4 4 E n E JH; I TTE 4 E7VB T m � E C H3 E7 OS T0r4 2 0 / EXPOSED TO WIND S / 2 4E m 8-00-00 13-04-00 d d GX 224MD 2-D7-00 12-01-00 4-0D-00 14-0400 57-00-00 SIMPSON CONNECTOR SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYMBOL 0 1 A-11 LUS24 11895 490 1 JLI 3 A HTU26 3600 1555 3w 0 B HTU28 4660 2140 31g 0 C HTU26-2 3600 2175 fto 0 D HTU28.2 4680 3485 JID 0 E HGUS26-2 5320 2165 JIE 0 F HGUS28-2 7460 3235 JIF 0 G HGUS263 5230 2155 J LG 0 H HGUS28-3 7460 3235 J w 0 J !IL 9100 4095 J u 28 3 X 8 NOP P 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 with the design concept of the project and general compliance with the information given in the cortract documents The contractor is responsible for confirming and corelating all quantities and dimen- sions. selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FLORIDA DESIGN SOLUTIONS, INC. Date �� �3 > By Submittal Bo. Project No. At o Eng. Project Name vussv Ni Ouereaaarmuuaoeoranva H,aa3oaRPrlaL fOE rFAatl fIWOU IEga£a IN fmD e1 Po11E0. saorroa rmaumtm mteRc<Inawvmoucarue IMPORTANT cceo vcarzoomc ucr urtaava This Drawing Must Be ApPrevad And vm'im"ovirawrrs�i Returned Before Fabrication Wll rwrta cow rerivuarlamoroaArm rti arrtw cam voloao Begin. For Your Protection Check All "eT°"o"'^OnCaLO'6f Dimensions And Conditions Prior To ApPr^VHI Of Pten. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES A�NOAICENHAVE TCLL: 20 PSF TCLU 40 PSF ISITOED. TCDL- 07 PSF TCDL: 10 PSF By Date_ BCDL 10 PSF BCD". 5 PSF TOTAL 37 PSF TOTAL 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! NOT ATTEMPT TO ERECT GES YATHOUT REFERRING TO ENGINEERING DRAWINGS AND 61 3UMMARYSKIBETS. rERMANENTBRACING MUST BE rLACE PRIOR TO LOADING SES. _ _Be. SNEATRING, G WALL PROR TO FER TO FINAL ENGINEERING IEErS FOR THE FOLLOWING NUMBER OF GIRDER PLIES AND NO BLOM REQUIREMENTS DETAILS (IF REQUIRED) r AND GRAVITY REACTIONS. WARNING Backcharge. VAR Not Be Accepted Regerdlev of Fault WO.W Prior No0ce0on By Customer Within 48 Hour And Investigation By Builders First Scum. NO EXECPTIONS. w General Contractor H Respons0rle .r All Cc..,Uon. Other Then True. to Truss Gable Shear wan. And ROOF PITCH: 912 CEILING PITCH: ON2 TOP CHORD SIZE: 2 X4 BOTTOMCHORDSDE 2X4 OVERHANG LENGTH: Is - END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24' BUMING CODE MC2017 BEARING HEIGHT SCHEDULE U trA Legend S'-0' BEARING 70'-0' BEARING PLAN DATE 2019 REVISIONS: 1. 2. 3. 4. Jklj anq& V MA FrstSaae 4409 Airport Road Plant City. FL 3350 Ph. (813) 30430 Fee(813) 3064301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2182580 - LOT 26/2 WATERSTONE / SLC MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610.4115 Customer Info: Adams Homes Project Name: 2182580 Model: 2265 C Lot/Block: 26/2 Subdivision: Waterstone-St Lucie County Address: 8129 Amalfi Circle,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 39 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 T18913692 A 12/16/19 23 T18913714 D21 12/16/19 2 T18913693 Al 12/16/19 24 T18913715 E7 12/16/19 3 T18913694 A3 12/16/19 25 T18913716 E7V 12/16/19 4 T18913695 A5 12/16/19 26 T18913717 E7VA 12/16/19 5 T18913696 B7C 12/16/19 27 T18913718 E7VB 12/16/19 6 T18913697 B9C 12/16/19 28 T18913719 E7VC 12/16/19 7 T18913698 B11C 12/16/19 29 T18913720 FGC 12/16/19 8 T18913699 B13C 12/16/19 30 T18913721 G 12/16/19 9 T18913700 B15 12/16/19 31 T18913722 G1 12/16/19 A 10 T18913701 B17 12/16/19 32 T18913723 GX 11 T18913702 B19 12/16/19 33 T18913724 ME 12/16/19 ®�( 12/16/19 12 T18913703 B21 12/16/19 34 T18913725 H2 12/16/19 13 T18913704 C1 12/16/19 35 T18913726 H3 12/16/19 14 T18913705 C3 12/16/19 36 T18913727 H4E 12/16/19 15 T18913706 C5 12/16/19 37 T18913728 PB 12/16/19 16 T18913707 D7 12/16/19 38 T18913729 PB1 D9 39 T18913730 R7 12/16/19 12/16/19 17 T18913708 12/16/19 18 T18913709 D11 12/16/19 19 T18913710 D13 12/16/19 20 T18913711 D15 12/16/19 21 T18913712 D17 12/16/19 22 T18913713 D19 12/16/19 The truss drawing(s) referenced above have been prepared by ��oPOU NMiTek USA, Inc. under my direct supervision on the parameters provided by Builders Firsts urce (Plant City, FL)sed No 818 ::* 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 9 STA E O 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 �� O 1 �.� �i .. •••% shown (e.g., loads, supports, dimensions, shapes and design codes), which were included is for SS'/ ,����ON to MiTek ornt TRENCO's fi and was not taken into accouTek's eOrefe reference purpose plect urp seecific only,lnformation custiven omers in the III, preparation of these designs. MiTek or TRENCO has not independently verified the J In Velez PE N .68182 applicability of the design parameters or the designs for any particular building. Before use, M ek USA, Inc. Cert MA the building designer should verify applicability of design parameters and properly 69 Parke Ivd. Tampa Fl. 33610 incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. gat December 16,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type • CRY Ply LOT 26/2 WATERSTONE/SLC T18913692 21825BO A PIGGYBACK BASE TRUSS 4 1 Joh Reference o floral pmiaers NMI ... 1 fsnma 11ty, 1r.1, nwa ury, rL- uuaor, 5x6 = 6.00 12 66 5 26 5x6 i 4 2x4 O \ 3 1.5x8 STP =25 17 m 1 2 54 = 28 29 16 15 0 3x6 = 18 3x4 = 3.6 = 6.8 = Scale=1:81.6 5x6 = 7 5x6 8 2x4 G 9 1.5x8 STP = 27 30 14 1331 32 12 3.8 = 3x6 = 3x4 = LOADING (psf) SPACING- 210-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Gdp DOIL 1.25 TIC0.66 Vert(LL) 0.37 18-21 >281 240 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.28 18-21 >378 180 BCLL 0.0 ' Rep Stress Incr YES We O.fi2 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-18: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=390/0-8-0, 18=1585/0-3-0, 10=1325/0-7-13 Max Hoa 2=-421(LC 8) Max Uplift 2=-460(LC 10). 18=-829(LC 10), 10= 682(LC 10) Max Grav 2=394(LC 19), 18=1738(LC 15), 10=1427(LC 16) FORCES. (lb) -Max. CompJMax. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-360/488, 3-4=-278/422, 4-5=-233/472, 5-6— 1469/1222, 6-7= 1377/1172, 7-8=-1574/1202,8-9= 2330/1438,9-10=-2565/1539 BOT CHORD 2-18=-378/229, 17-18— 1592/664, 4-17=-313/240, 16-17=-64211332, 14-16=-480/1269, 12-14=-907/1751,10-12=-1176/2232 WEBS 3-18=-276/385, 5-17=-1773(742, 5-16=0/258, 6-14=-78/396, 7-14=-203/428, 8-14=-723/537, B-12=-89/487, 9-12=-345/295 3xB = PLATES GRIP MT20 244/190 Weight: 237 lb FT=20% Structural wood sheathing directly applied or 3-6-12 oc pudins. Rigid ceiling directly applied or 4-4-4 ec bracing. 1 Row at midpt 5-17, 6-16, 8-14 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exte6or(2) -14-0 to 2-8-0, Intenor(t) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-8, Inted0r(1) 31-6-8 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearings are assumed to be: , Joint 18 SYP N0.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=lb) 2=460, 18=829, 10-682. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Data: December 16,2019 QWARNNG- yedlydeslynperemeferaend REAONOTESON THIS AND MCLUDED MREKREIFERANCEPAGEMIF74M rev. 1011,3¢e15BEFOREUSE. Design void for use only with Mne'.® connectors. This design Is based only upon parameters shown, and a for an Individual building component, not �'- a truss system. Before use, the buading designer must verify the appllcobllty of dedgn parameters and property Incorporate the design Into Me overall building design. Bracing Indicated is to buckling individual truss web members only. Additional temporary and bracing MiTek' prevent of and/or chord permanent b always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the 69M Parke East BNtl. fabrication. storage, delivery, erection and bracing of tnaves and buss systems. seeANSUfPII Quality Cdfedo, 1381389 and BCSI Building Component Tampa, FL 33610 Safety Nfoanatbnavoilable from Truss Plate Institute. 218 N. We Street, Suite 312, Alexandria, VA 22314, Thus Truss Type ` 1 Ply LOT 2612 WATERSTONE/SLCT18913693 r 82580 Al PIGGYBACK BASE TRUSS 1 1 1 Job Reference (optional) Builders FmtSource (Plam City, FL), Plant City, FL-33567. 6.z4U s Uec b zula MI lex mausrnes,cnc. Man UBC 1b 1UllU2J xU18 6.00 r12 sx8 sr 1 2 17 340 --� 11 5.6 = 5.6 = 6 Scale =1:81.6 LOADING (psQ TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.72 BC 0.82 WB 0.69 Matrix-MSH DEFL Vert(LL) Ved(CT) Horz(CT) in (too) Vdefl Ud 0.34 17-20 >276 240 0.2617-20 >363 160 0.09 9 Na n/a PLATES MT20 MT20HS Weight: 230 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. 3-17: 2x4 SP No.3 WEBS 1 Row at midpt 4-16. 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=327/0-8-0, 17=1624/0-3-8, 9=1350/0-7-8 Max Hoiz 2=421(LC 8) Max Uplift 2= 386(LC 10). 17=-866(LC 10). 9=-685(LC 10) Max Grav 2=330(LC 19), 17=1775(LC 15), 9=1448(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-337/453, 3-4=278/34614-5- 1580/1229, 5-0=-1425/1181, 6-7=-1628/1211. 7-8=-2375(1448, 8-9= 2610/1549 BOT CHORD 16-17=-1779/948, 3-16=478/434, 15-16=664/1475, 13-15=495/1344, 11-13=-916/1795, 9-11=-1185/2273 WEBS 4-16=-1921/899, 4-1S=-30/256, 5-15=-133/323, 5-13=-78/370, 6-13=213/461, 7-13=-718/538, 7-11=-89/478, 8-11=-346/295 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=5.8psf; h=15ft; 6=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 154-2. Exterior(2) 15-4-2 to 31-6-8, Intenor(1) 31-6-8 to 40-M, Extedor(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcugent 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-" tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except 6t=lb) 2=386, 17=866, 9=685. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data; December 16,2019 AWARNING -Vedrydeslgnpammesemsaid READ NOTESONMIS AND INCLUDED MREKREFERANCEPAGE MIL)473rev.14DaQa15BEFORE USE Design valid for use only with MBekO connectors. lhb design b based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity Me appllcobllM/ of Design parameters and property Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPl1 Quaintly criteria, DSO-89 and OCSI Building Component 6904 Palle East Blvd. Safety Informallonavalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandra, VA 22314. Tempe, FL 33610 Job Truss Truss Type " Oty, Ply LOT 26/2 WATERSTONE/SLC T78913694 2182580 A3 PIGGYBACK BASE TRUSS 1 1 Job Reference o tional 13elders Firsi601Jrc9 (Flam City, FL), riam City. FL - Jape/, 0.240 n uac o cv,a vm on Z. i.,M - ,., .......... U ...e.. . ID:6gDIOH2OVegl NkisxoNemzyuULB-dlt2pi87tmUgL87H3Jk3SDW Pv81L5wztvSKeely80Fm 1-4- 7-2-4 1310-6 21-0-0 258-0 31-5l2 37-4-9 42-7-8 -0- -4- 7-2-4 68-2 7-1-10 4-8-0 S&12 5-10-13 5-2-15 1A-B Scale=1:81.6 5x6 = 5x6 = 5 6 6.00 12 Sure 46 G 25 7 4 6x12 MT20HS G 2x4 4i a 1.Sx8 STP = 3 26 910 1q 1.5xBSTP=24 6 O Od 17.1 2 4x6 = 15 27 14 2a 13 29 12 30 11 IN 3X8 = 3x4 = 4.0 = 4x6 = 3.4 = 3x6 = 17 3x6 = 4x6 II 6-10-6 7 4 15.5-9 25-6-0 34-3-0 42-7-8 fi-1P6 0- 4 8.3-5 10-2.7 &7-0 8-4-8 Plate Offsets (X Y)-- [5:0-3-0 0-2-0]T6:03-0 0-2-0] [7:0-3-0 0-3-01 T1TEdge 0-3-81 LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.21 17-20 >401 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.58 13-15 >734 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES We 0.74 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 230 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. 3-17: 2x4 SP No.3, 14-16,12-14: 2x4 SP No.t WEBS 1 Raw at midpt 4-16. 5-13, 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=304/0-8-0, 17=1611103-8. 9=1385/0-7-8 Max Hom 2=421(LC 8) Max Uplift 2- 351(LC 10), 17=-854(LC 10). 9=-699(LC 10) Max Grav 2=307(LC 19), 17=1731(LC 15), 9=1479(LC 16) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/434, 34=-301/295, 4-5=-1764/1340, 5-6=-1492/1215, 6-7- 1703/1249, 7-8=2438/1489,8-9= 2674/1589 BOT CHORD 16-17=-1733/951, 3-16=463/404, 15-16=-768/1698, 13-15=-546/1435, 11-13=-952/1857, 9-11=-1221/2330 WEBS 4-16=-2045/1002, 4-15=-105/315, 5-15=-211/431, 5-13=-77/384, 6-13=-237/512, 7-13=-711/541,7-11=-92/466, B-11=-347/293 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=5.8pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 154-2. Extedor(2) 154-2 to 31-6-9, Interior(1) 31-6-9 to 40-0-0. Extedor(2) 40-0-0 to 44-M zone; porch left exposed;C.0 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearings are assumed to be: , Joint 17 SYP No.2 crushing capacity of 565 psi, Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=351, 17=854, 9=699. Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 ,&WARNING-V dfydagnparame(4n4nCREADNOTESONTNLSAND INCLUDED MREI(REFEsIANCEPAGEA4-7473rev. 100.3,2015 BEFORE USE Design valid far use only wlth Ml connectors, fits design a based only upon parameters shown. and Is for an hdwidual building component, not a buss system. Before use, the bullding designer must verity the appllcobllHy of design parameters and properly Incorporate this Oil Into the overall building design. Bracing lndkated is buckling lndMduol truss members only. Additional temporary and permanent bracing MiTek' to prevent of web and/or chord Is always required for stability and to prevent collapse with possible personal Inlury and prapady damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and hum systems, seeANSVIP11 Quality Cmedo, OSS49 and BCBI Building Component Sably, hformalbnavolloble horn Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. fi904 Parke East Blvd. Tempe, FL East B Truss Truss Type ' Oty Ply UOT26/2WATERSTONE/SLC T16913695 r21;;o AS PIGGYBACK BASE TRUSS 1 1 Job Reference o tional Comers rrrel5ource triam k4ry, rL), nam wy, ram- ooaar, Scale=1:83.2 5x6 = 6.00 FIT 5x6 = 6 6 6x8 i 5xfi 26 7 4 2x4 G 5x6 i 8 d .5xB STP = 27 3 1.5xB STP = 910 Ir 1q 2s 6 7 8 2 3z4 = 16 15 14 28 13 12 29 30 11 cr 0 1 5x6 = 3x4 = 3x6 = 3x8 = 4x6 = 3x4 = axis = 18 3x6 = 3x6 11 LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (lac) I/defl Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ve t LL) -0.21 11-13 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Ved(CT)-0.4211-13 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-18: 2x4 SPNo.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=26610-8-0, 18=1614/0-3-8. 9=1420/0-7-8 Max Harz 2=-421(LC 8) Max Uplift 2=-314(LC 10), 18=-839(LC 10). 9=-715(LC 10) Max Grav 2=270(LC 19). 16=1697(LC 15), 9=1475(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-371/453, 3-4=-1984/1303, 4-S=-1651/1256, 5-6=-1466/1259, 6-7=-1679/1298, 7-8=-2441/1530, 8-9=-2675/1631 BOT CHORD 17-18=-1702/952, 3-17=-1641/988, 14-16=-880/1848, 13-14=-587/1487, 11-13=-992/1866, 9-11=-1258/2329 WEBS 3-16=-804/1654,4-14=-440/355,5-14_ 138/386,5-13=-158/271, 6-13=-257/507, 7-13=-732/536, 7-11=-85/498, 8-11=-342/294 PLATES GRIP MT20 244/190 Weight: 238 lb FT=20% Structural wood sheathing directly applied or 3-5-15 oc pudins. Rigid ceiling directly applied or 4-3-5 oc bracing. 1 Row at midpt 4-14, 5-13, 7-13 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.Spst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4.0 to 2-8-0, Interior(1) 2-8-0 to 154-2, Exterior(2) 15-0-2 to 31-6-9, Intenor(1) 31-6-9 to 40-". Exterior(2) 40-0-0 to 44-0-0 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1o.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 2=314, 18=839, 9=715. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Q WARNING-Vedly Ceslgnperemel4menCREAD NOTES ON MMANDINCLUDWMBEKREFERANCEPAGEM674m.I 1hastsv15BEFOREUSE Design valid for use only wim MBekl) connectors. Ms design a based only upon parameters shown. and Is for an IndMdual leShcng component, not ��- a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall buliding design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brockeg MiTek' Is always required for stab0ity and to prevent collapse wlth pos4ble personal Injury and properly damage. For general guidance regarding the fobre rication, storage, delivery, ecaon and bracing of busses and hues systems, seeANSVfpI1 CMrue uallly Crtle. DSB49 d 11C9lutdhp Compon,nt Satisfy Informalbnovallable from Truss Plate Institute. 218 N. We Sheet, Sulte 312. Alexandria, VA 22314. 6904 Park East lvtl. B e East Tampa, Parke Job Truss 'Oty Ply LOT 262 WATERSTONE/SLCT78913696 2182580 ]T=sType 37C RUSS 1 2 Job Reference o tional 6ruaem Fnstaource trlam city, rL), rlam ury, rL- aapor, Scale = 1:84.6 5x8 = 3x8 = 5x6 = 5x8 = 5x6 = 4x6 = 4x6 = 6.00 12 4 5 24 6 7 25 26 8 9 10 0 I - d WPA�041 IN =0 brqwb�.__ owl - d L_J e 20 79 18 17 16 15 14 11 4x6 = 3x8 _ axe MT20HS= 5x8 =3x8 = 2x4 II 6xB = 3.50 12 1.5x8 STP= 2.4 II 3.4 II 33,94 ]-0a 1356 19-1612 2612 32-SB 3 15 393-3 16eO r ]ao 1 sss 1 au 1 6se 1 6,5_6 11- ss4 1 ]ae 0. 5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.79 Vert(LL) 0.37 17-18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.4817-18 >843 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.72 Horz(CT) 0.13 14 n/a n/a BCDL 10.0 Code FBC2017/71`12014 Matdx-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 _ BOT CHORD WEBS REACTIONS. (lb/size) 11=876/0-8-0, 2=2489/0-8-0, 14=3790/0-3-0 Max Hoe 2=243(LC 8) Max Uplift 11=-474(LC 5), 2=-1401(LC 8), 14= 2120(LC 8) Max Gmv l l=953(LC 14), 2=2872(LC 13), 14=4189(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5753/2689, 3A=-5622/2644, 4-5=-512l/2454, 5-6=-6666/3269, 6-7=-6666/3269, 7-8=-175/271, B-9=-535/798, 9-10=-1856/948, 10-11=-823/565 BOT CHORD 2-20=-2512/5135, 18-20=-3392/6914, 17-18=-339216914, 15-17=-2192/4520, 14-15=-2192/4520,13-14=-1718/1044,8-13=-833/686, 12-13=-986/1874 WEBS 4-20= 760/1998,5-20=-2118/1078,5-18=0/400,5-17=-283/198, 6-17=-795/676, 7-17=-1230/2451,7-15=0/466,7-14=-5333/2635,9-13=-2755/1508, 9-12=-161/394, 10-12=-925/1800 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 482 lb FT=20% Structural wood sheathing directly applied or 4-5-6 oc puriins, except end Verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Raw at midpt 7-14 NOTES- 1) 2-ply truss to be connected together with I Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chards connected as follows: 2x4 - 1 row at 0-9-0 ac. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; h=151t; B=45ft; L=40ft; say"- it; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=474, 2=1401, 14=2120. 12) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 304 lb up at lm Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Bind. Tampa FL 33610 Data: December 16,2019 QWARNING- VeOtydnIgnpammet..dREADNO7E50N TN/SAND INCLUDED MREKREFERANCEPAGEAllu7mrev. ldaY1016DEFOREUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual budding component, not �� a Muss system. Before use. the building anchor must verity the appllcabllity of design parameters and properly Incorporate trus design Into the overall individual web and/or chord members only. Additional temporary and permanent bracing bullding design. Bracing reelected B al tr to buckling MiTek' prevent of Is always required for stability and to prevent collapse witty Dandle personal lnlury and property damage. For general guidance regarding the fabticat on, storage, delivery, erection and bracing of trusses and truss systems, seeANS9m11 CuamCfMdp, DS549 and BC81 Buldhg Component S.w.w r,nn,..,nw..r,vnllnFl<bnm m,ae PInIo IncIM,1a ran u r eo sneer s iko 3t o Al-r!M VA 90. te. ggp4 parka Eazl Blvd. Tampa, FL 33610 Job Truss Tnss Type ' OIY Py LOT 26/2 WATERSTONE / SIC T18913696 2162560 B7C HALF HIP TRUSS 1 2 Job Reference o Banal %Lilders FirslSource(Plant City, FL), Plant City, FL-33567, U.LAuS uec a LOTU Mrlex Irmusmes, ma. Mon Fac a iu:moa mre Fayec ID:6gDIOH2OVegl Nkl sxoNemzyuULB-KeUgw7GPWrkPVhuCfOvPsK-4GA9pRSm7COIA_jy60Fc LOAD CASE(S) Standard 1) Dead +Roof Liver (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4.10=-112(F=-56), 20-21=-20, 14.20=-42(F=22), 12.13=-42(F= 22), 11-12=-42(F= 22) Concentrated Loads (Ib) Vert: 20=-475(F) O WARNING- VerKy design persmefen And READ NO TES ON MIS AND INCLUDED MMSK REFERANCE FA GE UX7473 rev. 14=01S BEFORE USE. Design valid for use only with MmekO connection, this design Is based only upon parameters shown. and Is for an Individual building component, not a how system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ifn design into the overall bulling design. Bracing indicated is to buckling Individual hurt web chord members only. Additlonol temporary and permanent bracing MiTek' prevent of and/or Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 8904 Fake East Blvd. fabrication, storage, delivery, erection and bracing of hussies and huss systems saeANSVlPII Quality Cdtub, D3549 and SCSI lalding Component Temps, FL M610 Safety Infannalbnwailable from Trust Plate Institute. 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Job Truss Truss Type ' _I82580 B9C ]7Qty Half Hip Truss =2612E/SLCT18913697 B; ilders FirsitSourCe(Plant City, FL), Plant City, FL- JJbbf, 0.24u s uec o a ie ran en nmwn,ca, mo. ,i uec I 10.13.30 20 is , aeo ID:6gDIOH2OVeg1 Nk1 sxoNemzyuULB-or2C7TH1 H9sG9rTOC70eOYTIXZUfAtDHRgUjXAy80Fb 1-4- 4-9-0 9.0.0 17-3-7 2&6-2 32-9-6 "N-t1 L.- -4- 4.9-4 4.2-12 831 6-:3 7-&B 6 1 7-6.5 5x6 = 5xB = 5x6 = 3x4 II 5x6 = 4x6 = 18 17 16 15 14 la 46 = 3xB axe MT20HS= 2x4 11 3x8 = 3,,6 = 6x8 = 3.50 112 Scale = 1:84.6 10 1.5x8 STP= 3.4 II LOADING (psf) SPACING- 2-M CSI. DEFL in (lac) Vdetl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.22 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.34 18-21 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.89 Horz(CT) 0.11 13 rya n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 245 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. 7-13: 2x4 SP No.3 WEBS 1 Row at Fill 5-18, 5-14, 6-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=426/0-8-0, 2=1298/0-8-0, 13=1790/0-3-0 Max Hom 2=297(LC 10) Max Uplift 10- 195(LC 7), 2=-636(LC 10), 13=-845(LC 10) Max Grav 10=428(LC 20), 2=1298(LC 1), 13=1790(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2316/1541, 3-4=-2065/1335, 4-5=-1820/12B4, 5.6=-1653/990, 8-9=-534/277, 9-10=-363/305 BOT CHORD 2-18=-1614/2046, 16-18=-1504/2311, 14-16=-1504/2311, 13-14=-985/1636, 12-13=-743/525,7-12=-340/321,11-12=-297/538 WEBS 3-18=-347/379, 4-18=-197/604,5-18=-667/253, 5-16=0/311, 5-14=-752/587, 6-14- 183/610,6-13=-1974/1225,8-12=-787/519,9.11=-271/530 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=5.8psf; h=15tt; B=451t; L=40ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 tc 3-0-$ Extedor(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 42-6-4, Exterior(2) 42-6-4 to 46-6-4 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01ii ) 10=195, 2=636, 13=845. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33616 Date: December 16,2019 Q WARNWO-Verify design jummetereand RaLINOTES ON THISANU INCLUDED MITENREFERANCEPAGE MX7=.x. 10111CaI5BEFORE USE Design valid for use only with Mmelob connectors. This design Is based only upon parameters shown, and Is for an Individual building component, riot a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate fine devgn Into the overall building design. Bracing Additional temporary and bracing MiTek' Indicated is to prevent buckling of lndMdual fri web and/or chord members only. permanent Is always required for stability and to prevent collapse with possible personal lbury and property damage. For general guldonce regarding the Park ri East Eazt Blvd. dng Component storage, deWery, erection and bracing of troves and truss systems seeANSVIPII Cualppyy Cdledo. DSB49 and 1101 Building Safety Informationwollobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandra, VA 22314, Tam ast P a. Job TnLss Truss Type ' Oy Ply LOT 26/2 WATERSTONE/SLID T78913698 2182580 B11C Half Hip Truss 1 1 Job Reference (optional) tpioers rirstsource triam UITY, rL), riamury,rL-44001, 9 1 5x8 = 3x6 = 4 2S 2a 5 5x6 = 3x4 11 6 27 28 7 5x6 = 46 = 8 29 9 M1 4.6 = 19 18 17 30 16 31 15 14 32 13 2x4 II 3x6 = 3z6 = 3x8 = 3x6 = 6x8 = 3x6 = LOADING (pso SPACING- 2-" CSI. DEFL in (loc) Vdefl Lid TOLL 20.0 Plate Grip DOL 1.25 TIC0.65 Ven(LL) 0.17 16-18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.28 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.09 13 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except- 7-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 10=429/0-M. 2=1299/0-", 13=1787/0-3-0 Max Horz 2=351(LC 10) Max Uplift 10=-193(LC 7), 2=-627(LC 10), 13=-855(LC 10) Max Gmv 10=432(LC 20), 2=1372(LC 15), 13=1787(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=-2458/1433, 3-4= 2003/1239, 4-5=-1952/1247, 5-6=-1410/833, 8-9=-394/198, 9-10= 365/302 BOT CHORD 2-19=-1567/2226, 18-19=-1567/2226, 16-18=-1200/1772, 14-16=-1247/1952, 13-14=-828/1393,12-13=-741/529, 7-12=-342/325,11-12= 212/398 WEBS 3-18=-531/421,4-18=-130/444,4-16= 89/397, 5-14=-682/521, 6-14=-222/665, 6-13=-1764/1093,8-12=-610/405, 9-11=-202/410 Scale=1:84.6 10 1.Sx8 STP= 3.50 12 3.4 II PLATES GRIP MT20 244/190 Weight: 2611b FT=20% Structural wood sheathing directly applied or 3-2-15 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-7 oc bracing. 1 Row at midpt 5-14, 6-13 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=5.8pst h=15ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -"-0 to 2-", Intl ior(1) 2-8-0 to 5A-2. Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 42-641, Extedor(2) 42-6-4 to 46-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (It=lb) 10=193, 2=627, 13=855. Joaquin Velez PE No.68182 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 16,2019 Q WARNWG-VeHfydeel9npaM.Ie ..dREADNOMS ON 7NISANDWCLUDEDa1IFEKREFERANCEPAGEM1474n.re.. lato=15BEFORE USE Design valid for use only with Mnekg connectors. This design a based only upon parameters shown, and Is for an IndlAduat building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling individual muss web and/or chord members only.. AddlHonal temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse whin possible pawnor Injury and property damage. For genera? guidance regording the Parka East BNd. Easrk p Component fabrication, storage, delivery, erection and bracing of musses and mms truss systeseeANSIFIN1 Quality creeds, en do, DS"9 d WS! Building Tam t0 a, Safety Infurmatior civallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. P Truss ' Oty Ply LOT 26/2 WATERSTONE/SLCT18913699 ;Job 80 B13C �Typa 1 1 Job Reference (optional) awaers rirssaomw krimn utry, rL), narn,ely, ,-uaaor, ... --..... .. ---.- _.__" - - ID:6gDIOH2OVegl NkismNemzyuULB-117BSkA0AhsPCcsskSHm4s8ziLpIIFX5bOYIFdyBQFl 1- 59-4 13-0-0 19-11-4 26-8-12 33-8-D 39-1-11 46-8-0 .4. 6.9-4 62-12 fi-11-0 6-&8 6.11-4 5-5.17 74-5 Scale=1:86.2 6.00 r12 5xB = 4 28 29 Side = 5xS = 5,6 11 5 30 631 32 33 7 TP = 9 19 17 -- '- 15 -" 14 1a 46 = 2x4 II 3x8 3x6 = 3xB = W = 3x6 = 46 II 4,,13 3.50112 2 ,b ¢]`v LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.68 BC 0.64 WB 0.88 Matrix-MSH DEFL. Vert(LL) Vert(CT) HOR(CT) in (loc) Udell L/d 0.14 10-2.2 >999 240 -0.17 10-22 >924 180 0.07 13 n1a n/a PLATES MT20 Weight: 258 lb GRIP 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 3-5-8 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 53-10 oc bracing. Except: 7-13: 2x4 SP No.3 3-9-0oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-11 REACTIONS. (lb/size) 9=289/0-8-0, 2=1236/0-8-0, 13=2004/0-3-0 Max Horz 2=293(LC 9) Max Uplift 9=-164(LC 10), 2=-642(LC 10). 13=-859(LC 10) Max Grav 9=354(LC 16), 2=1313(LC 15), 13=20D4(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2274/1486, 3-4=-1701/1238, 4-5=-1400/1176, 5-6=-1400/1176, 6-7=-100/548, 7-8=-215/650,8-9=-468/331 BOT CHORD 2-19=-1178/2163, 17-19=-1180/2160, 15-17=-720/1585, 14-15=-309/869, 11-13=-1935/1352,7-11=-544/443,10-11=-140/319,9-10=-169/377 WEBS 3-19=0/271, 3-17=669/529, 4-17=-177/521, 5-15=-395/409, 6-15=-523/851, 11-14=-335/895, 6-11=-1578/1083, 8-11=-937/771, 8-10=-11/324 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=5.8psf; h=15ft; B=45ft; L=4711; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-010341-0, Interior(l) 34-0 to 6-4-13, Exterar(2) 6-4-13 to 19-7-3, Interior(1) 19-7-3 to 27-0-13, Exterior(2) 27-0-13 to 40-3-3, Interior(1) 40-3-3 to 42-0-0. Exterior(2) 42-M to 46-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 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 1001b uplift at Joint(s) except 01=1b) 9=164, 2=642, 13=859. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 QWARNWG- Ycrmydesagnpenneri and READNOTES ON THIS AND INCLUDED NmEKREFERANCE PAGE M/N4Tdrev. lNa IATIS BEFORE USE Design valid for use only with MTak® connectors. This design Is based only upon parameters shown, and Is for on Individual Wilding component, not a truss system. Before use, the building designer must verify me applicabllity, of design parameters and property Incorporate ibis design into the overall building deslgn, Bracing is Additional temporary and bracing MiTek' Indicated to prevent buckling of Individual trussna web and/or chord members only. permanent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabricatkxx storage. delivery, erection and bracing of trusses and truss systems, systems, SeeANSVIPII Quality Cdfede, DS549 and SCSI Building Component 6904 Palle East Blvd. East B Safety 6lforma6anaitute. valiobie from Truss Rate Inst21 a N. Lee Street Suite 312, Alexandra, VA 2231 d.33610 Tampa, FL Job Truss Truss Type ' City Ply LOT 26/2 WATERSTONE/SLD T78913700 2182580 B15 HIPTRUSS 1 1 Job Reference o floral tlunders rues bource trmm t. ry, rL1, ram ury, rL-oaam, o.c.� � ,.�� „��,�,.,,,�• ...�.. ��- .- . .- . --a- . ID:6gDIOH2OVegl NklsxoNemzyuULB-JtMQCGiJ66RwOEssJE9HDFn90AmFE03k1PJWy80Fh 1 4 5-7-6 8.11-0 15-0-0 23-4-0 31-8.0 36-4-12 41-5-0 14.OT &7-6 I 3-3-11 ~ 6-1-0 &40 8-0-0 4842 I 5.0< 6.00 12 5x8 = 5 27 17 3x6 = 6x8 = 5x8 = 5s® _ 6 28 29 30 7 Scale=1:76.5 10 Ib H LOADING (pst) 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/TPI2014 CS1. TC 0.90 BC 0.93 WB 0.48 Matrix-MSH DEFL. in floc) Well Ud Ven(LL) 0.38 17-24 >279 240 Ven(CT) -0.3217-24 >331 180 Horz(CT) 0.06 10 n1a Na PLATES GRIP MT20 244/190 Weight: 2191b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4-17:2x4 SP No.3 WEBS 1 Row at midpt 5-13 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-10-9 REACTIONS. (lb/size) 10=1203/Mechanical, 2=385/0-8-0, 17=1548/0-3-0 Max Horz 2=269(LC 9) Max Uplift 10=-552(LC 10), 2=413(LC 10), 17=-865(LC 10) Max Grav 10=1240(LC 16), 2=388(LC 19), 17=1552(LC 15) FORCES. (Ib) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-269/348, 3-4=-131/263, 4-5=-1336/1040, 5-6=-1829/1499, 6-7=-1829/1499, 7-8=-1762/1327, 8-10=-1891/1453 BOT CHORD 2-17=-357/215, 16-17=.1414/813, 4-16=-1364/841, 13-15=-644/1135, 11-13=-901/1523, 10-11=G135/1599 WEBS 4.15=-539/1217, 5-15=-265/289, 5-13=-567/905, 6-13=-518/54B, 7-13=-259/478, 7-11=-28/338,8-11=-137/276,3-17=-270/355 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8pst h=158; 8=4511; L=40h; eave=58; Cat. II; Exp C; Eri GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 94-2, Extenor(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Extedor(2) 26-0-2 to 41-5-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pounding. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 0.0psf. 6) Bearings are assumed to be: , Joint 17 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except fjt=lb) 10=552, 2=413, 17=665. I6 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: December 16,2019 Q WARNNG-VedrydeslgnpruamMeraeed REAONOMS ON THISANDWCLUOEOM?EKREFERANCEPAGEMI474nmre.. fabYfef56EFORE USE Design volld for use only with Miles& connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual building component, not �� uss a trsystem. Before use, Me building designer must verity the oppliccbmfy of design parameters and property Incorporate this design Into the overall bultding tleslgn. Bracing lndIcated is to buctling Individual muss members only. Addleonal temporary and bracing MiTek- prevent of web and/or chord permanent B always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding ire 6904 Perke East Blvd. fabrication, storage, delivery, erectlon and bracing of trusses and hum systems, seeANSU1P11 Cup�sr Cr9rrdo, OSE49 and IICSI aWdhp Component Tam e FL 33610 Safety s hurnallfnravalloble from Truss Rote Institute. 218 N. Lee Sheet, Suite 312, Alexandda. VA 22314, p . Job Tnrss Thus Type ' city Ply LOT 262 WATERSTONE/SLC T78913701 1 1: !! 10 817 HIPTRUSS 1 1 Job Reference (optional) earners rmnbua,:e Irian wy, rL), rianr wuy,rc-oaaor, ... ..........-. ID:6gDI0H2OVeg1 Nk1 sxoNemzyuULB-StFJ4mDuTcEz33bQQarTiiUmPPYmFVg5XHOnyryy80Fg 1-4- 5-7-6 &11-0 17-0.0 23-0-0 29-8-0 36-1-2 41-5-0 -4.0 5-7.6 &3-10 8-1.0 8-0.0 fi-40 5-3-14 Scale = 1:79.1 5x8 = 2x4 II Sx8 = 6.00 12 5 246 25 26 27 7 3x4 Gx8 i 23 28 a 29 4 2x4 O 4x8 9 3 j 1.5x8 STP=22 ld 17 o 18 14 12 11 10 0 m 2 3x4 = 15 30 31 13 N d 1 3x4 = 34 = 4x6 = 3xB = axis = 3x4 = 8 3x6 = 3x6 = 6.8 = 8.8-0 0. -0 8-1-0 63.0 6-4-6 6-5-2 5.3.14 Plate Offsets (X Y)- f2:0E-0 0-0-61 [4:0-4-0 03d1 [5:0-5-8 0-2-4] 17.0-" 0-2-81 [10:Od-B O-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) 0.38 18-21 >278 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.3218-21 >332 180 BCLL 0.0 ' Rep Stress Incr YES We 0.63 Ho2(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 232 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 4-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=386/0-8-0, 18=1541/0-3-0, 10=1198/MechanimI Max Horz 2=308(LC 9) Max Uplift 2=-413(LC 10), 18=-862(LC 10), 10=-550(LC 10) Max Gray 2=388(LC 19), 18=1573(LC 15), 10=1244(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-6-15 oc bracing. FORCES. (lb) - Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/343,3-4=-174/308, 4-5=-1399/1088, 5-6=-1506/1340, 6-7=-15d6/1340, 7-8=-1668/1283,B-9=-1931/1365, 9-10=-1189/892 BOT CHORD 2-18= 354/211, 17-18=-1455/823, 4-17=-1380/870, 14-16=-663/1195, 12-14=-820/1390, 11-12=-1130/1671 WEBS 4-16=A37/1125, 5-14=-351/579, 6-14=387/407,7-14=-125/287,7-12=-86/361, B-12=353/350,9-11=-1013/1518,3-18=-240/311 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.Bpst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-8-0, Interior(1) 2-8-0 to 11-4-2, Extedor(2) 11-4-2 to 22-7-14, Intedor(1) 22-7-14 to 24-0-2. Extedor(2) 24-0-2 to 35-3-14, Interior(1) 35-3-14 to 37-3-4, Extedor(2) 37-3-4 to 41-3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 18 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Qt=1b) 2=413, 18=862, 10=550. Joaquin Velez PE No.68182 M]Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 QWARNING-Verl/ydeslgnpanmerersend READ NOTES ON TINS AND INCLUDED MmENREFERANCE PAGE UX74M.. IaUs1vI5 BEFORE USE. Deslgn valid for use only With MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullmng component, not ��- a truss system. Before use, the building dedgner must verify the appllcob0ty, of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to budding individual truss McItlonal temporary and bracing MiTek- prevent of web and/or chord members only. permanent Isalwaysraqulredforstabllltyandtopreventcollapsevnthp=ble personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum syslem5 seeANSVIPIt QuOB1y om�m, OSa-0P and 60616WdNp Component69oa Palle East Blvd. Inlomratbmvollobletrom truss Plate Institute, 218 N. Lee Sheet Sulfa 312 Alexandria, VA22314. Tampa, FL W610 Job Truss Truss Type ' city Ply LOT 262 WATERSTONE/SLC T18913702 2182580 B19 HIP TRUSS 1 1 Job Reference a tional t1u aers rlr5tap ace triam ury, rL), rlam wy, rL-abapr, o.cru a Wvu v w1.il 1.5A STP= 1 16 axis = 6xB = 5x8 = 5x6 = 6.00 12 6 22 7 14 27 5x8 = 13 12 3A = 3x6 = LOADING (psl SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d TOLL 20.0 Plate GOP DOL 7.25 TC 0.96 Vert(LL) 0.37 16-19 >282 240 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.2816-19 >380 180 BCLL 0.0 Rep Stress Incr YES W B 0.78 Horz(CT) 0.04 10 Na n/a BCDL IO.D Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepV TOP CHORD 6-7: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* WEBS 4-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 6-13: 2x4 SP No.2 REACTIONS. (lb/size) 2=390/0-8-0, 16=1537/0-M, 10=1199/Mechanical Max Horz 2=349(LC 9) Max Uplift 2=-423(LC 10), 16=-849(LC 10), 10=-552(LC 10) Max Grav 2=393(LC 19), 16=1637(LC 15). 10=1236(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-307/388, 34=-206/354, 4-5=-190/364, 5-6=-1354/1139, 6-7- 1337/1209, 7-8=d533/1227,8-9=-1920/1337,9-10=-1165/886 BOT CHORD 2-16=-399/227, 15-16=-148PJ722, 4-15=-291/215, 14-15=-708/1106, 13-14=-625/1238, 11-13=-1068/1636, 10-11=-214/286 WEBS 5-15=-1536/832, 5-14=0/303, 6-14=-2/257, 6-13=-127/283, 7-13=47/364, 8-13=489/408, 9-11=-859/1374, 3-16=-287/396 Scale = 1:79.1 PLATES GRIP MT20 244/190 Weight: 2301b FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at micipt 5-15, 6-13 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=4.2pst BCDL=5.8pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 134-2, Extedor(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 37-34, Exterior(2) 37-3-4 to 41-34 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) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except Ot=lb) 2=423, 16=849, 10=552. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 16,2019 Q WARNING- V4Nfydcaignparemetersbnd READNOTE50N TN/SANDMCLUDEDMNEKBEPENANCEPAGEMB74mmre 1aiU31015BEF0NEU5E Design valid for use only with Meek& connectors. This design Is bas of only upon parameters shown, and Is for on individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling of lnd[vlduol truss web and/or chord members only.Marano] temporary and bracing MiTek' prevent permanent 13 always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, tlelNery, erection and bracing of trusses and buss system& seeANSURII Quail CIRN1a. DSB49 and SCSI lo9dIng Component 6904 Parke East Blvd. 7 Safely Infoenationovalobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra. VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply LOT 2612 WATERSTONE/SLC T16913703 2182580 B21 HIP TRUSS 1 1 Job Reference o tional ea iaem nrsmoume lnlam Uly, rL), rians sery, rL-JJao I, Scale = 1:80.2 5x6 = Sx6 = 6.00 F12 6 7 4x6 i 5x6 1 525 8 Sx6 i 2x4 O m 9 d 4 26 b 2x4 J 1.5x8 STP= 3 1.Sx8 STP=24 n 0 le d 16 o m 1 2 5x6 = 27 28 15 14 29 13 1230 31 11 l¢ d 3x6 = 3x8 = 3x6 = 3x4 = 3x6 = 17 3x4 = 3z6 = 6x8 = 8-11-0 17-3-8 25-8-0 34&0 4-27-B 8-11-0 8.4-B 8-4-8 8-7-0 8-0-9 Plate Offsets (KY)-- [2:0-6-00-0-61 [4.0.9-0 0-3-01 [6:0-3-00-2-0] V:0-0-0 0-2-01 [8:0-3-00-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) 0.37 17-20 >281 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.2817-20 >378 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.61 Hom(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 235 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-3 oc bracing. 4-17: 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 6-15, 8-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3911"-O, 10=1250/0-7-8, 17=1586/0-3-0 Max Ho¢ 2=405(LC 9) Max Uplift 2=-434(LC 10), 10=-575(LC 10), 17=-860(LC 10) Max Grav 2=395(LC 19). 10=1352(LC 16), 17=1729(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ill or less except when shown. TOP CHORD 2-3=-356/417, 3-4=-269/402, 4-5=-230/412, 5-6=-1470/1212, 6-7=-1379/1179, 7-8=-1577/1208,8-9=2343/1491,9-10=-2573/1613 BOT CHORD 2-17=-384/231, 16-17=-1580lA06, 4-16=-321/245, 15-16=-699/1321, 13-15=-551/1258, 11-13=-1001/1764, 10-11=-1331/2256 WEBS 5-16=-1746/798, 6-13=-92/396,7-13=-204/430, 8-13=-728/560, e-11=-138/497, 9-11=-354/347, 3-17=-281/390 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; 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 2-8-0. Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-9, Interior(1) 31-6-9 to 38-7-8, Extedor(2) 38-7-8 to 42-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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= tO.Opst. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=434, 10=575, 17=860. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 QWARNNG-Verdydeslgnp...Is. antl READ NOTES ON TMSAND INCLUDED ANTEKREFERANCEPAGEN 747arev, I01,340I5BEFORE USE Design valid for use only with MOelde connectors. This design is based only upon parameters shown, and Is for an Indlvldual buflding component, not a truss system. Before use, the building designer must verify Me applicabillty of design parameters and properly Incorporate thb design Into the overall building design. Bracing Indicated is to bucWhg lndf duol truss members Addiflonal temporary and bracing MiTek' prevent of web and/or chord only. permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrkaflan, storage, delivery, erection and bmcNg of hussw and inns systems, seeANSI/1PII Quality World, O5649 ruff BCSI6Wdbp Cpmponml fi9o4 Parke East Blvd. 9abty hdarmalblWvallable from Truss Plate Insfltute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type CityPly LOT 26/2 WATERSTONE/SLD T18913704 2182580 C1 JACK-OPENTRUSS 4 1 Job Reference (optional) Builders RrstSuurce (Plant City, FL), Plant City, FL - 33567, 8.240 s Jae o eU r a mu ex muoseres, rim. Mori Dec IS 0:19:36 2019 rage I ID:6gDIOH2OVegl NklsmNemzyuULB-o2C7TH1 H9sG9rTOC70eOYTSFLIcA4BHRgUjXAy80Fb -0-4-0 0-10-15 1.4-0 0-10-15 LOADING (psf) SPACING- 2110 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Veri(GT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hoa(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=4/Mechanical, 2=159/0-8-0, 4=-16/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-197(LC 10). 4=-16(LC 1) Max Grav 3=22(LC 10), 2=159(LC 15), 4=47(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 19.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Bpsf; h=15h; B=45ft; L=40f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left exposed for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except (jt=1b) 2=197. Joaquin Velez PE No.69162 MiTek USA, Ina. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 16,2019 QWARNING- Veriydslgaparamefemr.d BEAD NOTES ON MISIAND INCLUDED MRIEKNEFEFANCEPAGEMLL74" rev. INAY4e16BEFOREUSE Desrgn valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use. Me building designer must verity the appllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is Additional temporary and permanent bracing MITek- to prevent buckling of Individual muss web and/or chord members only. Is always required for slablllly and to prevent coilopw with possible personal Injury and property damage. For general guidance regarding Me fabAcation, storage, delivery, erection and bracing of trusses and muss systems, seeANBUn'ii Quality CdFMda, D5349 and SCSI Building Component East 6904 Parka East BNtl. Parke Safety Infoonalloncivollobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Nexondra, VA 22314. Tampa, Job Taus Truss Type ' Oty Ply LOT 2612 WATERSTONE / SLC T78913705 2182580 C3 JACK -OPEN TRUSS 4 1 Job Reference p tional Builders FirslSource (Plant City, FL), Plant City, FL-33567, a. ,lu s uec b 2ule MI Iex mauslnes, Inc. mull vec Io iu l=:ui Scale=1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Bdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Hord(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=194/0-8-0, 4=30/Mechanir I Max Holz 2=131(LC 10) Max Uplift 3=-51(LC 10), 2=-155(LC 10) Max Gmv 3=71(LC 15), 2=197(LC 15), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Mill fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=155. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 O WARNING - Verllydeslgaperame(ersaed REAONOTES ON TN/SMDWCLUOEOMREKREFE NCEPAGEM674MMK. I&TUV RIFREFONE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown and b for on individual bull0ing component, not ��- a two system. Before use, the building designer must verity the appllcobillty of desgn parameters and properly Incorporate his design Into me overall building design, Bracing Indicated is to buckling lndMilucl two web and/or chord members only. AdtlMonol temporary and permonent bracing We[( prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69M Parke East Blvd. fabrication, storage, delivery. election antl bracing of trusses and Uua systems seeANSVIPII Qun Cmeda. OBS49 and BCSI Bulli Component Tampa, FL 33610 Safety Infolmatbfgvollobte from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra VA 22314. Job Truss Truss Type City Ply LOT 262 WATERSTONE/SLC T1B913706 2182580 CS JACK -OPEN TRUSS 4 i Jab Reference loptionalf exunders tvrstbource trlara urty, ry, rlam u1sy, IL- Woo(, 3x4 = Scale =1:17.6 LOADING (psf) SPACING- 2-" CSI. DEFL, in (loc) VdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.12 4-7 >494 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.10 4-7 >575 180 BOLL 0.0 ' Rep Stress [nor YES W B 0.00 Hoa(CT) -0.00 3 n/a File BCDL 10.0 Code FBC2017/17PI2014 Matdx-MP Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=111/Mechanical,2=261/0-8-0,4=58/Mechanical Max Hom 2=185(LC 10) Max Uplift 3=-120(LC 10), 2=257(LC 10), 4=-71(LC 10) Max Gmv 3=122(LC 15), 2=261(LC 1), 4=87(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-15 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40N; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except ()t=lb) 3=120, 2=257. Joaquin Velez PE No.66182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Q WARNWG-Vedlydeegnparameteraend REAONOMS ON TN/SANOWCLUOEOMREKREFFAANCEPAGEM/474mmI YOW2015BEFORE USE Design valid for use only with MBekS connector. fits design Is based only upon parameters shown. and Is for an Individual bulldIng component not a truss system. Before use, the building designer must verity Me oppllcobllity, of design parameters and property Incorporate Mb design Into Me overall bulldIng design. Bracing Indicated b m prevent buciting of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fabrication, Owego, delivery, erection and brodng of trusses and truss systems. seeANSU1Pt1 gain CMC61 nb, DSB49 and S6uilding Component Safety Infomsatbno orlabie from Truss Plate Institute, 218 N. Lee Street Suite 31Z Alexandria VA 22 14. Tampa, FL 691M Palle East East Blvd. Truss Tnrss Type Cry Ply LOT 2612 WATERSTONE/SLC�fT78913707 80 F D7 Half Hip Truss t 2 Job Reference (optional) e ueaers I-irstsoume fnam uiry, I-L), Hera Uny, IL - .boot, Scale = 1:74.8 5x8 = 2x4 II 5x6 = 3x4 = 5.6 = 5x6 = 6.00 F172 3 18 19 20 21 422 23 24 25 5 26 27 28 629 30 31 32 T 33 34 35 B 14 36 37 3B 1a 39 40 41 14 42 43 44 " 45 46 47 48 49 50 ' 3x6 = 2.4 11 6x12 MT20HS = 3x4 6x12 MT20HS = 5x6 = 2x4 = LOADING (psQ SPACING- 2-0-0 CS'. DEFL, in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.92 VergLL) 0.64 12 >795 240 TCOL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.78 12-13 >646 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.69 Horz(CT) 0.16 9 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-5,5-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except' 3-13,5-13,6-12,7-11,8-10: 2x4 SP No.2 REACTIONS. (lb/size) 2=2921/0-8-0, 9=2924/0-3-8 Max Hom 2=243(LC 8) Max Uplift 2=-1649(LC 8), 9=-1636(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5846/3186, 3-4=-8024/4517, 4-5=-8054/4547, 5-6=-8900/4992, 6-7=-7935/4456, 7-8=4975/2780,8-9=-2794/1687 BOT CHORD 2-14=-2922/5154, 13-14=-2923/5175, 12-13=-5010/8910, 11-12=-441717887, 10-11=-2843/5065 WEBS 3-14=-33/688, 3-13=-1788/3196, 4-13= 728/723, 5-13=-960/535, 5-12=-239/434, 6-12=-645/1137,6-11=-1184/955,7-11=-1809/3220.7-10=-2195/1556, 8-10=-3066/5492 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 4281b FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 6-0-14 oc bracing. NOTES- 1) 2-plytruss to be connected together with 10d (0.131'xT) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.8psh h=15ft; 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 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load noncdncurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 9 SVP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=1649, 9=1636. ontinued on Dade 2 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 O wANNING-Vvffy4esf9nperemefersenCNEAO NOTES ON TNISAND/NCLUDED MREKNEFENANCEPAGEM674",al IDNYJa15BEFONE USE Design valid for use only with MOeM connectors. This design Is based orry upon parameters shown, and Is far an Individual bulding component, not ��- a truss system. Before use, the building designer must verify the appllcabYBy of design parameters and property incorporate this design Into Me overall building design Bracing Indicated is to prevent buclang of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcoHon, storage, delivery, erection and bracing of busses and muss systems seeANSVIPII Quality CrBub. O4B419 and 1101 Building Component e East Blvd. 6904 ParkeEast0 Safety hramsaNawN. nallable from Truss Plate Institute. 218 Lee Steel. Sulte 312, Alexandria, VA 22314. Tampa, Job Truss Truss Type Oty Ply LOT 2612 WATERSTONE/SLC T1B913707 2182580 D7 Half Hip Truss 1 2 Job Reference o banal Builders FrstSource(Plant City, FL), Plant City, FL-33567, Bz4usuec ti2ms MueKmausmes,mc. monueclblunum zuls ragez ID:6gDIOH2OVegl NO sxoNemzyuUtB-wLK7mRBDBVODgmTM9hOHWVmpx)gocBOBevUvy80F0 NOTES- 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 189 Ib down and 215 to up at 7-0-0, 87 Ib down and 164 Ib up at 9-0-12, 87 lb down and 164 lb up at 11-0-12, 87 Ib dam and 164 lb up at 13-0-12, 87 lb down and 164 Ib up at 15-0-12, 87 Its down and 164 lb up at 17-0-12, 87 lb down and 164 Its up at 19-0-12, 87 lb down and 164 Ib up at 21-0-12, 87 Its dam and 164 Its up at 23-0-12, 87 lb down and 164 Its up at 25-0-12, 87 lb down and 164 Its up at 27-0-12, 87 lb down and 164 lb up at 29-0-12, 87 lb down and 164 Its up at 31-0-12, 87 Ito down and 164 Its up at 33-0-12, 87 lb down and 164 lb up at 35-0-12, 87 Its down and 164 lb up at 37-0-12, and 87 lb down and 164 lb up at 39-0-12, and 87 Ib down and 164 Its up at 41-0-12 on top chord, and 326 Ib dawn and 1421b up at 7-M. 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0-12, 651b down at 21-0-12 , 65 lb down at 23-D-12, 65 lb down at 25-0-12, 65 lb dam at 27-0-12, 65 lb down at 29-0-12, 65 Its down at 31-0-12, 65 Ib down at 33-0-12, 65 lb down at 35-0-12, 65 lb down at 37-0-12, and 65 Its down at 39-0-12, and 65 lb down at 41-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-64, 3-8- 54, 9-15=-20 Concentrated Loads (lb) Vert: 3=-189(B) 5=-87(B) 14=-310(B) 12=40(B) 7=-87(B) 10=40(B) 18=-87(B) 19=-87(B) 21=-87(B) 23=-87(B) 24=-87(B) 25=-87(B) 26=-87(B) 27- 87(B) 28=-87(B) 30=-87(B) 31=-87(B) 32=-87(B) 33=-87(B) 34=-87(B) 35=-87(B) 36=-40(B) 37=-40(B) 38=40(B) 39=-40(B) 40=40(13) 41=-40(B) 42=40(B) 43=-40(B) 44=40(B) 45=40(B) 46=40(B) 47=40(B) 48=40(13) 49=40(B) 50=40(B) ,&WARNING-VergyO slgnpammefenaed NEADNOTES ON TN/SANDINCLUDEDMR KREPENANCEPAGEM674nmv. 1�15BEMREUSE Design valid for use only with MpekD connectors. na design is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to bucMing IndMtlual truss web Additional temporary and bracing M!Tek' prevent of and/or chord members only. permanent Is olways required for stability and to prevent collopse with possible personal Injury and property damage. For general guldonce regarding the 69M Parke East Btxd. fobdcotlon storage, di erection and bracing of trusses and truss systems. seeANSU1P11 Quo" y CdMda, DSB-a9 and SCSI Building Component Safety Informalbnavolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply LOT 2112 WATERSTONE/SLC T78913708 2182580 D9 Half Hip Truss 1 1 Job Reference o tioral widers FrstSOIJIM(rlam Ody, FL), Plam Lary, nL-33567, _0.4eusvec azmamuen omwmes,anc. mart vac ra m: m.m eera 6 Scale=1:74.8 5xB = SxB = Sx6 = Sx8 = 5.6 = 15 14 13 12 11 10 9 3.6 = 3x4 = 4x6 = 3x6 = 5xB = 3x6 = US = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Man YES Code FBC20171TP12014 CSI. TC 1.00 BC 0.97 We 0.64 Matrix-MSH DEFL. in (toe) Well Ud Vert(LL) OA6 12-13 >999 240 Vert(CT) -0.69 12-13 >738 180 Horz(CT) 0.15 9 n/a r/a PLATES GRIP MT20 244/190 Weight: 221 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,7-8: 2x4 Ste M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-13, 5-12, 7-12, 8-10 WEBS 2x4 SP No.3 *Except' 4-13,5-12,7-12,8-10: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1633/0-8-0, 9=155B/0-3-8 Max Hom 2=297(LC 10) Max Uplift 2=-795(LC 10), 9=-720(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2985/1922, 3-4=-2793/1832, 4-5=-3579/2283, 5-6=-3509/2145, 6-7=-3509/2145, 7-8=-2363/1425, 8-9— 1483/1000 BOT CHORD 2-15=-1925/2628, 13-15=-1691/2475, 12-13=-2297/3593, 10-12=-1453/2399 WEBS 3-15=-308/347,4-15=-163/441,4-13=-674/1339, 5-13=-478/420, 6-12=-414/396, 7-12=-794/1274,7-10— 1110/882, 8-10=-1600/2657 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; BCD"=S.Bpsf, h=15f; B=45tt; L=4011; eave=5fk Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2. Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1-12, Exarior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=795, 9=720. Joaquin Velez PE N0.68182 MTak USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 ,&WARNING-Vedrydesign,caremeferseAd READNOTES ON TN/SANOMCLUDEDMUEKNEFENANCEPAGEMO74nmre iGtA1201s BEFOBEUSE Dedgn valid for we only with MBek®connectors. This design Is based only upon parameters shown. and is for on Individual building component not ��- o tnm system. Before sae, the toWOing designer must verify the appllcatellty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indivWual truss web and/or chord members oNy. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance recording the 69M Parke East Blvd. fabrcoWn, storage, delivery, erection and bracing of trusses and buss systems, seeANSf71P11 CuolIB@ysr CMferla, DSB49 card SCSI Building Component Tampa, FL 33610 Safety mformatbdwcllabie from Truss Plate Instlute t, 218 N. We Sheet Suite 312, Alexandra. VA 22314, Truss City Ply LOT 26/2 WATERSTONE/SLC T18913709 ;Job� D11 �Type 1 1 Job Reference (optional) .piiaers MIST ... 1. Inyn Idly, I-L), 1140 x Iy. rl- uJaor, 5x8 = Sx6 = 5x8 = Scale-1:74.8 If, 1,s i[ ,v Sze 3x4 = axe — 3x4 = Sx8 = 3x6 = 2z4 = axe = 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/TPI2014 CSI. TIC 0.96 BC 0.89 We 0.89 Matdx-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (lac) Well L/d -0.32 15-18 >999 240 -0.71 15-18 >709 180 0.12 9 n/a n1a PLATES GRIP MT20 244/190 Weight: 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-12. 7-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1633/0-8-0, 9=1558/0-3-8 Max Horn 2=195(LC 9) Max Uplift 2=-805(LC 10), 9=-710(LC 10) Max Gmv 2=1681(LC 15), 9=1558(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2973/195B, 3-4=-2721/1834, 4-5=-2997/2106, 5-6=-2761/1942, 6-7=-2763/1943, 7-8=-1859/124B, 8-9=-1501/1089 BOT CHORD 2-15=-1745/2729, 13.16=-1445/2455, 12-13=4860/3045, 10-12=-970/1584 WEBS 3-15=-405/427, 4-15=-199/573, 4-13=A88/907, 5-13=-359/365, 5-12=-090/211, 6-12=-464/458,7-12=-866/1469, 7-10=-378/411,8-10=-962/1623 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=151t; B=45h; L=40ft; eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1A-0 to 2-8-0, Intedor(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 30-0-2, Extedor(2) 30-0-2 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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-M wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. e) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11b) 2=805, 9=710. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 A WARNING- Ver/fydaVsm Pemmetere and READN0TES ONTNISANDWCLUDEDMr KREFERANCEPAGEN6747amy. feTY2e15BEF0REUSE Design valid for use only with MBelral connectors. this design Is based only upon parameters shown and Is for on IndMtlual building component, not ��- a muss system. Before use, the bustling designer must verify the appllco siny of design parameters and properly Incorporate this design Into the overall design. Individual frv4 AddlHanol temporary and bracing WOW building Bracing Indicated is to prevent buckling of web and/or chord members only. permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me p Component fabrication, storage, delivery, erection and bracing of trusses and mass systems, seeANSVTPII Quality Criteria. DS549 and BCSI Building Palle East Blvd. Tempo, FL East B Safety kllarmalblvavaltable from Truss Plate InsBtule. 218 N. We Street. Suite 312, Alexandria, VA 22314.33610 Job Tnus Truss Type IOty Ply LOT 26/2 WATERSTONE/SLC T78913710 2182580 1113 Hip Taus 1 1 Job Reference (olAoni s unders Flrsibouroe trlam uty, I-L), ream wy, rL- 9Jbbf, d 6.00 12 5x6 = 9x4 II 5 25 2x4 II 26 6 6x12 MT20HS= 27 287 5xB = B 20 19 "' 14 13 12 it 3x8 _ 5x6 = 2x4 II 2x4 II 5x8 = ads = Scale =1:77.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vell 0.44 16-17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.8416-17 >603 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WS 0.87 HOrz(CT) 0.32 11 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 255111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 5-7: 2x4 SP 11131 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. Except: 4-19,7-13: 2x4 SP No.3, 16-17,15-16: 2x4 SP No.1 10-" oc bracing: 17-19, 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-15, 9-11 17-20: 2x4 SP No.2, 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 2=1651/0-8-0, 11=1576/0-3-8 Max Harz 2=235(LC 9) Max Uplift 2=-791(LC 10), 11=-697(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3032/1896, 3-4=-4104/2692, 4-5=-4048/2744, 5-6=3758/2551, 6-7=-3749/2542, 7-8= 3312/2293, 8-9=-190511363 BOT CHORD 2-20=-167112661, 16-17=-1890/3127, 15-16=-1997/3362, 7-15=-023(502, 11-12=-890/1302 WEBS 3-20=-1345/975,17-20=-1886/3071,3-17=-563/1047,5-17=-749/1324, 5-16=.380/887, 6-16=468/487,7-16=-252/528,12-15=-1010/1780, 8-15=-1385/2294,8-12— 951/608, 9-12=-95/540,9-11— 1853/1307 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2. Exterior(2) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 28-0-2, Extedor(2) 28-0-2 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal 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 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11o) Joaquin Velez PE No.68182 2=791, 11=697. MDek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Q WARNING- VeNrydesignparemeters and BEAD NOTES ON MISANB INCLUDED MREKBEFEBANCEPAGEMIF74" rev. fWAssols BEFOHEUSE Design valid for use only with MRekel connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate the deign Into the overall bvllding design. Brocing Indicated is to buckling Individual truss web and/or chord members only. Atltltilonal temporary and bracing MiTek' prevent of permanent Is always required for stability and to prevent collapse with possible personal injury and property damage, For generol gultlonce regarding the ggp4 Fake East Blvd. fabricatloR storage, delivery, erection and bracing of trusses and truss systems, we iN6V1P11 Quall CIBMo. DS349 and 1101 Building Component Tampa, FL 33610 Safety Nformationan oiloble from Truss Note Institute. 218 N. Lee Street, Suite 312, Nexondea VA 22314. Job Truss Truss Type �y Pl=Refamnce E/SLC T18913711 2182580 D15 Hip Thus 1 Builders Rrsl9ource PlantCity, FL), 1d-0 7-5-9 7;19 Plant lAy, YL- 33567, 11-2-0 15-0-0 8.240 a mac o 2010 muck muuewas, n n. mou Duo , a 10;,3;42 20 m ago , ID:6gDI0H2OVegl Nkl sxoNemzyuULB-tl PTOWLot?dPtmwYZOX2epjK3_VYaay9pbx1 kpy80FV 23-0.0 28-10.0 31-LE 36-9-13 42-3-8 1 :l3 11- 0 &6-7 3-10-0 I &0.0 5.10.0 2-' 0 5-1 5-5-11 Scale = 1:77.7 5.6 _ 6.00 12 5x6 = 2x4 II 5x6 = 5 27 6 28 29 7 30 8 2x4 II axis sxs < 931 26 32 3 n 3w1 II d 0 1.50 STP= 25 18 15 8 ro b 1 2 7x10 = 33 34 17 16 35 36 h d 18 46 = 37 38 11 - 21, 20 3x4 14 13 12 5x6 = 2x4 II 2x4 11 5x8 = 6x8 = 3.6 = 7-5-9 11-2-0 19.7-6 2&10.0 31 91 0 1M9.F Plate Offsets (X Y)-- [3:03-0 03-0] [5:0-3-8 0-2-41 [6.0-3-0 0-3AI [6:0-5-8 0-2-01 rl5'03-0 0-2-12] [18:0-2-12 0-3-41 LOADING (pst) SPACING- 2-M CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.40 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(CT) -0.73 15-17 >694 180 BCLL 0.0 ' Rep Stress Incr YES We 0.88 Horz(CT) 0.31 11 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 261 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-6: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-20,7-13: 2x4 SP No.3, 16-18,11-14: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 18-21: 2x4 SP No.2, 10-11: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 2=1651/0-8-0, 11=1576/0-3-8 Max Horz 2=276(LC 9) Max Uplift 2= 791(LC 10), l l=-697(LC 10) Max Grav 2=1707(LC 15), 11=1599(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 23=-3102/1887, 3-4=-4303/2706, 4-5=4328/2842, 5-6=-3049/2097, 6-7=-2596/1911, 7-8=-2577/1902, 8-9=-1944/1423 BOT CHORD 2-21=-1650/2885, 17-18=-1641/2937, 15-17=-1809/3066, 11-12=-999/1451 WEBS 3-21=1467/960,18-21=-1860/3315,3-18=-610/1116,5-18=-997/1719,5-17=-88/501, 6-15=-656/406, 12-15=-1116/2098,8-15=-1296/2163,e-12=-1284f789,9-12=-24/407, 9-11=-1902/1357 Stmctuml wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-M oc bracing: 13-15 10-M oc bracing: 18-20 1 Row at midpt 6-15, 8-12. 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 2-8-0. Intedor(1) 2-8-0 to 94-2, Extedor(2) 94-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 37-3-14, Interior(l) 37-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 = tO.Opsf. 6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=791, 11=697. Joaquin Valet PE N0.68182 MTek USA, Ike. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33810 Date: December 16,2019 Job Truss Truss Type Illy Ply LOT 2612 WATERSTONE/SLC T78913712 2182580 D17 Hip Truss 1 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 6.00 12 8.240 s Dec 6 2019 MIek Indlnines, Inc. Mon Dec 16 10:19:44 2019 ID:6gDIOH2OVegl NklsxoNemzyuULB-ZNXEpCN2Pct7734wgpZWjEod7oC_2SgSHvO81 5x8 = 2x4 II Sx8 = Battle =1:79.0 22 21 14 13 12 11 3x6 = SKIS = 2x4 11 2x4 II 5x8 = 3xe = LOADING (psf) SPACING- 2-" CSI. DEFL. in (roc) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.55 20 >920 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BID 0.90 Vert(CT) -0.9318-19 >542 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hom(CT) 0.37 11 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 26B lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-6 cc pudins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 4-21,8-13: 2x4 SP No.3, 17-19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or4-0-0 cc bracing. Except: WEBS 2x4 SP No.3'Except' 10-0-0 cc bracing: 19-21, 13-15 10-11: 2x6 SP No.2, 19-22,3-19: 2x4 SP No.2 WEBS 1 Row at midpt 5-18 REACTIONS. ill 2=1659/0-8-0, 11=1583/0-3-8 Max Ho¢ 2=317(LC 9) Max Uplift 2=-787(LC 10), 11=-693(LC 10) Max Gmv 2=1712(LC 15), 11=1602(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3213/1903,3-4=-6438/3758,4-5=-6495/3793,5-6=-2925/1973, 6-7=-2579/1946, 7-8=-2579/1946,8-9=-2486/1773,9-10=-1874/1281, 10-11=-1537/1108 BOT CHORD 2-22- 1697/3039, 18-19=-2282/3951, 16-18=-1412/2688, 15-16=-1223/2219, 8-15=-155/547 WEBS 5-19- 1359/2839,5-18=-1498/1024,6-18=-428/1018,6-16=-168/301, 7-16=-387/428, 8-16=-381/666,9-12=-967t775,10-12=-1022/1637,12-15=-1057/1688, 9-15=-227/789, 3-22=2641/1545,19-22=-2184/3987,3-19_ 1607/2969 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasdi 24mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2.8-0 to 11-1-8, EMerior(2) 11-1-8 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Extedar(2) 24-0-2 to 35-64, Interior(1) 35-6-4 to 38.0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and tomes & MWFRS for reactions shaven; 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 nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 11 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 1001b uplift at joints) except Qt=lb) 2=787, 11=693. Joaquin Velez PE No.66162 MRek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: December 16,2019 O WARNWG-Vedlydslenperametenand READ NOTES ON TISAND INCLUDED NREKREFFAANCEVAGEM/474T3rev. 10TU20158EFOREUSE Design valid for use only with MRelra+ connectors. tins design is based only upon parameters shown, and Is for an Individual building component. not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to buckling individual truss web chord members only. Additional temporary and permanent bracing WOW prevent of and/or u always real for stability and to prevent collapse will, pos9ble personal Injury and property damage. For general gddance regarding the fobrica6on, storage, delivery. erection and bracing of trusses and truss systems, seeAN61HP11 Quality Cmedp, DSB-89 and BC81 Building Component 6904 Parke East Blvd. Safety 0lformafbnavolioble from Trust Rate Ins11Me. 218 N. Lee Sheet Suite 312, Alexcntlrlo. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply LOT 26Y2 WATERSTONE/SLC T78913713 218E580 019 Hip Truss 1 1 Jab Reference o tioruJ qullders FlrstSourm ti-lam LBty, FL), Plane lay, hL- 33567, 1+a- IN 6-8-0 12-3-12 �9 4-o-0 -zI F 5-7-12 F 5z8 G 5 4x12 4 6x12 MT20HS4 4 3 1.5xB STP=25 - 6.00 FIT 26 my 1 2 � Bx14 Mi20H5= 17 d 19 6x12 MT20HS= 2+ 20 3x6 = 5xB = 3x4 = O:C9us Uea o1uIVMI.i,.nwj.V'VO, r r IV. IVI - a0, ID:6gDIDH2OVegl NktsxoNemzyuULB-2Z5cOYOgAw?jDf7EW51GRLroCeanwpbVZAiL8y80FS 27-8-0 2 + 0 3&5.0 42-3-8 e-e 0 z- s-7-o 6 10 8 Scale-1:79.0 5z6 = 5x8 = 2z4 11 6 727 8 28 51,13 C 9 29 5%B +0 — 16 30 31 5 15x12 m s� 7x10 = 14 13 12 11 2x4 11 5x8 = 3xB = LOADING (psf) SPACING- 2.0-0 C51. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.85 19 >597 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.17 19 >432 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES We 0.94 Horz(CT) 0.55 11 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-MSH Weight: 284111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 6-7,1-5: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2'Excepr BOT CHORD Rigid ceiling directly applied or4-4-7 oc bracing. Except: 4-20: 2x4 SP M 31, 16-18: 2x6 SP M 26, 8-13: 2x4 SP No.3 10-0-0 oc bracing: 18-20, 13-15 15-16: 2x4 SP No.1 WEBS 1 Row at midpt 4-17, 5-16 WEBS 2x4 SP No.3 *Except* 3-21,10-11: 2x6 SP No.2, 18-21,4-17,7-16: 2x4 SP No.2 3-18: 2x4 SP No.t REACTIONS. (lb/size) 2=1656/0-8-0, 11=157510-3-8 Max Harz 2=358(LC 9) Max Uplift 2=-788(LC 10), 11=-697(LC 10) Max Gram 2=1680(LC 15). 11=1575(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250111) or less except when shown. TOP CHORD 2-3— 3190/1858, 3-4=-9863/5557, 4-5=-3953/2484, 5-6=-2581/1792, 6-7= 2266/1713, 7-8=-2327/1827,8.9=-2426/1713,9.10=-1872/1245, 10-11= 1511/1078 BOT CHORD 2-21=1681/3069, 20-21=-204/356, 4-18=-1892/3691, 17.18=-4940/9094, 16-17= 2051/3690,15-16=-1102/2023, 8-15=-199/263 WEBS 3-21=-2483/1428,18-21=-1939/3570,3-18=.3280/6047,4-17=-5497/2941, 5-17=-433/1002, 5-16=-1569/1007, 6-16=-3041753,7-16=-136/458,7.15=-374f748, 12-15=-1022/1688,9.15=-207/686,9-12=.907f721,10-12=-977/1632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Bpsh h=15ft; B=45ft; L=40ft; save=5ft; Cat. II; Exp C; Encl., GCpI=0.18: MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 134.2, Extedor(2) 13-4-2 to 33-3-14, Interior(l) 33-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for 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. Joaquin Velez PE No.88182 7) Bearings are assumed to be:, Joint 11 SYP No.2 crushing capacity of 565 psi. MTek USA, Inc. FL Cert 6634 8) Bearing at joint(s) 11 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify 6904 Parka East Blvd. Tampa FL 33610 capacity of beading surface. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (jt=lb) 2=788. 11=697. December 16,2019 O WARNING- Vedyded/9npemmelemand READN0WS ON MSANDINCLUDEDM KBEFERANCEPAGEM674Mmv. IGMt2Ie BEFOREUSE Design valid for use only with MITI connectors. This design Is based only upon parameters shown, and Is for an individual rounding component, not a Mas system. Before use, the bulldlag designer must verity me oppecabiitiy of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to bucNing individual truss web and/or members only. Additional temporary and perrnonent bracing M!Tek' prevent of chord Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 PerYx East Blvd. fabrication, storage, delivery. erection and bracing o1 frusse3 and truss systems, seeANSUIPII Cupp1�. Cdtedo. DSS49 order SCSI Building Component Sooty Infamlalbnav0ilcble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Thus True, Type Oty Ply LOT 26/2 WATERSTONE I SLC T78913714 2182580 1121 HIPTRUSS 1 1 Job Reference (optional) Builders FlrstSoutm (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Indwtnes, Inc. Mon uec 16 10:19:46 20W Paget ID:6gDIDH2OVegl Nkl sxuNemzyuULB-Wmf_DuOlxD7rMNEJODc ofu7nbwOWNFIkDvFtay80FR 1-0- 63-0 1&7-8 21-0.0 25-8-0 28-10-0 35-5-0 42-3-8 Scale = 1:82.7 axe = 8.00 12 5x6 = 19 13 12 11 10 US = 3x6 II 2x4 11 5x8 = US = 7-8 N834.86.0.00 77-00 710.i0 43 Plate Offsets (X Y)-- [3:0-3-00-3-01 [4.0-4-00-3-01 [S:O-3-0 0-2-01 [6:0-3-0 0-2-01 [8:0-3-00-3-01 [14:0-2-4 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.22 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.3914-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Hom(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 266 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 •Except• 3-19,7-12: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 2=271/0-8-0, 19=1598/0-3-0, 10=1339/0-3-8 Max Ho¢ 2=399(LC 9) Max Uplift 2=-281(LC 10), 19=-861(LC 10), 10- 592(LC 10) Max Grav 2=272(LC 19). 19=1669(LC 15), 10=1372(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-360/422, 3-4=-1967/1271, 4-5=-1641/1224, 5-0=-1386/1214, 6-7=-1957/1546, 7.8=-1934/1358,8-9=-1582/1014,9-10=-1309/904 BOT CHORD 18-19=-1673/982, 3-18=-1608/1019, 15-17=-941/1807, 14-15=-666/1392, 7-14=-326/406 WEBS 3-17=-842/1593,4-15=-422/354,5-15=139/465,6-14=-547/883,11-14=-807/1419, 8-14=-98/461, 8-11=-727/582, 9-11=-754/1340 Structural wood sheathing directly applied or 3-6-10 oc puriins, except end verticals. Rigid ceiling directly applied or 4-4-0 oc bracing. Except: 10-0-0 oc bracing: 12-14 1 Row at midpt 4-15, 6-15 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=5.8psf; h=1511 B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2.8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-3.14, Interior(1) 31.3-14 to 38-0-12, Extedor(2) 38-0-12 to 42-0-12 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSV(PI 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 1001b uplift at joint(s) except (jt=lb) 2=281, 19=861, 10=592. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 16,2019 Q WARNING-Vedyy design paremehre end READ NOTES ON THIS AND INCLUDED MNEKREFERANCE PA GE MIP74M rev. reaY2015 BEFORE USE Design valid tot use only with MBek® connectom. ThIs design Is based only upon parameters shown, and Is for an IndNldual building component, not a Muss system. Before use, the building designer must vetlty the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling lndNidual buss members Additional temporary and bracing MIMIC prevent of web and/or chord only. permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding me fabrication, storage, delivery. erection and bracing of trusses and puss systems. weANSVTP1f Qua �y Cd aria, DSS-09 and BCSI Building Component 69U Pella East Blvd. Safety Informalbrtvailoble from Truss Plate Institute. 218 N. We Street, Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Thus Tess Type Oy Ply =WATERSTONEICT76913715 2182580 E7 Jack -Open Truss 34 1 Builders RrstSource (Plant City, FL), - Plant City, Fl - 33567, i 8.240 s Dec 6 2019 MTek Industries, Inc. Mon Dec % 10:19:51 2019 Scale =1:22.6 Plate Offsets (X Y)— f2'0-2-10 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.19 4-7 >436 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 n/a r1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechaniml, 2=336/0-8-0, 4=83/Mechanical Max Horn 2=241(1-C 10) Max Uplift 3=-161(LC 10), 2— 179(LC 10) Max Gmv 3=199(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 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.Bpsf; h=15ft; B=45ft; L=40h; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shaven; 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.Cpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=161, 2=179. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Job Truss Thus Type Oly Ply LOT 28/2 WATERSTONE/SLC T16913716 21 225BO E7V Jack -Open Truss 3 t Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567. Sea LOADING (psf) SPACING- 2-0-0 CSI, TCLL 20.0 Plate Grip DOL. 1.25 TO 0.81 TCDL 7.0 LumberOOL 1.25 BC 0.87 BCLL 0.0 ' Rep Stress Incr YES W S 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=156/Mechanical, 2=336/0-8-0, 4=94/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-146(LC 10), 2=-172(LC 10), 4=-13(LC 10) Max Gray 3=186(LC 15), 2=341(LC 15), 4=119(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. B.24D s Dec 62019 MI eK Inausures, Inc. Mon Cab 16 Scale=1:22.6 DEFL. in (loc) Vdefl LJd PLATES GRIP Vert(LL) 0.27 4-7 >312 240 MT20 244/190 Vert(CT) -0.23 4-7 >364 180 HDR(CT) -0.02 3 n/a rda Weight: 27 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-1-0oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15111; B=45N; L=40N; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 3=146, 2=172. Joaquin Velez PE NO.68182 Ml USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Q WARNWG-Vedfydeslgnpemmefereaed READNOTES ON TN/SANDWCLUDEDMREKREFERANCEPAGEM674Mare.. 169.Y20159EFOREUSE valid for use only with Mnek9 connectors. This design Is based only upon parameters shown. and a for an Individual bulltling component, not Wit a hum system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated Is to buckling lndNldual truss Addllonal temporary and bracing MiTek' prevent of web and/or chord members any, permanent B always required for stobllity and to prevent collapse with possible personal Injury and property damage. For general guldonce regording the 6904 Parke East Blvd.fobricaflon, storage, delivery, erection and bracing of Musstruss Moses and systems. seeµSVrPII Quality CMnla, 03349 and SCSI building ding Compens ast Tempe, F. Satisfy Infomsatiortavallabie from Truss Plate Institute. 218 N, Lee Sheet. Suite 312, Alexandria, VA 22314, Truss Truce Typo cry Ply LOT 2W WATERSTONE/SLC T78913717 r2182580 E7VA Jack -Open Truss 1 1 Job Reference o tional tgmlaers l-mazaa--team ury, FL), rlau, �1q, rL-JJ00I, .-......._... .. _. ..._.. ___._._._.____._ II o nenAFVI IFVAYIeiC!]f.(`.GAF]n l=nA eA,1nl n J 3x4 9 Scale =1:22.6 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) 0.03 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.05 7-10 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 2 WE n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 291b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 oe bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-16/Mechaniml, 2=336/0-8-0, 5=265/Mechanical Max Harz 2=241(LC 10) Max Uplift 4=-20(LC 15), 2=-172(LC 10), 5=-168(LC 10) Max Grav 4=9(LC 10). 2=341(LC 15). 5=31 O(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-- 420/329 BOT CHORD 2-7=-531/401, 6-7=476/349 WEBS 3-6=-483/658 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Spst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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-" wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beadng surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 2=172, 5=168. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Q WARNWO-Verity 4eslgn peramarereenCREADNOlES ONTN/a ANO INCLUDED aIREKREMANDE PA0EM21413 rev. 1W9Y1af56EFORE USE Design valid for use only wim Mnel� connectors. mis tleslgn Is based 0Ny upon parameters'flown, antl Is for an IndMdual building component, not a truss system. Before use, me bu0tling tleslgner mutl verify me appllcablllty of design Porametea antl propetly Incorporate rub tleslgn Into me overpll la dingdesgn.bracinglndlcatodBtopmvambucklingofln.Nlduelfnssswebantl/or MiTek' chordmemb._.my:AtltllSonaltemporaryantlpermanentbracing Is always required for stpbllny on to prevent collapse vnm possible personal Njury and propeM damage. For general guidance regartling me 6904 Parka East BN4. fobricatlon, storage, ci. N rr, e..... ontl brocln8 of musses and truss systems, seeMSl lj Quapry CmMp. OSM9 and SLSI Wltllag Cpmponmf Tampa, FL 33610 Sabty mfarmalW..Robie mom Truss Flat. InsliMe, 2, 8 N. Lee Smeet. Suite312, 1... drlo, VA 22314. Job Truss Truss Type Oty Ply LOT 26/2 WATERSTONE I SLC T1B913718 2182580 E7VB Jack -Open Truss 1 1 Job Reference optional f uliaers rimacuume triam upy, rL), riam s.ny, rL- aJba/, 2 3x4 lb Scare =1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 7 >999 240 MT20 244/190 TCDL 7.0 LuDOL 1.25 mber BC 0.26 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES We 0.23 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 311b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-14 oc bracing. WEBS 2x4 SP No.3 . REACTIONS. (lb/size) 4=89/Mechanical, 2=336/0-M, 5=161/Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-93(LC 10), 2=-172(LC 10), 5=-66(LC 10) Max Grav 4=106(LC 15), 2=341(LC 15). 5=183(LC 15) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2.3=-642/594 BOT CHORD 2-7=816/630, 6-7=-755/564 WEBS 3-6-586/784 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psY h=15ft; B=45fC L=40N; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP ND.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSNTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) 4, 5 except (jt=11b) 2=172. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: December 16,2019 QWARNWG-Vedfydeargnpemmefer4,nJREAD NOTES ON Mrs ANDDICLUDED 011I11FEKREFERANCEPAGEmp7477ne. faWaI15 BEFORE USE. Design valid for use only with MT08 connectors. ihb design h based only upon parameters shown. and Is for an individual building component, not �'- a truss system. Before use, the building designer must veefy the oppllcabllity of design parameters and properly Incorporate tins tleslgn 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 WOW Is always required for stability and to prevent collapse WM possible personal Injury and property damage. For general guidance regarding the 69U Perk, East Blvd. fabrlcp8on, storage, ❑slivery, erection and bracing of trusses and truss systems %e/WSVWII pus mTmO Cn. 05549 and BCSI auadYrp Component Tempe, FL 33610 Sabty tfrfoena6oncivallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria VA 2214. Job Truss Truss Type Dill Ply LOT 26/2 WATERSTONE/SLC T78913719 2182500 E7VC JACK -OPEN TRUSS 1 1 Job Reference o tional Builders RmlSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Dec 1610:19:54 2019 Scale=1:22.6 3x4 3.50 FIT 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/rP12014 CSt. TC 0.48 BC 0.37 WB 0.29 Matrix -MP DEFL. in Ved(LL) -0.04 Vert(CT) -0.08 Horz(CT) -0.02 (too) Vde6 Ud 6-7 >999 240 6-7 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 321b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=112/Mechanical, 2=336/0-8-0, 5=137/Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-118(LC 10), 2=-172(LC 10), 5=-41(LC 10) Max Gray 4=134(LC 15), 2=341(LC 15). 5=155(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-7521766 BOT CHORD 2-7=1007l759, 6-7=-951/6B7 WEBS 3-7=-181/252, 3-6=-6961964 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40fC eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 3.8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at Joint(s) 2 considers parallel to grain value using ANSI7TPI 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 100lb uplift at Joint(s) 5 except (it=lb) 4=118, 2=172. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33619 Date: December 16,2019 A WARNING- Vadlydoelgn Pommelenend NEADNOIESONMIS ANDWCLUDEDMmEKNEFEBANCEPAGEMX74 .J .. 10VIN1015BEFOBEUSE Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown and Is for an IntlNldual building component, not ��- a hors system. Before use, the bulltling designer must verlry Me appllcabliily W design parameters and properly Incorporate this design Into the overall building clesign. BrccNg Indicated fsto prevent buckling of Individual truss web and/or chord members only. AddlHonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance recording Me fabrication, storage. delivery, erection and bracing of husses and buss systems, weANSVTPII GualIISTy Criteria, D35419 smd 5016u9de1p Component 8904 Perko East Blvd. ParkeEast B SaleM Nlonnolbn ,aiioble from Truss Plate Institute, 218 N. We Sheet Suite 312. Amharic, VA 22314.33610 Tampa, Job Truss Truss Typa Oly Ply LOT 26/2 WATERSTONE/$LC T18913720 2182580 FGC Flat Truss 1 2 Job Reference o tional Builders FlrstSourCe (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MTek Industries, Inc. Mon Dec 16 10:19:55 2019 Pagel ID:6gDIOH2OVegl NklsxoNemzyuULB-IVhO6zVscp_FZxm02gcG5gYmgOE0v7Zh4o7bDiZyBOFI 3-&B 7-4-0 3&B I 3-7.8 lot 4x6 = Scale = 1:34.3 LOADING (Pat) 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 FBC2017/TPI2014 CSI. TC 0.29 BC 0.69 We 0.46 Matrix -MP DEFL. In Ven(LL) -0.02 Ven(CT) -0.04 Horz(CT) -0.02 (loc) Vdefl LJd 4-5 >999 240 4-5 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6: 2x4 SP No.1 REACTIONS. (lb/size) 3=185310-8-0, 6=2192/0-3-8 Max Horz 3=-193(LC 8) Max Uplift 3=-470(LC 8), 6=-658(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-2192/658, 2-3=2849/694 BOT CHORD 4-5=-761/2532, 3-4=-76112532 WEBS 2-5=-2882/866, 2-4--558/2421 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4. 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8ps1; h=150; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed fora 10.0 last bosom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=470, 6=658. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1175 lb down and 307 lb up at 1-4-12, and 1170 lb down and 305 lb up at 3-4-12, and 1169 Its down and 305 lb up at 5-4-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3=-54, 5-7=-20 Joaquin Volez PE No.68182 MTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Co finuetl on pace 2 Q WARNING- Verily Eeelgn Pemmehnend BEAD NOTES ON THISAND/NCLUDED MIrEKREFENANCEPAGEUX7473 rev. I&SIO015 BEFORE USE Design valid for use only with Mgek® connectors. fits deslgn Is based only upon parameters shown, end Is for an Individual building component, not �'- a truss system. Before use, me building designer must verify the appllcabllity of design parameters and properly Incorporate mis design Into me overall building dedgn. Bracing indicated is lndMlduol truss Additional temporary and bracing MiTek' to prevent buckling of web and/or chord members ody. permanent Is always required for stability and to prevent collapse wth pccIbie personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSXMII Quo Criteria. DSB49 and SCSI Sulding Component Tampa, FL 33610 21 Safely Infra matbrtavallable from Thus Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314, Job Truss Truss Type Oty Ply LOT 2611 WATERSTONE/SLC T18913720 2182580 FGC Flat Truss 1 2 Job Reference (ap9ona0 Builders FirstSDui (Plant City, FL), Plant UITy, 1F1--33567, e.eau s uec 0 zms ran en inpusnies, inc. man Dev 16 rvau:ao m iu rugu 2 10:6gDIOH2OVeglNklsxoNemzyuULB-IVhO6zVxp_FZ=Q2gcG5gymgOE0v7Zh4o7bDiZy8OF1 LOAD CASE(S) Standard Concentrated Loads (lb) • Vert: 100. ins(B) 11— 1170(B) 12=-1169(B) O WARNING - Vdry de4lgn pa nnathars and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MX74"Mre .. ID111.3,2015BEFORE USE Design valid for use only with MRek® connectors. The design Is based only upon poiometen 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 Incogsoiote this design Into the overall bWDing design. Brocing Indicated k to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing b for INury For the M!Tek' always required stability and to prevent collapse with possible pawnor and properly damage. general guidance regarding fabrication, storage, delivery, erection and bracing of trusses and truss systems. se eANSUIPII Guppy C heft, DS549 and SCSI Building Component Palle East Blvd.p ParkeEast Safety lnfpmm6onavorable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tempe, Job Truss Type Oty Ply LOT 28/2 WATERSTONE/$LC T78913721 2182580 ]7G: Camman Truss B 1 Job Reference (optional) Vullders FlrmlSGUICe tviam City, FL), Trani ury, rL-33b5f, ._ _ ---. - a Scale-1:39.5 Axis = 4 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = IT d LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ved(LL) -0.10 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Hoa(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 102 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.5-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=886/0-8-0, 6=886/0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-468(LC 10), 6=-468(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1405/910, 3-4=-1287/922, 4-5=-1287/922, 5.6=-1405/910 BOT CHORD 2-10=-616/1368, 8-10=-285/852, 6-8=-616/1223 WEBS 4.8= 288/622, 5.8=-354/362,4.10= 288/622, 3.10=.354/362 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=5.8psf; h=15tt; B=45tt; L=40tt; eave=5tt; Cat. II; Exp C; Encl., GCpj=0.18; MW FRS (directional) and C-C Extedor(2) -1.4-0 to 2-8-0, Interior(l) 2-8-0 to 7-0-0, Extedor(2) 7-0-0 to 15-0-0, Interior(1) 15-0-0 to 19.4-0, Exterior(2) 19-4-0 to 234-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=468, 6=468. Joaquin Velez PE No.60182 MRak USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 16,2019 O WARNING •VeNfydmuffm Aeremetara and HEAD NOTES ON THWAND INCLUDED MITEKHEFEHANCEFAGEMe-74]arev. laN3I015 BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullcfhg component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate the design Into the overall bullding design. Bracing Indicated temporary and bracing WOW Is to prevent buckling of individual tmv web and/or chord members onlyy.Additional permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. Fargeneral guidance regarding the dng Component fabrication, storage, delivery, erection and bracing of trusses and hum systems, weANSVTPII Quality Criteria, DSM9 and BC91 Building Parke East Blvd. Tempe, FL East Safety Informationavollabie from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexandra. VA 22314.33610 Jab True Truss Type city Ply LOT 26/2 W ATERSTONE / SLC T18913722 2182580 G1 Common Tress 3 1 Job Reference a tional Builders FirstSource (Plant City, FL), Plant City, FL-33567, M 8.240 s Dec 6 2019 MTek Industries, Inc. Mon Dec 1610:19.57 2019 Pagel ID:6gDIOH2OVeglNktsxoNemzyuUL&MpeXO(CLbWHA3aQxIIZIu IkEbWBMGR4KmSyBOFG 1 _ ___16-2-12 1 21-B-0 Scale - 1:38.8 4x6 = 30 = 3x4 = 3x4 = 3x4 = 3x4 = 6 1t 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 FBC2017frP12014 CS]. TC 0.46 BC 0.57 WB 0.27 Matrix-MSH DEFL. in Verl(LL) -0.12 Ven(CT) -0.21 Horz(CT) -0.03 (loc) Vdefl Ud 7-9 >999 240 7-9 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 4-8-7 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=799/0-4-0, 2=876/0-8-0 Max Horz 6=241(LC 9) Max Uplift 6=-361(LC 10), 2=-466(LC 10) " Max Gmv 6=802(LC 16). 2=881(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1386/921, 3-4=-1275/932, 4-5=-1229/946, 5-6=-1355/935 BOT CHORD 2-9=-626/1205, 7-9= 294/839, 6-7=-647/1310 WEBS 4-7=-309/569, 5-7=-324/383, 4-9=-289/636, 3.9=352/362 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=5.8psf; h=15N; B=4511; L=40N; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) .1-4-0 to 2-8-0, Intedor(1) 2.8.0 to 7-", Extedor(2) 7-0-0 to 15-0-0, Interior(1) 15-" to 17-8-0, Exteriar(2) 17-8-0 to 21-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 5) Bearings are assumed to be: Joint 6 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=361, 2=466. Joaquin Velez PE No.68182 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 A WARNWO-Vadrydaa/mn paramaleraaad READ NOTES ON MIS AND INCLUDED MREKREFENANCEPAGEMIF7473nv.?"310I5eEFOBE USE Design valid for use only with MRek® connectors. This doslgn Is based only upon parameters shown, and Is for on Intllvltlual bulldhg component, not ��- a truss system. Before use, the bulltllnp designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design Bracing Indicated uto prevent bucklingg of Individual huss web and/or chord members only. Additional temporary and permanent brocing WOW Is always required for stability and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the fobn rlcaaastorage, delivery, erection and bracing of trusses and truss systems, seeANQ/IPII Quality Credo.a904 DSB49 and SCSI Building Component Park e East BNd. Tam 6, ParkeEast P33610 Safety mfomralbNvallabie from Truss Flare Institute, 218 N. Lee Steel. Suite 312, Alexandria, VA 22314. Truss Type Oly Ply LOT 26/2 WATERSTONE/SLC T10913723 F1258�0�� Common Truss 1 1 Job Reference (optional) Builders RrslSoarce (Plant City, FL), Plant Ony, FL- 33567, U.M s Uec u Lala m i ea mausmee, Inc. mon uec 1 a 1 u:l=o Lm a 3, 4x6 = "° — 23 22 21 20 19 18 17 16 15 14 '"' 3x4 = Scale =1:41.6 1e 22-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.22 Vert(LL) .0.00 13 n1r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 13 rdr 120 BCLL 0.0 ' Rep Stress Incr YES We 0.09 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 1151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-0 (Ib) - Max Horz 2=253(LC 9) Max Uplift All uplift 100 lb or less at joints) 20, 21, 22, 23, 17, 16, 15, 14 except 2=-152(LC 10), 12=-152(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22. 23, 17. 16,.15, 14, 12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-100/283, 6-7=-105/424, 7-8=-105/424, 8-9=-74/283 WEBS 6-20=139/299, 3-23=-173/293, 6.17=-137/299, 11-14=-172/293 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 7-0-0, Comer(3) 7-0-0 to 15-0-0, Extedor(2) 15-0-0 to 19-4-0, Comer(3) 19-4-0 to 23-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-" oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a °P° Is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used In this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Bonds or other suitable treatment may be used if it does not corrode the plates. It ACO, CBA, or CA-B treated lumber is used, Improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) All bearings are assumed to be SYP No.2 crushing capacity of565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) 20, 21, 22, 23, 17, 16, 15. 14 except (jt=lb) 2=152, 12=152. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Job TnLss Truss Type cry Ply LOT 26/2 WATERSTONE/SLC T78913724 2182580 HIE GABLE 1 1 Job Reference (optional) Builders FirstSourW (Plaid City, FL), Plant City, FL - 33567, 8.2405 Dec 62019 MITek Industries, Inc. Mon Dec 1610: Scale=1:43.9 Sxe = 3x4 = 3x4 = 137A LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/17P12014 CSI. TC 0.49 SC 0.56 WB 0.56 Matrix-MSH DEFL in Vert(LL) 0.19 Vert(CT) 0.16 Horz(CT) 0.02 (too) Vdefl Ud 6-29 >498 240 8-29 >616 180 8 n/a n1a PLATES GRIP MT20 244/190 Weight: 1281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=536/0-3-8, 6=300/0-3-8, 8=899/0-0-8 Max Horz 2=-250(LC B) Max Uplift 2=-363(LC 10). 6=-448(LC 10), 8=-398(LC 10) Max Grant 2=538(LC 19). 6=332(LC 20), 8=899(LC 1) FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-643/517, 3-4=-167/321, 4-5=-59/383, 5-6=-253/630 BOT CHORD 2-12=-364/605, 11-12=-364/605, 6-8=430/214 WEBS 3A2=0/299, 9-11=-175/388, 4-9=0/414, 4-8=-812/0,3-11=-691/438, 5-8— 312A77 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=4.2ps1; BCDL=5.8psY h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interlor(1) 2.8-0 to 8-8-0, Exterior(2) 8-8-0 to 16-8-0, Interior(1)16-8-0 to 18-8-0, Extedor(2) 18-" to 22-8-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVrPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=363, 6=448, 8=398. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 16,2019 Q WARNOIG-V4r/7y Ees/gnparamefem.nd READNOTES ON MSANDWCLUDWMREKREFERANCEPAGEMX74n.e.. 1d 0156EFORE USE. b boxed only upon poran' mown. antl Is loran NtlNltlual bulltllnB component, not Design valltl }orate oNy with Mnek®connecfors. Mils designub` ��- pnu system.Before use, the building designer mustverity the applleabllity of deslBn Paiamefers "and properly Inwrporate IDls tleslgn Info the overall bull0ing design. &acing lntllcafed bta prevent Duckling of lndNltlu011nsss web and/Or cIn members oNy. Addl6onOl temporary and pertnOneni bracing MiTek' Is olways required for d bully antl to prevent collapse with pos9Dle persone, Injury and property damage. For geneiat guidance regoitling the IabtlCatloru storage, tlelNe'y erectlan antl bra ' 0 0/ hussar and fiup systemz seaANSUIP11 GOOB6IIya. Cdt�b, DS84g and a ift Bull ing Cemponent 6904 Parke Eest BNd. 5DOehy inform atb.Oobie hom True Nate,."".. 218 N. Ise Sneet. Sulfa 312. Alexandria. VA 22314. Tem a FL 33610 V Jab Truss Truss Type f— Cry Ply LOT 2612 WATERSTONE I SLC T78913726 2182580 H2 SPECIAL TRUSS 2 1 Job Reference a tional Builders MrsISDerae (Plam City, FL), Plant uty, I-L-33567, o.zqu s vac o m ro ran en nruusums, a m. nw, i ..w i o 6.00 12 dqI Sx8 = Scale =1:43.9 (d 1¢ N 3x4 = 2x4 II 3x4 = 1&7-0 6-74 12.0-0 13.- 21iO &>J 6h12 7 7-e-e a48 Plate onsets (x Y)-- [3 03-0 0-3-0) [6 0-6-0 0-0-fit LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.19 8-18 >498 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.15 8-18 >615 180 BCLL 0.0 ' Rep Stress Mot YES WB 0.62 Horz(CT) 0.02 8 rda rda BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 108 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 6-0-0 no bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=536/0-3-8,6=301/0-3-8,8=898/03-8 Max Horz 2=-250(LC 8) Max Uplift 2=364(LC 10). 6=-449(LC 10), 8=-396(LC 10) Max Grav 2=539(LC 19), 6=333(LC 20). 8=898(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-641/515, 3-4=-167/324, 4-5=-60/386, 5-6=-254/633 BOT CHORD 2-12=361/600, 11-12=-362/596, 6-8=433/214 WEBS 3-12=0/299, 9-11=-178/391,4-9=0/416,4-8=-808/0, 3-11=-685/437, 6-8=-312/478 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.Bpsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.1 S; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-6-0 to 8-8-0, Extedor(2) 8-8-0 to 16-8-0, Inteaor(1) 16-8-0 to 18-8-0, Extedor(2) 18-8-0 to 22-8-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap 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 20.0psf 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) All bearings are assumed to be SYP No.2 crashing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joirl except 0WID) 2=364, 6=449, 6=396. Joaquin Velez PE No.60182 MTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 16,2019 Q WARNING- V4dyydeel9nperemef.I a BREAD NOTES ON THISAND INCLUDED MfrEKBE E"NCEPAGEM/F74TJrev. feDYfOfbeEFONEUSE Design valid for use only with Mfiek®connectors. This design Is based only upon parameters shown, and Is for on hdMdual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this dengn Into me overall building design. Bracing Indicated is to Individual truss Additional temporary and bracing MiTek' prevent buckling of web and/or chord members only. permanent Is always reculred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me Parke East Blvd. East B fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeMSVrPII Quality B ding Component h, D419 and BCSI building Collins, Tempe, FL SaM1p Infoenatlonovallable from Truss Plate Institute, 216 N. Lee Street, Suite 312, Atesondrla, VA 22314. Job Truss was Type Oty Ply LOT 2612 WATERSTONE/SLC T18913726 2182580 H3 MONOPITCHTRUSS 3 1 Jab Reference o tional Builders FlrstSouree (Plant City, FL), Plant Ulcy, 1-1.-33567, a.4au a vac o zvro mi ran inuwu,ea, inc. ";... Do,. Io 10. 3.aga ID:6gDIOH2OVegl Nkl smNemzyuULB-ae3fNOaiPgOiFntSAINVvp7cmITXISyB32YvDyBOFC -1-4-0 4.11-11 7-3-8 4.11-11 2.3-13 Seale=1:23.6 LOADING (PSO SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.65 Ved(LL) 0.33 5-8 >262 240 MT20 244/190 TCDL 7 Lupber DOL 1.25 BC 0.80 Ver(CT) 0.27 5-8 >314 180 0,0 Remncr YES SrssIBCLL W B 0.18 Hom(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Weight: 35 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. Ili 2=34310-3-8, 5=258/0-3-8 Max Hors 2=246(LC 10) Max Uplift 2_ 319(LC 10), 5=-296(LC 10) FORCES. (Ib) -Max. Comp✓Max. Ten. -AIL forces 250 (Ib) or less except when shown. BOT CHORD 2-5=-3891168 WEBS 3-5=262/605 Structural wood sheathing directly applied orb-0-0 oc purlins, except end vedicals. Rigid ceiling directly applied or 5-0-1 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsh h=15ft; B=45ft; L=40ft; save=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 3-1-12, Exterior(2) 3-1-12 to 7-1-12 zone; porch left and right exposed;C-C, for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) except lit=lb) 2=319, 5=296. Joaquin Velez PE No.68182 MRek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 AWARNING-yedtydessIaparemetereend READ NOTES ON MIS AND INCLUDED MREKNEFENINCE PAGE A&I'MMrav, 10,03,2015 BEFORE USE. Design valid for use only with MBek& connectors. This design Is based only upon parameters shown and Is for on Indlvlducl bulleing component, not a buss system. Before use, me building designer must verify the appilcatAlN of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated a to prevent buckling of Individual muss 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 Injury and property damage, For general guidance regarding the East Blvd. ggp4 peke East Bnt fabrication storage. calvary, erection and bracing of trusses and truss systems, seeANSUm1t Quality CtRoda. 03549 and OCSI Building CompoN Tempe, FL Safely Informalkhrxmallobie from Truss Plate Institute. 218 N. Lee Shoot Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply LOT 26/2 WATERSTONE I SLC T1B913727 21825B0 H4E SPECIAL TRUSS 1 1 Jab Reference (optional) Builders FirstSourCe (Plant City, FL), Plant UIIy, FL- 33567, B.24u a Lac u 2u19 MI lax Industries. mc. Mon UeC la 4x6 = Scale. 1:197 9 3x4 = 2z4 II 3x4 = 4.0-0 8-0.0 4.0.0 i 4.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DEL 1.25 TC 0.39 Vert(LL) 0.03 6-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.03 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.07 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 33lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=36810-3.8, 4=368/03-8 Max Hom 2=109(LC 9) Max Uplift 2=-387(LC 10). 4=-387(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-373/804, 3-4=-373/804 BOT CHORD 2-6=-515/292. 4-6=-515/292 WEBS 3-6=-430/181 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or7-9-15 oc bracing. 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.Bpsh h=1511; B=45ft; L=40ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed 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-M wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=387, 4=387. Joaquin Valor PE No.68182 MiTak USA, Inc. FL Cart 66U 6904 Parka East Blvd. Tampa FL 33610 Date: December 16,2019 Q WARNING -Ved/yded9np4remefen end READ NOTES ON TN/SAND INCLUDED MNEKFEFENANCEPAGEMVF7473rev. I"=16BEFOBE USE. Dedgn vaitl /.r use only wlm MReI8 CopnBctpa, this tleslgn Is bosad only upon parameters shown, and a for an IntlMtlUol buIItlNO component not a truss system. Before use, the bulIding tleslgn.' must vs" ma appllcoblllryof tleslgn parameters and properly Incorporate this tleslgn Into me overall building design. &a. l"'T-ceto prevent bu.xIng of lnd Rol truss web and/.'chord members only. Addla.nat temporary and permdn.m"acing MiTek' b always required for sfoblllI and fo prevent collapse with pos4ble personal InJury and propeM damage. For general gultlance regartling the fobrlcatlon, storage. delivery, erection and bracing of trusses and truM systems, seeANSURII DudIty Cat.d.. D..' and aC716uldbp C.Im nanl aabry ll.ble TempeeFLa 336tp1vd. fnlarmalbr ov h.m Trust Plate InstlMe. 21 a N. Lee Street, 6uife 312, Alexandria, VA 22314. Truss Truss Type Cry Ply LOT 26/2 WATERSTONE/SLC T18913728 2580 F PB Piggyback Truss 5 1 Job Reference (optional)_ Builders RrstSource (Plant City, FL), Plant cny, FL-33567, 2x4 = d.L4u a uec d zu a mi iex rnauslnes, Inc. man Uec io M215:152 mm Faye r ID:6gDIOH2OVeglNklsxoNemzyuULB-2rclaMhL988aHgSOkbukSlYxz2YvGgd601o5Rfy80FB 3x4 = 2x4 = Scale -1:9.0 Plate Offsets (X Y)-- f3:0-2-0 Edgel LOADING (psQ SPACING- 2-" CSI. DEFL. in (lot) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(L-) n1a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Veri(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) 0.00 5 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. Allbeadngs4-B-0. (lb) - Max Horz 1=-41(LC 8) Max Uplift All uplift 10011cor less at)oint(s) 1, 2,4 Max Grev All reactions 2501b or less at joints) 1, 5, 2.4 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8.0 oc pur ins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live (cads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCOL=5.BpsY h=15ft; B=45ft; L-40h; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurront 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 1, 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Veloz PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: December 16,2019 Q WARNWG-Vodrydealgnpammehndnd REAONOTES ON WISANOINCLUDED 110IEKREFERANCEPAGEMIL74M... faa'YlOISBEFOREUSE. Design volld for use only with Meok® connectors. This design b based only upon parameters shown, and Is for on IndMaual building component, not ��- afruusystem.Befareuse,the1bu11dln designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding tleslgn, Bracing Indicated Isla prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regartling Me fabrication. storage. delivery, erectlon and bracing of trusses and truss systems, s0eANSVIP11 Quality Criteria, DBH9 and IICSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Sabty btfomralbnavallable from Truss Rate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply LOT266i2 WATERSTONE/SLC T18913729 2182590 PB1 Piggyback Truss 2 1 Job Reference o ional Builders RMISource (Plant City, FL), Plant City, FL - 33567, 8.240 s Oec 8 2019 Mr I ex Inausmes, mc. man uec 1 b tn:2u:ua zur9 regal ID:6gDIOH2OVegl NklsxoNemzyuULB.W1APabzwRGRv_1allPz7E56h5u87H1FeNXe 5y8QFA 2-0-0 2-&0 4-8-0 r 2.0.0 0.6-0 I 2-0-0 2x4 = 2x4 = Scale - 1:9.1 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) we - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(CT) 0.00 5 rVa n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: ll lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.8-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-8-0. (Ib) - Max Hom 1=-37(LC 8) Max Uplift All uplift 100 lb or less at joints) 1, 2, 4 Max Grav All reactions 250 fib or less at joint(s) 1, 5, 2, 4 FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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=S.epsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolm(s) 1, 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 16,2019 ID WARNING-Vedtydeslgnparemeten4ed READ NOTES ON TNISANO INCLUOEO M/IEKREFERANCEPAGEMX74TJrev. fa=015B£FOREUSE Design voila for use only with MOe'.®connectors." tledgn b bosetl only upon parameters shown ono Is far on IntlMdual bulb""' component, not Oa truss system. Be/ore use, Ina bulltling tlesigner must verily Me appllCpblllty of oeslga parpmeten ontl properly Incorporate mis tleslgn Into tha Ovarall F% gtleslgn&acinglntllcptetlistopreventbuckllnppoflntllvloualtrueweEontl/orenortlmamba"only. AotlHlonaltempororyandpermanentbracln8 MiTek' U always requiretl for stpbllliy ontl to prevent collapse wlm possible personal Injury ontl property tlamage. For general Bubance re9ortling ma bbrlCatlon, stprage, delivery, erection ontl braeing a/ trusses an, truss systems, seeANSUIP11 Gu01B8yy CrMM. bSS419 and aLSI Su14MO Componwt SoUfy hfomlaNOlgvallobie from T1uss Plate In"'ule. 218 N. Lee Street, Sulte 312, Aiexantlaa, VA 22314. 6904 Parka East BNtl. Tampa. FL 33610 0 Job Truss Truss Type h_=- Oty Ply LOT 26/2 WATERSTONE / SLC T78913730 21BL25BO21 225BO R7 JACK -OPEN TRUSS 2 1 Jab Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL-33567, 6.e4U a uec 6 Lula ml I ex mammas, inc. men Dec io iv:m:ev am rdgu , ID:6gDlOH2OVeglNklsxoNemzyuULB_Dko72cbNOIW8cmr1WCXSd2Ds75kY0011 HCWYy80F9 -t•10-10 &0.0 &70.1 1-10-10 3.0.0 fi-10.1 i rna - NAILED NAILED NAILED ' -5 Scale=1:22.2 LOADING (psQ SPACING- 2-0-0 CS'. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 5.8 >448 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.51 5-8 >231 ISO BCLL 0.0 ' Rep Stress Incr NO WR 0.82 Hom(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3.4 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=195/Mechanical, 2=443/0-8-0, 5=248/Mechar ical Max Hom 2=240(LC 8) Max Uplift 4_ 195(LC 8), 2=-210(LC 8), 5=-17(LC 5) Max Gmv 4=195(LC 1), 2=443(LC 1), 5=304(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 866/391 BOT CHORD 2-5=-072/859 WEBS 3-5=-871/479 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psi BCDL=5.8psf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. I% Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5 except Gt=11a) 4=195, 2=210. 7) "NAILED" indicates 3-1 Old (0.148'x3') or 2.12d (0.148°x3.25') toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1.4- 54, 5.6=.20 Concentrated Loads (D) Vert: 9=49(F=25, B=25) 10=32(F=16, 8=16) 11- 103(F= 51, B=-51) 12=23(F=12, B=12) 13=10(F=-5, B=-5) 14=-5O(F- 25, B=-25) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 16,2019 Q wAHN/No- Voriytles/gn peremefcu"m BEAD NOTES ONTN/S ANOWCLOpEp MREKN£FERANCE PAGE611N<19rev. saMi40156EFORE USE. Dedgo valld fa use only wlm Maeconnector. lh6 tleslgn Is basetl only upon parameter shown, antl a for an IntlMdual bulltling component, not ��• a buss system. Before use, me bi"RhIa designer must verity Me appllcablllty of design pa..meters antl properly Incolporpte this dadgn Info Me overall bulltling tledg^. Bradnglndicated is to prevent buoklNgg of lndMdu....Aweband/or chord members aNy.Add".naI temporaryontl permanent bracing 6 always rail. ad for cob" antl to prevent collapse wlm posdbie personal Injury and propeM damage. For general gultlance regortling me MiTek' fpbticou., storage, delivery, erection and bracing of busses and truss systems, seeANSI/tP11 Du CMed6, D55 9 and apt 6oldbg Wmponenl 6904 Parka East Blvd. Tempe. FL 33810 5W mlormC6osFvallable ham iruv Plate Institute. 218 N. Lee Sheet Suite 312, Nesanof VA YP314. Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are In 11-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 271e LLt��For;4 x 2 orientation, locate plaes 0-'n91 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details aval7able in MTek 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 AlAn Indicated by symbol shown and/or by Text in the bracing section of the output. Use T or I bracing if Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards ANSWPII: 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 6-4-6 I dimensions shown Inftsixteenths t scale) Il—yl (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-135Z ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPl 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MlTek® All Rights Reserved Miiek 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this trussdesign to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI1TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI7TPI 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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 ANSI/TPI 1 Quality Criteria.