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RE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 Address: N/A Subdivision: City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated 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 I T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 REVIEWED OR 8 T16686484 9 T16686485 grb j2 4/3/2019 4/3/2019 CODE COMPLIANCE 10 T16686486 11 T16686487 j4 j6 4/3/2019 4/3/2019 ST. L,UCIE COUNTY 12 T16686488 j8 4/3/2019 EOCC 13 T16686489 kj8 4/3/2019 FILE COPY The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision `1kt,Utur4j 13Ft� based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter '�`P 'GENg'•Nti��i� F My license renewal date for the state of Florida is February 28, 2021. % Florida COA: 6634 NA 2283.9 1 ' IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the �'0 ' : Ir Z designs comply with ANSItTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were �O: STATE OF :�QJ given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation ;"\�'•. p R t O P • \��� of 14, these designs. MiTek has not independently verified the applicability of the design ths designs for nparticular the shoo veriers oapplicabilityuthese d ati lily of design arameterslandgproperlyerlfeincorporate designsdesigner verify PP tY 9 P into the overall building design per ANSVTPI 1, Chapter 2. Walter P. Finn PE No.22a39 Mlrek USA Inc. R. Cart M 6904 Parka East Blvd. Tampa R.33610 April 03, 2019 naro- 1 of 1 Finn, Walter Job Truss Truss Type ' Oty Ply M71323 s T16686477 M11323 A COMMON 9 1 Job Reference o Tonal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:092019 6 d COO F12 4x5 27 Scale = 1:67.8 17 15 - 14 12 3x6 = 2x3 II 46— 3x8 = 3x6 = 46'— 2x3 IT 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress their YES W B 0.65 Hoa(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 163 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-7 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=136210-8-0, 10=1362/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6---277012152, 6-7= 2770/2152, 7-9=-2771/2031, 9-10=3419/2395 BOT CHORD 2-17= 2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12= 2132/3213 WEBS 6-14=-635/983,7-14=-313/362, 9-14=-689/499, 6-15=-035/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14h; B=521t; L=348; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-13, Interior(1) 2-4-13 to 13-73, Extedor(2) 13-7-3 to 20.4-13, Intenor(1) 20-4-13 to 31-73, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1'.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=832. 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 47 Ito up at 15-M,.and 50 lb down and 471b up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead + Root, Live (balanced): Lumber Increase=1:25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-6=-54, 6-11=S4, 18-21=-20 Concentrated Loads (Ib) Vert: 26=-SO(F) 27=-SO(F) Waiter P. Fran PE 11d11839 BhTek U8A, Inc FL Cad 6684 69W Parke East Blvd. Tampa FL 33810 Date: April 3,2019 O WARNING-Vsdiscf N9aporemefemard READNOrES ON MSMDNCLOD£OMr KREFERANCEPAGEMIF74n-- 10,11UPIe156EFORE USE. Design valid for use only wllnMink®connectors. This design 6 based only upon parameters sho and is for an Individual building component. not ��- a fuss system. Before use. me building designer must verify the appllcobaM of design parameters and properly Incorporate this design Into the overall bWDingdedgn. Bracing Indicated Is to bucklingofindNWual truss Additional temporary and pemenentbracing MTek- prevent web end/or chord members only. Is always required for Marty and to prevent collapse wan pos9ble personal Injury and property damage. For general guidance regarding me fabrica6om storage. delivery. erection antl brocirg of tosses and truss systems. weAN3Um11 Quagy Criteria, Ill end 8C91 building Component 690E Parka Fss1 BNd. Spfety Informalbnovallabie from Toss Rate institute, 218 N. Lee Street Sucre 312 Alexandria. VA 22314, Tampa, FL 33810 Job Tess Thus Type City Ply T16686478 M11323 A5 SPECIAL 9 1' �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:10 2019 Page 1 4.00 12 5x8MT/8HS II Scale =1:59.8 13 12 5x12 = 2x3 11 3x6 = 3x12 � 2.00 12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1813-14 >344 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 1551b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312(0-8-0, 10=1312/0-8-0 Max Hoe 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (Ib) -Max. ComplMax. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-6529/3776, 3-5=-516413538, 5-6=-5209/3667, 6-7=2424/1902, 7-9=-2462/1813, 9-10=-3195/221 O BOT CHORD 2-14>3466/5266, 13-14=-1305/2115, 12-13=-194at2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534,7-13=-237/277, 9-13=-786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34tt; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Interior(1) 20-6A to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 last bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should, verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 10=803. WaltarP. Rmn PE No.22839 WTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data. April 3,2019 QWARN/NG.VeUlydedenparamefersand BEAD NOTES ON TNISANDIBCLUDMMREKREFEBANCEPAGEMX7473mv 1011=015 BEFORE USE. Design valid for use anlyw Mrtek®connectors. Thisdesign bbased only upon parametersshown, and is for an Individual building component not o truss system. Before use, ire building deeGner munverify me applicability of design parametersantl property Incorporate this design Into the overoll building tlesign. BracingIndicated6 to Vosvidual truss Additional temporaryandpermanentbmcing MiTek- preventbudding of web antl/orchordmembersonly.. e always requited tot slablllN and to prevent collapse web "No personal Injury and property damage. For general guidance regarding the fobdcation, storage, deWery, erection and bracing of buses and Muss systems seeAllilsw 1 Cuomo Criteria, DS849 and BCS1 Building Component fi9p4 PaMa East BNd. Safety Informationavoloble from Truss Rate Institute, 218 N. tee Sheet. Suite 312. Alexancirlo, VA 22314. Tampa, FL 33610 Jab Truss Tnss Type City Ply M71323 T16686479 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MiTek Industnes, Inc. Wed Apr 3 10:14:11 2019 6 d 6x10 MT18HS= 4.00 12 5.6 = Sx6 = 2x3 II 3x6 3x12 = 2.00 12 10-6-a tso-0 s- xaa-B 25-t1-1s xa-01 1H-s-a a-s-1x -D- .4 Bain e-o-1 Scale=1:61.9 Plate Offsets (X Y)-- 12:0-1-15 Edael 13.0-3-0 Edgel 15:0-5-0,0-1-131. (7:0-2-7 Edael (9:0-0-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL '20.0 Plate GOP DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.9214-17 >443 240 MTiBHS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.86 Hoa(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight 157 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30'Except' 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-B-0 Max Horz 2_ 169(LC 8) Max Uplift 2=-803(LC 10). 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, B-9=.9199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513,5-14=-1707/2959,5-13=-005/196, 6-13=-179/522, 8-12- 893/660, 8-11=01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52tt; L=34ft; eave=6f : Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-" to 2-4-13, Intedor(t) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. WafterP. Finn PE No22639 M11'ek USA, Inc. FL Ced6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 WARNING-Ver/tyUestgnpavametereand BEADNOTES ON TMSANDMCLUDWMIiEKBEFEBANCEPAGEMIF74Mme MAUV2015BEFOBE USE Design volid for use only with MOek0 connectors. Ina design Is based only upon parameters shown, and Is for an individual building component, not muss M a s system. Before use. e building dedgnar must verify the cppllcclaIty of design parameters end property Incorporate this dedgn Into thin, bWOingdedgn. BracinglndicatedL toprevenlbu ldhigoHodMidualtu webandforc Wdmembemco y. AddiSonaltemporary and permanent bracing MiTek' Is always required for stobiity and to prevent collapse with poslble personal mury and property damage. For general guldonce regarding the fabrication, storage, dal ery, erection and bracing of teases and muss systems. seemSM11 Gue1I1y CMeria. DS349 and SCSI Building Component 69M Parke East Blvd. Safety Informaf orrvailable from Tess Rote Institute, 218 N. Lee Sheet Suite 312 61exandno. VA 22314. Tampa, FL M610 Job Truss Truss Type Ory Ply M71323 T16686480 M11323 A7 SPECIAL 1 1 Job Reference (Optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:12 2019 5x8 .,,err 3x12 � 2.00 12 5x6 = w g 5x12 = 2X3 II 10.63 T-0-0 20-0-8 2L71-15 34.0-0 1ar>•4 i a-5-12 1 6-a-8 i 5aa i o- 3x6 = Scale = 1:60.8 Plate Offsets (X Y)- iLD-1-15 Edr el f4.0-4-00-2-01 V:0-0-2 Edael LOADING (pso SPACING- 2-M CSI. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.34 7 file n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-MS Weight: 1471b FT=O% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312JO-8-0 Max Ho¢ 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (Ib) -Max. Camp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11— 3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9= 1738/2968 WEBS 3-11=-419/443,4-11=-1466/2647,4-10=-812/448,5-10=-205/487,6-10=-785/575, 6-9--0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14ft; 8=52ft; L--34ft; eave=6tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -1-M to 2-0-13, Intedor(7) 2-4-13 to 31-7-3. Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This Muss 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to groin 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 100 lb uplift at loint(s) except 01=11b) 2=803, 7=803. Wafter P. Finn FE No12839 EUTek USA, Inc. FL Ced6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNWG- Vedtydeegnparemeteraend READNOTESONTWSANDMCLUDEDMREKREFEBANCEPAGEMIP74m3 .. IWWO15BEFOREUSE. Design valid for use only with Mee® connectors. INs design Is bored only upon parameters shown. and Is for an Individual building component, not a i system. Before use, the building designer must verily the appikabiity of design parameters and property incorporate this design Into Me overall building design. Bracing Indicated Is to prevent bucIdig of hdMduol truss web and/or chord members only. AOdifianal temporary and permanent bracing MiTek- IsalwaysrequiredforstabilityandtopreventcollapsewithposvblepersonalINuryandproperlydamage. For general gUconce regarding the fabrication, storage, dolvery, erection and bracing of tosses and nuns systems seeAN5U1Pil CuWtls. Cmaib, DSSd9 and SCSI Balding Component 6904 Parke East five.m Safety Infero8orrnoilabie from Tess Plate Ins6nrte, 218 N. Ise Street, Suite 312. Alexontltln VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply �1011323 T76686481 M11323 A8 SPECIAL 1 1 Job Reference (options[) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Uea ti 2016 MI I6x Inausmes. Inc. Wed Apr 3 1U:14:13 2U19 Scale =1:60.6 4.00 12 5x6 = 3x4 = 4 21 5 2.3 II 5.8 = 6 22 7 n a D to16 l 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 12 LOADING (psg 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 FBC20177TP12014 GSI. TC 0.78 BC 0.90 WB 0.69 Matrix -MS DEFL. Vert(LL) Ved(CT) Horz(CT) in (loc) Vdefl L/d 0.6512-13 >624 360 -1.0812-13 >379 240 0.33 9 rVa We PLATES MT20 MT18HS Weight: 154 lb GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-B-0, 9=1312/0-8-0 Max Hoa 2=-129(LC 8) Mu Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-54811134". 3-4=5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7= 2586/1779, 7-8=-26Fi3/1762, 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12= 1369/2481, 9-11=1705/2827 WEBS 3-13=-396/420,4-13=-1028/1721, 5-13=-3007797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11= 374/691, 8-11=-535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eave=6ft; Cal. U: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 24-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=11h) 2=803, 9=803. Wafterill. Finn PE No22839 1AITek USA, Ind. FL Cart NU 6904 Parke East BIrd.Tampa FL 33510 Data: April 3,2019 Q WARNING- Vedrydaysmcerametera end READNOTES ONTNrSANDINCLUDEDU/ KREFERANCEPAGEM6747amv. iGNa/201SBEFOREUSE. Design valid for use only with MOetalconnectom. This design b based only upon parameters shown, and Is for on individual building component. not a truss system. Before use, the budding designer must verify the applicability of design parameters and property Incorporate this design Into the overall buildingdesgn. BrccingIndicated Istoprevent b Wing ofindlWduottruss web molar chord members only. Addiflonaltemporaryandpermonentbracing MiTeW Is always required for stability and to prevent collapse with possice personal Injury and properly damage. For general guidance regarding the u CMe4D, O5t1419 and aC51 building Component690a fabrication, storage, deMery, erection and bracing of teases antl truss systems seeANSl Quo Parke East BNd. $xd�ty trrlortnolbrgvo9able hem Teas Hate Institute, 218 N. Lee Sheet Suite 312 AlexoMrla VA 22 14. Tampa, FL W610 Job Thus TrussType OlY Ply M11323 T76686482 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., 1-0- FUR Flerce, PL 6-7-15 10-0-0 15-2-14 8.240 s UGC 5 2018 MI I ek Industnes, Inc. Wed Apr 3 10:14:14 2019 Page 1 ID_e1C1 cxC3ixVV7huls7ypJyuFUK-5LYOL7der61110hvG7UX7DIAgLgCU1 003FNnVmUSg1 20-4-0 24-0-0 --27-bd. 34-D" SO 14) 6.7-15 3 5-2-14 57.2 3-B-0 3.4-0 - 6-7-15 1-00 Scale=1:5B.6 4x4 = 2x3 II 4x8 = 4.00 12 3x4, _ 4 24 525 26 6 27 7 i, 14 1L US = 3xB = US = 6x8 = US = 3x4 = 3x5 10-0-0 20.4.0 24-0-0 34-0.0 10.0.0 I 10L0 I 3.&0 I 10-0-0 e n l2 Plate Offsets (X,Y)- (2:0-0-14,Edgel. f7:0-5-4,0-2-01. f9:0-3-14,0-tAl LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) /dell Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.35 Ven(LL) -0.18 11-21 >917 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Weight: 1561b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/D-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10). 9=-249(LC 10), 13=-928(LC 10) Max Gmv 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) BRACING - TOP CHORD Sbuctuml wood sheathing directly applied or5-11-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 23=-1275(1025, 3-0=-913l708, 4-5=-829f705, 5-fi=-565/807, 6-7=-565/807, 7-8=-104/278,8-9=-341/235 BOT CHORD 2-15=-836/1187, 13-15=34/309, 11-13=-2561348, 9-11=-124/3D4 WEBS 3-15=-425/501,5-15=-444/665, 5-13=-1215I1079,6-13=-264/300,7-11=-255/396, 8-11=-461/521. 7-13=-837/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f ; B=52ft; L=34ff; eave=6ft; Cat II; Exp C; Encl., GCpi=0.1e; MW FRS (directional) and C-C Exterior(2) -1-M to 2-0-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interiar(1) 14-9-11 to 19-2-5, Exterior(2) 19-2-5 to 28-9-11. Interiar(1) 2e-9-11 to 31-73. Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and tomes 8 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 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at lolnt(s) except Qt=lb) 2=430, 9=249, 13=928. Wager P. Finn PE Na22W9 NITekUSA, Ina FL Cerl66i1 6904 Parke East BNA.Tampa FL 33610 Date: April 3,2019 QWARNING-Ver/ydes/9nperemeM..dREAONOTE50N TN/SANDWCLUDMMf KREFERANCEPAGEUX74)9mv. IGM11efS BEFORE USE Design valid for use anlywlth M9ek0connectors. This design is based only upon parameters shown and is for an MOMdual building component, not a huss system. Before use. Me bulding designer mustvedy the opdicabetlyof design parameters and papery incoRwrate this design Into the overall ��e�f�� bUldingdesign. Bracing Indicated into preventbucldirg oflndMtlual h�web OrW/orchoidmembea only. Additional temporary and permanent bracing MiTek- Is always required for stability and to preventcollapsewith Pomble person 89ury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of Misses and truss systems seeANSVrPl1 Cuo�y Outdo, DS549 and SCSI Building Component 69N Parke Ent Blvd. Safety InfoanalbMV011oble from Thus Rote InstlMa. 218 N. Lee Sheet Suite 312 Alexpnd4a. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oy Ply T76686483 M11323 GRA HIP 1 �1011323 1 Job Reference o Banal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 4x4 = 14 Scale-1:60.6 3x5 = 3.6 11 "we cc 6x8 = 3.6 = 6x8 = 4x4 = axis = 8-0-0i 11-1-1 18E-0 26.0.0 M— Lo~3-1-1 7-d-15 7-6-1)I 8-0-0 Plate Offsets (XY)- 12:0-2-2 Edgol f3:0-3-8 Edael 121:0-3-8 Edael 124.0-3-8 0-3-01 f27:0-3-8 03-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.91 Vert(L-) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.2429-32 >552 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 194 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudin. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied orb-0-0 Do bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0.8-0. (Ib) - Max Hom 2=-179(LC 6) Max Uplift All uplift 1001b or less atjoint(s) except 2=-351(LC 8), 27— 1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-621/387, 3-5=-304/838, 5-7=-58B/1209, 7-8=-588/1209, 8-12=-586fl209, 12-13=-588/1209,13-15=-588/1209,15-16=588/1209,16-18=-588/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22=--7271/1263, 6-9=-1261305, 9-11=-106/363, 11-14=-193/412,14-17=-94/271,19-21— 143/272 BOT CHORD 2-29=-247/677, 27-29— 189/540, 26-27= 779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29= 500/1176, 3-27=-1766/911, 5-27=-748/622,5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474,18-24= 846/1780,21-24=-35/351,4-5=-608/514,19-20=-335/305, 14-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 8=5211; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 351 lb uplift at joint 2,1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. B) Girder carries hip end with 8-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Water P. Fran PE No.22639 10) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 967 lb down and 461 lb up at NITekUSA, Inc FL Cart 6634 26-M, and 9671b down and 461 lb up at 8-0-0 on bottom chord. The designrselection of such connection device(s) is the 6904Palm Exit Blvd. Tampa FL 33610 responsibility of others. Data: 11) In -the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 ®WARnWG-Vedfydesfgnpveme .dBEADNOTES ON TNISANO INCLUDED MREKREFERANCEPAGEMW43nin, 1e031MIS BEFORE USE Design valid for use onlywith Mgek® connectors. This design Is based only upon parameters snrnvR end is for on individual building component not a truss system. Before use, he building designer must verity Me opplicablily of design parametersand property Incorporate his design Info Me overall bustling design. Bracing Indicated is to prevent buckling of Inch idual 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 inlury and property damage. For general guidance regarding Me fabllcaflon, storage, delivery, erection antl bracing of trusses and buss systems. seeANSVIPI1 Cui CrMM, DSM9 and BCSI Building Component 69M Parker East Blvd. Safety Infomlatblyrvoloble hem Thus Rate Institute. 218 N, Lee street. Suite 312. Alexani VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply 1071323 T76686483 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Use 52018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Paget ID:_etC1mC3ixW7huls7ypJyuFUK-ZX6DYTeGbP99ysG5gj?mfRFCnIAvDSAZlv7L1 KZUSgs LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1.3=-54, 21-23=-54, 29-30=-20, 24-29=47(F=-27), 24-33=-20, 3-11=-126(F= 72), 11-21=-126(F=-72) Concentrated Loads (Ib) Vert: 29=-641(F) 24=-641(F) WARNING-Vedlydes/snpenmefersend READNDTES ON TRISANDINCLUDEDMREKREFERANCE PAGE MIfMMmv. IDDYIDISDEFORE USE Design void for use only with MreMccMeCtars. This design b based ody upon parameters shown, and Is for an Individual building component. not a truss system. Before use. the building designer must verify me applicability of design parameters and property Ncomorate this tleslgn Into the avem11 building design. Bracing Indicated b to prevent buckling of mdi sctuol it= eb and/or chord members only. Additional temporary and permanent bracing M)Tekc Is always required far stability and to prevent cdlopse wild possible personal inpAry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and true system% seeANQAPII Quality Crl 03349 and SCSI Bultlhp Component 6904 Parke East Blvd. Safety Inforaatbmvailable from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexandeo VA 22314. Tampa, FL W610 J Job Truss Truss Type City Ply T16686484 M11323 GRB HIP 1 1 �M11323 Job Reference (optional) Chambers Truss. Inc., Fart Pierce, FL 8.2405 Uec, 6zOiu Mi lekh c. Wed Aar 31e:14: 720iv 5x12 MT18HS = 4.00 12 400 = 2x3 II 4.6 23 4 5 6 293 II 7 24 5A2 MT18HS = Scale =1:58.6 N Dt2 I� w 4x6 = 3.6 11 5x6 = 6x12 = 602 = 5.6 = 3x6 II 46 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.80 BC 0.68 WB 0.90 Matdx-MS DEFL in (loc) Vdefl Ud Vert(LL) 0.22 16-19 >999 360 Vert(CT) -0.3016-19 >820 240 Horz(CT) 0.06 9 n(a We PLATES MT20 MT18HS Weight: 153 lb GRIP 244/190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or5-3-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb(size) 2=1269/0-8-0,13=4057/0-8-0. 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Gmv 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4-6— 2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16— 1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-1552/T/4,.4-14= 837/691,7-13=-878r713, 8-13=-3635/1919, 8-11=-432A204,6-14=-1453/2814,6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14N; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with anyotherlive loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 Ito uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert 1-3=-54,3-8=-131(F=-77),8-10— 54, 16-17=-20, 11-16=-49(F= 29), 11-20=-20 Waller P. Finn PE N012839 WrokIJSA, Inc. FLCarl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Job Truss Truss Type aY Ply T16686484 M11323 GRB HIP 1 1 �MI1323 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) 8.240 a Dec 6 2018 MiTek Industries. Ma. Wed Apr 310:14:17 2019 Page 2 ID:SrFlaEyyrgD4M7BG4raW BLW yuFUJ-VwDYz9gX71 PtBAPUy81 EksLa8YgehNuslDcR6DzUSgq ®WABNWG-VeN1ydes/9nperemefsrsand BEAD NOTES ON THISANDWCLUDEDM?EKHEFEHANCEPAGEM674M.re. To=2015BEFOREUSE Design valid for use onlywiM Mralr0conneators. thh design Is based only upon parametersshown. and is form Individual bulldng component not �r a tam system. Before use. he bolding designer must verify Me applicability of design parameters and properly incorporate this design Into the overall Brocing indicated b to currying Individual huss members only.. Addifonal temporary and permanent bracing ■■ MiTek' building design. prevent of web antl/or chord B always required for slabity and to prevent collapse wiM possible personal M7ury and property damage. For general guidance regarding Me fabrication storage, delivery. erecibn and braclog of trusses and buss systems. seeAsiWipit Cuamv CMnb, D5549 and SCSI Building Component 69N Parke East BNd. Safety arformatiorWalloble from Truss Rate institute. 218 N. Lee Street State 312, Alexondrl¢ VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply M111323 T1668fi486 M11323 J2 MONO TRUSS e 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 1 ID:x17zSlzTbJCDIIrGPHIOukyuFUI-VwDYz9gX71 Ptl3APUy81 EksLkpYzDhb0sIDcR6DzUSgq 1-00 2-0-0 1-0-0 2-0-0 Scale =1.7.8 30 = 2- 0 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 8lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-M oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 10-" do bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=14l/O-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 8CDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; 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 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 28111 uplift at joint 3, 136 Ib uplift at joint 2 and 3 Ito uplift at joint 4. Walter P. Finn PE No12639 64TekUSA, Inc. FL Cut SOU 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 0WARNING-yedtyde,RNemeremend READNOTES ON MISANDINCLUDEDMREKREFERANCEPAGEMIP7MmJ raeGaVISSEFOREUSE. Design valid for use only with MOea connectors. r1rh design B based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer mist verify me oppllcoblity of design Parameters and properly Incorporate this design Into the overall buldingdedgn. Bracinglndicoted4topreventbucNingofirdMdualtrusswebandlorchordmembersonly. Additional temporary andpermcnembrocing MiTek- Is always required for stoblity, and 10 prevent collapse wdh pos4ble personal lnJury and property damage. For general guidance regarding the 69N Parke East Blvd. fobrlcatim storage, delNery, erection oW braclog of trusses and buss Systems seeANSVWII Cuolav CMoM, D3349 and BCSI building Component Tampa, FL 33610 blID Safety Infamatvdlable from Truss Plate Immure, 218 N. Lee Sheet Suite 312 Alexontlrio, VA22 14. Job Truss Thus Type Oty Ply M11323 T76686486 M11323 J4 MONO TRUSS B 1 Jab Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:18 2019 3x4 = Scale = 1:11.1 44}0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 'Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017f PI2014 Matrix -MP Weight: 14 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/1VIechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-l61(LC 10), 4=-7(LC 10) .Max Grav 3=90(LC 1), 2=207(LC 1), 4--69(LC 3) FORCES. (fib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L--34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxdedor(2) zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Wafter P. Finn PE N02939 Wrek USA, Inc FL Cart6634 694 Parke Fast BNB Tampa FL 33619 Data. April 3,2019 Job Truss Truss Type Oty Ply T16686487 M11323 J6 MONOTRUSS 8 1 �10111313 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:19 2019 Page 1 :Sx_c_fXi4uz9yuFUG-SJLJOghnfefa0UZt3Z3igHO1 RMr9V W 9CXSYA5zUSgo Scale = 1:14.6 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 20111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" Go puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" m bracing. REACTIONS. (Ib/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Hom 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10). 4=-8(LC 10) Max Gray 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (Ib) - Max CompJMax. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opst h=14ft; B=52ft; L=34ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3, 194 lb uplift at joint 2 and 8Ib uplift at joint 4. Walter P. Finn PE No12839 Wrok USA, I= FL Carl 6634 6901 Parke East Blvd. Tampa FL 33910 Data: April 3,2019 ®WARNING - VenlydesfgnpardmetemandflEADNOTES ON TNISANOINCLUOEOMNEKBEFERA CEPAGEMR04TJrev. 14a 20158EFONE USE. Design valid for use only wt h MBekO connectors. This design Is based only upon parameters shown, and B for an Individual building component. not ��- a truss system. Before use, the building designer must verify roe applicability of design parameters and properly incorporate this design Into the overall building desgn. Bracing Indicated is to prevent bucking of hch4dual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobriconon, storage, delivery, erection and bracing of musses end truss systems seeANBVWII Quality CMnN, D3549 and SCSI Building Component 6904 Parke East Blvd. Safely Informationavoilable from Truss Rate Institute. 218 N. We Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Qty Ply T76686488 M11323 J8 �Tnusa;Typa MONO TRUSS 20 �IA11323 1 Job Reference (optional) cnamoers Iruse, Mo., non Fierce, rL 1524Ua UK uzui8MIreKmauSa1ee.mc. vveaA r:11U:14:le LU19 3x5 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n(a BCDL 10.0 Code FBC20177TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2X4SPN13l .REACTIONS. (lb/size) 3=188/Mechanicel, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Gmv 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (ID) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale-1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13. Interior(1) 2-0-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 175 lb uplift at joint 3, 2281b uplift at joint 2 and 151b uplift at joint 4. Wager P. Fmn PE No32839 ldlTek USA, Inc FL Carl HISS 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WABNWG-V.Nlydeergnperameferaend BEAGNO7 S ON TMSANOWCLUOEDM KBEFEBANCEPAGEM674n3 v. 161014a15BEFOBE USE Design valid for use only with MgeM connectors. This design b based only upon parameters shown, and is for an incilvldual oulaing component, not ��- a buss system. Before use, Me building designer must very the applicability of design parameters and property Incorporate Mls design Info the overall bultling design. Bracing Indicated is to prevent bucking of BaMtlual foes web and/or chord members only., Addilional temporary and permanent bracing MOW Is always required for stoblify and to prevent collapse with possmle personal"and property damage. For general guidance regarc ing the fabrication, storage, delivery, erection and bracing of trusses end Muss systems saeANSIFIPl1 Qui CMedo, DS349 and BCSI Building Component 69" Parke East BNd. Safely Informafanovalable from Truss Rate Insole, 218 N. We street. Suite 312. Alexandre. VA T14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76686489 �JMc`b'3R"a3fererxe(optIonaI) M11323 KJ8 MONOTRUSS 4 1 Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14202019 Page 1 • ID:Lcg54J7LuEancmZr4Db7WMyuFUF-wVvhbAiPOynR2d83dGexhAUzDGmyGurclRBg6iYzUSgn -1-5-0 7-3.4 11-3-0 1-5-0 7-3-4 3.11-12 3x4 = Scale =1:20.3 3x4 = 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 NO Code FBC2017ITP12014 CSI. TC 0.29 'BC 0.30 WB 0.46 Matrix -MS DEFL. in Vert(LL) 0.07 Vert(CT) -0.12 Horz(CT) 0.02 (too) Udell Ltd 7-10 >999 360 7-10 >999 240 6 n/a r✓a PLATES GRIP MT20 2441190 Weight: 441b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 on bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=46610.11-5, 6=576M1echanical Max Horz 2=244(LC 8) 'Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-087/1126 WEBS 3-7=0/330,3-6=-1236(755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=148; B=52ft; L=34f ; eave=6ff, Cat. II; Exp C; Encl., GCpi--0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 3051b uplift at joint 2 and 286 lb uplift at joint 6. 6) 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-54 Trapezoidal Loads (plq Vert: 2=0(F=27, B=27)-t0-4=152(F=-49, B=49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Wafter P. Fmn PE No22$39 16Tek USA, Inc. FL CoA 6634 6H4 Parke Fast Blvd. Tampa FL 33610 Date: April 3,2019 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 17a. T�For;4 x 2 orientation, locate plaes 0-'n9' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text In the bracing section of The output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards ANSI/TPII : National Design Specification for Metal Plate. Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4_8. I dimensions shown inftsixteenths tscale) IIII (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 NUMBERSAETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIIFPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MfTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designedby an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sire, 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 ff. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/IPI 1 Quality Criteria.