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Home My WebLink AboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: J39198 - Horbacz'Res. Site Information: Customer Info: Dave Golden Homes Lot/Block: . Address: 4920 Conley PI., . City: Fort Pierce MiTek USA, Inc. 6904 Parke East Blvd. Project Name:. Horbacz Res. Model: Tampa, FL 33610-4115 Subdivision: . 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 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 53 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 T19428931 A01 G 2/17/20 23 T19428853 B03 2/17/20 2 T19428832 A02 2/17/20 24 T19428854 B04 2/17/20 3 T19428833 A03 2/17/20 25 T19428855 B05 2/17/20 4 T19428834 A04 2/17/20 26 T19428856 B06 2/17/20 5 T19428835 A05 2/17/20 27 T19428857 B07 2/17/20 6 T19428836 A06 2/17/20 28 T19428858 B08 2/17/20 7 T19428837 A07 2/17/20 29 T19428859 B09 2/17/20 8 T19428838 A08G 2/17/20 30 T19428860 B10 2/17/20 9 T19428839 A09 2/17/20 31 T19428861 Bll 2/17/20 10 T19428840 A10 2/17/20 32 T19428862 B12 2/17/20 11 T19428841 All 2/17/20 33 T19428863 B13 2/17/20 12 T19428842 Al2 2/17/20 34 T19428864 'B14 2/17/20 13 T19428843 A13 2/17/20 35 T19428865 B15G 2/17/20 14 T19428844 A14 2/17/20 36 T19428866 MV2 2/17/20 15 T19428845 A15 2/17/20 37 T19428867 MV4 2/17/20 16 T19428846 A16 2117/20 38 T19428868 MV6 2/17/20 17 T19428847 A17 2/17/20 39 T19428869 .MV8 2/17/20 18 T19428848 A18 2/17/20 40 T19428870 MV10 2/17/20 19 T19428849 A19 2/17/20 41 T19428871 MV12 2/17/20 20 T19428850 A20G 2/17/20 42 T19428872 MV14 2/17/20 21 T19428851 B01G 2/17/20 43 T19428873 ZCJ1 2/17/20 22 T19428852 B02 2/17/20 44 T19428874 ZCJ3 2/17/20 The truss drawing(s) referenced above have been prepared by TER P. MiTek USA, Inc. under my direct supervision based on the parameters p E provided by East Coast Truss. Truss Design Engineer's Name: Finn, Walter No 221339 •.*: 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 ft 00, STATE OF .:k/` that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIlrPI 1. These designs are based upon parameters 0 .p••, , Qt. shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the /t, .preparation of these designs. MiTek or TRENCO has not independently verified the Wafter P. Arm PE No..22839 •. )aAteficability of the design parameters or the designs for any particular building. Before use, MiTek USA.Inc. A. Cert 6634 _ die building designer should verify applicability of design parameters and properly 6904 Parke Fast Blvd. Tampa F. 33610 +t incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Date: tl: February 17 Finn, Walter 1 of 2 RE: J39198 - Horbacz Res. Site Information: Customer Info: Dave Golden Homes Lot/Block: . Address: 4920 Conley PI., . City: Fort Pierce No. Seal# Truss Name Date 45 T19428875 ZCJ5 2/17/20 46 T19428876 ZEJ2 2/17/20 47 T19428877 ZEJ3 2/17/20 48 T19428878 ZEJ6 2/17/20 49 T19428879 ZEJ7 2/17/20 50 T19428880 ZHJ2 2/17/20 51 T19428881 ZHJ3 2/17/20 52 T19428882 ZHJ6 2/17/20 53 T19428883 ZHJ7 2/17/20 Project Name: Horbacz Res. Model: . Subdivision: . State: FL. 2of2 MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP 00 00 -EQQ MiTek USA, Inc. e0aw ea o er 0 AWk AiNhm MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (Ib/nail) DIAM. SP DF HF SPF SPF-S c7 .131 88.0 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 J 6 .162 108.8 99.6 86.4 84.5 73.8 of 1 z .128 74.2 67.9 58.9 57.6 50.3 V.131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 b2.5 of VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) - 291.51b Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60' 45.00 ° ANGLE MAY VARY FROM 300 TO 600 THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEARSIDE NEARSIDE SIDE VIEW SIDE VIEW (2x4) (2x6) 3 NAILS 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°TO 60° 45.00° 45.00° No 04718 0'•, STATE F T. •.<0RIOP.�� .,��SS'ONAB '- Job a Truss Truss Type Dry Ply Horbacz Res. T79428031 139198 A01G Hip Girder 7 1 Job Reference (optional) cast b ..at r cuss, rl,nerce, rL- dodus, 1;1 U.33U s Jan ZZ ZUZU MI l eK IndUSVieS. InC. MOn Feb 1 ] 09:22:37 2020 Scale=178.2 TRUSS DESIGNED FOR MWFRS ONLY, PER BUILDING DESIGNER REQUEST. TYPICAL IN THIS JOB. NAILED NAILED 5x8 M181 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Sxe M18SHS = 5.00 12 NAILED NAILED 5x8M18SHS = 3x10 = 5x5 = ax10 = 5x814185H5 = NAILED 4 29 30 5 3132 33 6 34 35 7 W 37 a 38 39409 41 42 10 V LJ U d 22 21 19 18 17 142-40 43 44 45 48 20 47 48 49 50 16 51 52 L53-54 3x8 = 3x4 = 6x6 = 3x8M18SHS = 6x10 = NAILED 4x10 = 6x6 = NAILED 3x4 = SuitI- Special NAILED NAILED NAILED NAILED 4x10 = NAILED 3xSM18SHS = NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED ]A2 4 l4]-131-26 26 3-1-&10 W-0. 0-2-2 4340-0 4-8-00 11 60 322394 -9-1420. 4 Plate Offsets(X,Y)-- f2:0-4-20-1-8] (4:0-5-120-2-8] (6:0-3-80-1-8] [7:0-2-80-3-0] [8:0-3-8,0.1-81 [10:0-5-120-2-8] [12'0-4-20-1-81 [iT0-3-80-2-0] [19:0-3-80-2-0] LOADING (post) SPACING- 2-0-0 DEL DEFL. in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ven(LL) 0.39 15-17 465 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.60 15-17 >629 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO W3 0.92 Hom(CT) 0.08. 12 The n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2281b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-7,7-10: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP 270OF 2.2E'Except- 16-20:2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 9-15,5-21: 2x6 SP No.2, 5-19,9-17: 2x4 SP No.1 6-18,8-18: 2x4 SP No.2 ' REACTIONS. (Ib/size) 2=-252/0-8-0, 21=5466/0-8.0, 12=2150/0-8-0 Max Hoa 2=-134(LC 6) Max Uplift 2=491(LC 25), 21=-1975(LC 8), 12=840(LC 8) Max Grav 2=382(LC 6). 21=5466(LC 1), 12=2155(LC 18) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-10-13 oc bracing. WEBS 1 Row at midpt 4-21, 8-18 FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(ID) or less except when shown. TOP CHORD 2-3=-577/1536, 3-4=-573/1660, 4-5=-1504/4421, 6-7=-3285/1288, 7-8=3285/1288, 8-9=-5026/1914,9-10=5492/2071,'10-11=-4648/1666, 11-12=4840/1747 BOT CHORD 2-22=-1389/647, 21-22=1491/683, 19-21=-4421/1707, 17-18=1712/5026, 15-17=-1868/5492, 14-15=1373/4302, 12-14=-1502/4423 WEBS 4-22=-26/736, 10-14=-13/708, 9-15=-431/406, 10-15=567/1427, 11-14=-335/267, 3-22=-364/200, 5-21=-3467/1517,4-21=-3458/1171,5-19=-1928/5288, 6-19=2505/1123, 6-18=-1343/3698, 7-18=-612/445,8-18=-2065/739, 8-17=0/604, 9-17=-552/182 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=6.Opsf; BCDL=6.0psf; h=15ft; 8=45ft; L=44ft; eave=5ft; Cat. 11; ESP C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Fording. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcu0ent with any other live loads. 7) ' 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. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at joints) except at=lb) 2=491,21=1975,12=840. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 386 Is down and 75 Ib up at 7-0-0, and 3861b down and 75 Ib up at 36-11-4 on bottom chord. The design/selection of such Connection device(s).is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA Inc. FL Can 0634 6904 Pant, East Blvd. Tampa FL 33610 Date: February 17.2020 'onfinued on stage 2 e�WARNING -Vonly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 rev, 1WO312015 BEFORE USE. ' Design valid foruse onlywilh MiTeMID connectors. This design Is based only upon parameters shown, and Is foran individual bulUmg component, not a truss system. Before use, the building designer must verifythe applicability of design parameters and pmpedy incorporate this design Into the overall buiidingdesign. Bracing Indicated is to prevent buckling of Individual truss web andlor chord members Safi. Addtlionaltemporary and permanembracing MiTek' Is Serves required far stability and to prevent collapse with possible personal idury and property damage. For general guidance mounting to fabrication, storage, delivery, remion and brecingofimsses and truss systems, see ANSUTPH Oualgy, Cdrods, DSB49 and SCSI Building Component 6904 Parke East Blvd. Salfwarmhum Ulan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 3010 Job a s Truss Type Cy Ply Horbacz Res. [AD'15G T19420831 J39198 Hip Girder 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946. 6.330 s Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:22:37 2020 Page 2 ID:xLFld72KbAgx5FoTKgTmXKzklgj-PaKdbFol6nW tSymRpDnbfa2Kb7Dtm7v W 1'OdEzkH30 TOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Incease=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-10=60, 10-13=-60, 23-26=-20 Concentrated Loads (lb) Vert: 4=A27(F) 10=127(F) 22=-386(F) 14=-386(F) 19=-62(F) 6=127(F) 8=127(F) 17=-62(F) 29=-127(F) 30=-127(F) 31=-127(F) 33=-127(F) 34=127(F) 35=-127(F) 36=127(F) 37=127(F) 38=-127(F) 40=-127(F) 41=127(F) 42=127(F) 43=62(F) 44>62(F) 45=62(F) 46=62(F) 47=-62(F) 48=-62(F) 49=62(F) 50=62(F) 51=-62(F) 52=-62(F) 53=62(F) 54=-62(F) '&WARNING - Venlytleslgnparmnelers and READ NOTES ON THIS AND INCLUDED h11TEd REFERENCE PAGE AW 7473 rev. 1ee1201s BEFORE USE. Design was for use onywbh MTek® commissions. This design is based only upon parameters shown, and Is for an Individual building component net a mass system. Beled, use, the building designer mustvedy the applicability of design parameters and property Incorporate Ws design dnlothe overall bulkingdeslgn. Bracing Indicated is to prevent buckling ofedivldual tress web anchor chord members only. Additional temporary and permanent bracing MTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication. etorae, detive emotion and bracing armasses and Wass ems. see ANSVIP/I Quality Cdeedo, DSB49 and BCSI Building Component y g P ride East Blvd. Saretylaformation available Wm Tress Plat lnsgtute.218 N.Lea 9.0, Suile 312. Alexandria, VA22314. Tampa. FL Seat Turps. Job ,e Truss Truss Type City Ply=Optional) J39198 02 Hip 1 ndus East Coast Truss, FL Pierce, FL-34946, 8.330 sJen 222020 MiTek Industries, Inc. Mon Feb 7709:22:382020 Page ID: xLFId72KDAgx5FoT gTmXKzklgj-Inu7oapfc7vMVFXy7WkO7s6Dm?NpcD52n9HZ9hzkH37 IWj4-s-14 j 9-2-22 4-9-0 2 j 441-411-0 4 40-2 6-6-0 1 6-6-0 46-0-0 ii 5x8 = 5.Do 12 3x6 = 3x8 = 3x4 = 46 = SIB 26 5 6 78 27 9 Scale = 1:78.2 1a 17 16 15 is 13 1244) 30 = 3,4 5x5 = 5,5 = 5x5 = 5x5 = 3x4 = 3x6 = 9124-0 I 7$10 -5 -8-0 a-B 34-0 24210 31811 31 -0 -0099 Plate Offsets (X,Y)- 14:0-5-12,0-2-81, [8:0.3-O,Edgel, [9:0-5-12,0-2-8L [14:0-2-8,0-3-0) [15:0.1-12 0-3-Oj [16:0-1-12 0-3-0) [17:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L-) -0.16 13-24 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.3713-24 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2191b FT=0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=41/0-8-0, 17=2500/0-8-0, 11=1139/09-0 Max Harz 2=-166(1-C 10) Max Uplift 2=-215(LC 22), 17=913(LC 12). 11=489(LC 12) Max Gmv 2=108(LC 10), 17=2500(LC 1), 11=1151(LC 22) BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=266/907, 34=449/1058, 45=-784/1755, 5-6=-686/402, 6-7=-14111770, 7-9=1840/1028,9-10=1909/1033, 10-11=-2245/1287 BOT CHORD 2-18=-804/378, 17-18=952/642, 16-17=-569/437, 15-16=372/1147, 14-15=793/1866, 13-14=-727/1726, 11-13=-1088/2052 WEBS 3-18=470/415,4-18=93/351,4.17=.1292/722,5-17=-1851/1060,5-16=.671/1547, 6.16=-1002f572,9-13=-88/338,10-13=423/397,9-14=64/253,6.15=-229/581, 7-15=612/421 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=6.OpsF BCDL=6.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional) and C-C External -14-0 to 3-0-13, Interior(1) 3-0-13 to 9-0-0, Extedor(2) 9-0-0 t s 15-6-0, Interior(7) 15-6-0 to 35-0-0. Exterior(2) 35-0-0 to 41-2-11, Intedor(1) 41-2-11 W 454-0zune; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 par bottom chard 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift aljoint(s) except (jt=lb) 2=215. 17=913, 11=489. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheelrock be applied directly to the bottom chord.. Walter P. Finn PE N&22839 NTak USA Inc. FL Cod 3634 6904 Parke East Blvd. Tampa FL 33610 Deer: February 17,2020 WARNING Vwify design parameters antl READ NOTES ON Tins AND INCLUDED MITEx REFERENCE RAGEM1IIbrdT3 rev. IWO]/}015 BEFORE USE. Design validfor use Only WIM MRekW connectors. This design is based arty upon parameters shown, and is for an ilkivdual building con doo , not a busy system Before use, the building designer must vent' the applicability of design parameters and property incorporate MIS design Into Me overall buildingdesign. Bmc[ng Indicated Is to prevent building of indroidual truss web ardiorchordl members only. Addttlonaltemporary and permanent bracing MiTek' Is always required for stability and to annem collapse was possible personal injury and propeM damage. For general guWan d regarding the a fabncafion, storege.heavy, erectionand thaborgoftmsses also buss systems. see ANSUTPH Quality Cdreda, OSS49 end SCSI Building Component 691 Parke East BNd. Sarelylnformaf eb; av Hable rmm Tmss %ate InnikN9, 218 N. Lee Siree4 Sude 312. AlexandM. VA22314. name. R 36610 5.00 12 5%8 — _ SR8 = 3x0 = 3R4 = dx5 4 29 30 31 5 6 32 7 33 34 8 Scale = 1:76.2 20 19 18 17 16 15 13 12-41® 34 = 2%4 II 3%4 = 44 = 3%4 = Axis = w 3x4 = 2x4 II 34 = 5x5 = 5x5 = 5-9-14 11-0-0 12d41, 1811 2211 25-8-0 31A-0 33:9 38-2-2 4d-0-0 5.9-14 I 5-a2 .a.o sun I Ban I a43n ann <n 12-z I sa14 Plate Olfsets(XY)— [4:0-5-12.0-2-8j [7:0-3-OEdgej [8:0-5-120.2.8j [14:0-2-80.3-0j [18:0-2-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Veri(LL) -0.17 14-16 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Ven(CT) -0.39 14-16 >971 180 BCLL 0.0 ' Rep Stress Ina YES We 0.69 Horz(CT) 0.05 10 Na We BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 226111 FT=0 LUMBER. TOP CHORD 2%4 SP No.2 BOT CHORD 2%4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=60/0-8-0, 18=247310-8-0, 10=1147/0.8-0 Max Harz 2=198(LC 10) Max Uplift 2=199(LC 22), 18=886(LC 12), 10�497(1C 12) Max Grav 2=123(LC 17), 18=2473(LC 1), 10=1163(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-18 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-292/847, 3-4=-470/1232, 4-5=-533/1359, 5-6=-961/586, 6-8=1572/952, 8-9=-1731/993, 9-10=-2285/1225 BOT CHORD 2-20=758/409, 19-20=-758/409, 18-19=1078/698, 16.18=-26/350, 14-16=564/1417, 13-14=655/1649, 12-13=-1025/2061, 10-12=-1025/2061 WEBS 3-20=01261, 3-19=695/445, 4-18=1015/702, 9.13=-641/415, 5-18=-2044/1136, 5-16=363/1005, 6-16=757/521, 6-14=61/279 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 :6.0psf; BCDL=6,Opsf; h=15ft; B=4511; L=441t; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 11-0-0, Exterior(2) 11-0-0 to 17-2-11. Interior(1) 17-2-11 to 33-M. Extedor(2) 33-0-0 to 39-2-11, Interior(1) 39-2-11 to 454-0 zone; Cantilever left and right exposed ; end veniczl left and right 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ut=lb) 2=199,18=886,10=497. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE Ne.22839 MiTek USA, Inc. FL Can 6634 6904 Parlor East Blvd. Tampa FL 33610 Data: February 17,2020 eAWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED iMITEH REFERENCE PAGE M11-7473 rev. 10103R015 BEFORE USE. ' Design valid for use any whin MTelt®connedors. This design Is based only upon perametere shown, and Is rw an indlMual banding mmponenL not a buss system. Baron use, the bvllding designer must vedy the applcabilfty of design parameters and properly kxarporate this design Into the Annual buildingdesign. Bracing indicated is to prevent buckling of lndAdual buss web andlor shod members any. Additional temporary and permanent bracing M[Tek* Is aware required for stability and to prevent collapse with passible personal lnlury and propeny damage. For general guidance regarding Ble fabrication, storage. doWery, creation and bracing oftmsses and buss systems, see ANSWPI1 Desert, Lorene, DSB49 and mail Building Component 6904 paM1s East BIM. Saferylnformmion anagable flour Tmsa Place in l We, 218 N. Lee &mO, Suite 31$ Alexandda, VAM14. Tampa, FL 36610 Job s Truss Truss Type Oty Ply Horbaa Res. T79428834 J3B198 04 Hip 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL .34946. 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:22:41 2020 Page 1 ID:xLFId72ImAgx5FoTKgTmXKzklgl-IMZBRaYmHxMiFXgUilV kIRCOgpdpVT7VaDl-hkH2y 1L-0-0_ 6-9-14 13-0-0 19-0-0 25-0-0 3"-D 37-2-2 44-0-0 q5-0-0 14- 1 6-9-74 6-2-2 6-40 6-0 O 6-00 6-2.2 I 6-&1� am r Sx8M18SHS = 5xBM18SHS = 3x4 = 3x4 = 4 25 26 5 6 27 287 Scale =1:76 2 01$ 3x6 = 2.4 II 6x8 = 4x6 = 3x4 = Axel = 6.8 = 2x4 II 3x6 = 6-9-74 12-0-0 1j-0-0 9 L-4- 3y8,0 57:jF_ 44-0-0 6-9-14 5 N' 9-PO I 9-0-0 0-e-0 5-fi-2 6-9-14 Plate Offsets (X,Y)- f4:OA-0,0-1-131, [7:0-4-0,0-1-131 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Up PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.18 12-14 -999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.41 12-14 >930 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Hom(CT) 0.05 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 222 lb FT=O%' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 5-16 REACTIONS. (lb/size) 2=95/0-8-0, 16=2424/0-8-0, 9=1161/0-8-0 Max Hoa 2=230(LC 10) Max Uplift 2=162(LC 22), 16=871(LC 12). 9=-501(LC 12) Max Gmv 2=170(LC 21), 16=2424(LC 1), 9=1215(LC 18) FORCES. (Ib)-Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-282/809, 3-0=495/1276, 4-5=317/1019, 5-6=-949/592, 6-7=1492/949, 7-8=-1706/941. 8-9=-2314/1200 BOT CHORD 2-17=-736/407, 16.17=-736/407, 14-16=-56/470, 12-14=425/1193, 11-12=992/2079, 9-11=-992/2079 WEBS 5-14=-313/976, 6-14=-656/455,4-16=808/526,3-16=752/501, 5-16=-1859/980, 7-12=29/347, 6-12=-1781333, 8-12=7141482 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=6.Opsf; BCDL=6.Opsf, h=15ft; B=45ft; L=44g; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 3-0-13, Interior(l) 3-0-13 to 13-0-0, Exterior(2) 13-0-0 to 19-0-0, Interior(1) 19-0-0 to 31-0-0, Exterior(2) 31-0.0 to 37-2-2, Interior(1) 37-2-2 to 45-4-0 zone; cantilever leg and right exposed ; end vertical left and right 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 porting. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psi 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 6t between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjoint(s) except (t=lb) 2=162, 16=871, 9=501. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Welter P. Finn PE Nd.22839 MRek USA, Inc. FL Cad 6634 6904 Parka East Blvd, Tampa FL 33610 Date: February 17,2020 &WARNING comfy dealgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-74JJrev. 10/094015 BEFORE USE. Design valid for use only with MRek®connedom. This design Is based only upon pearametela mown, and Is for an individual building component, net a Was system. Before use, the building designermust venythe epplinNfiy of dosign parameters and pmpedy incarporsts this design info the overall buildingdosign. Brecing imploded is to prevent buckling of Individual truss web and/or Nord members only. Regional temporery and permaneft bracing MiTek' isa6vap rclsadl to, daerly and to prevent collapse with passible personal injury and properly damage. ForgeneralguldameregaMingthe Caledonian. Storage. delivery, erection and bmdp oftnesses ventures systems. see ANSVTP/1 Quality Cdtoda, DSBA9 and BCS/ Building Component e Sabylevo mef/on available from Truss Plate InstilNe, 218 N. Lee spread, Buda 312. Alexandria, VA22314. Setif Parke East Blvd. Tampa, R 36810 Job a Truss Type Qly Pit, Horbacz Res. T19428835 J39198 LA05ss Hip 1 1 _ Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:22:42 2020 Page 1 ID:xLFId72KbAgz5FoTKgTmXKzklq(-mY7WeysAgEPo sgEMpyliHvmcmeY7feimFnHSzkH2z 7922-0I I 5222 I 49-0-079-14 70-0 7 7-2 74-14 4s4-0, -0-0 Scale = 176.2 5x8 = 2x4 If sea = 427 285 29 6 30 3x8 = 2.4 II Sx5 = 2.4 II 44 = 3x8 = 44 = 2.4 II 5x5 = 2.4 II 31,8 7-9-14 12-02-0-0 94-0 34-0 .2-2 0-0 7 I 2I4.2-914 2 7-07M-14 Plate Offsets (%Y)— [4:0-5-12 0-2-8] [6:0-5-12 0-2-8] [11:0-2-8 0-3-0] 117:0-2-8 0-3-0] LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (roc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.73 Vert(LL) 0.15 10-24 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.2710-24 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.57 Horz(CT) 0.05 8 n/a DID BCDL 10.0 Code FBC2017rrP12014 Matra -AS Weight: 237 he FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=189/0-8-0, 17=2294/0-8-0, 8=1197/0-8-0 Max Horz 2=263(1-C 10) Max Uplift 2=149(LC 12), 17=828(LC 12), 8=513(LC 12) Max Gran, 2=269(LC 21), 17=2294(LC 1), 8=1258(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-17, 4-14. 6-14 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-204/619, 34=365/1099, 4-5=9471695. 56=9471695, 6-7=1765MO01, 7-8=-2368/1193 BOT CHORD 2-18=-567a44, 17-18=567r344, 16-17=-245/291, 14-16=243/293, 12-14=478/1288, 11-12=479/1285, 10.11=-97412121, 8-10=-974/2121 WEBS 4.17=1981/988, 4-14=74611425, 5-14=A66/395, 7-10=0/290, 3-18=0/297, 3-17=-8191494,6-14=-586/290, 6-11=272/510, 7-11=-793/481 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=6.OpsF BCDL=6.Opsf, h=15ft; B=4511; L=44ft; eave=5ft; Cal, II; Exp C; Encl., GCpi=0.18; M4VFRS (directional) and C-C Extenor(2) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 15-0-0, Exterior(2) 15-0-0 to 21-2-11, Interior(1) 21-2-11 to 29-0-0, Exterior(2) 29-0-0 to 35-2-11, Interior(1) 35-2-11 to 45-4-0 zone; Cantilever left and right exposed ; end vertical left and Tight 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurr ant 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 2-0-0 wide will in between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Be uplift at joint(s) except jt=lb) 2=149,17=828,8=513. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum she strock be applied directly to the bottom chord. Welter P. Finn PE No.22239 MiTek USA, Inc. FL Cod 6634 69M Parke East Blvd. Tampa FL 33610 Date: February 17,2020 WARNING-Vonfxdeslan parameers antl READ NOTES ON THIS AND INCLUDED AIITEKRE£ERENCE PAGE 41II447a rev. 1493,2015 BEFORE USE. Design valid for use only with MOeI® monoxides. This design Is based only upon parameters shown, and Is for an Inc Mdual building component, not a Imss system. Before use, the building designer mus wfify Me appticabilM of design parameters end Mood NmrpomN Nis design "a the overall buildingdesign. BmcingiMkMedistopmv ntbvcWingofindMduallmsswebanCorchommembemonN. Addftionaltempomryandpermanenlbracing MiTek' Is ateays required for stabilly and to prevent ccropsewnh possible persona: injury and popery damage. ForgenemiguWanceregardingthe fabrication,storage, delivery.cmd*n end bmdng ofbusses and Was systems. See ANSMI Dualdy, Cofdda, DS649 and Best Building Component fi9G4 Parke East st and. Saf nyin smmslon available Wm Truss Plate Inalaule, 218 N. Lea Street, Sure 312, Nexandmit, VAzzn4. Tempe. FL GRID Job s Truss Truss Type Oty Ply Homacz Res. T7942B83fi J39198 AU6 Hip 1 1 Job Reference (optional) test coast lN9a, 1-1. Pierce, FL-J4B4b. b.J3U S Jan 222UZU MI I ex mDUSVIeS. InC. Mon Yee ll Ua:2L:442UZU Scale =1:76A 5x5 = 3x4 = 5x5 = 10 17 16 la 1e 13 1z 12J410 see = 2.4 II 5x5 = 3x8 = 4xB 4x8 Sea = 5x5 = 2x4 I 3xb7 = LOADING (psl) SPACING. 2-0-0 CSI. DEFL. in (Joe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ven(LL) -0.2813-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.5313-16 >721 180 BCLL 0.0 ' Rep Suess Ina YES We 0.67 Horz(CT) 0.05 10 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2431b FT Io 0% LUMBER. - BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3 WEBS IRow at midpl 6-16,4-17 REACTIONS. (lb/size) 10=1115/0-8-0, 2=188/D-8-0, 17-2297/0-8-0 Max Horz 2=289(LC 11) Max Uplift 10=-413(LC 12), 2=-138(LC 12), 17=846(LC 12) Max Grav 10=1177(LC 18), 2=284(LC 21), 17=2297(LC 1) FORCES. (lb)- Meet. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-176/508, 3-4=378/1030, 4-5=-328/317, 5-6=243/343, 6-7=1174/812, 7-8=-1306/815,8-9=-1807/995, 9-10=2499/1186 BOT CHORD 2-18=-474/257, 17-18=-074/257, 16-17=934/604, 13-16=2221752, 12.13=-690/1554, 11-12=-1011/2259, 10-11=-1011/2259 WEBS 3-18=0/278, 6-16=997/616, 6-13=242/658, 3-17=-792/377, 4-17=1932/1073, 4-16=-708/1575,8-13=-719/489,8-12=111/370,9-12=765/432, 9-11=D/270 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=6.Opst BCDL=6.Ops/; h=15ft; B=45ft; L=44ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxlenor(2)-1-4-0 to 3-0-13, Intenor(1) 3-0-13to 174)-0, Fxterior(2) 17-0-0 to 23-2-11, Intenor(1) 23-2-11 to 27-0.0, Exterior(2) 27-0.0 to 33-2-11, Interfor(1) 33-2-11 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 1O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Is uplift atjoint(s) except Qt=lb) 10=413,2=138,17=846. 8) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MTak USA, Ina. FL Lad 6834 6904 Parke East Blvd Tampa FL 3361D Date: February 17,2020 '®WARNING - Verily dosdor Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7471 me. 1010L015 BEFORE USE. eewee valal for use only with MTekga connectam This design Is based only upon parameters shoed, and Is for an Indaidum bullaing component, not Lao' a truss system. Belpre use, the building designer must vent' ale applicability of design parameters and property Mono Monomeric his design We the oeereg bulldingdeclgn. Bracing indicated Is to prevent buckling oflndlviduat truss web andlorchcrd members any. AadOional lemporaryand permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabricated, delwani.aredlon and brddng of WeSes and was Systems. ANSIMPH QualityCdtede, DSGi and SCSI Buffdrng Component 6904 Parka East Blind. Saferylnrormmfon evagabla Isom Truss Plate Nst1Ne, 218 N. Lee $11eeL Suge 312, NexanOria, VA 22316. Tampa, FL 36610 Job a Truss Truss Type Oty Ply Horba¢Res. T79428837 J39198 A07 Hip 1 1 Job Reference (optional) see = 500 12 6 d.4av s Jan zz zuzu mn ex Inousmes, mc. man Feo 1 i ury zz:4b zuzu Sx5 = 7 28 Scala=1:Ti'A 19 18 17 ao JO 10 14 13 1 38= 2.4 II 5x5 = 44 = 3x8 = 3x4 = 2x4 I axe 3x4 = 48 = 6:1-2 12-0-0 19-0-0 25-0.0 31-&0 3]-f0-0 44-0.0 "_C I "_n aRn PJll1 I r..A.n I R-x.n I I Plate OHsets(K,Y)— (6:D-5-12,0-2-81,ry8:0-2-8,0-3-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) 0.14 13 ae999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Ved(CT) -0.2313-14 -999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.99 HOrz(CT) 0.05 11 nia n/a BCDL 10.0 Code FBC2017ITP12014 Matnx-AS Weight: 240 Ib FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SO No.3 REACTIONS. (Ib/size) 2=235/0-8-0, 18=2232/0-8-0, 11=1133/0.8-0 Max Horz 2=321(LC 11) Max Uplift 2=-159(LC 12), 18=816(LC 12), 11=-421(LC 12) Max Grav 2=330(LC 21), 18=2232(LC 1), 11=1185(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at micipt 8-14 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 111) or less except when shown. TOP CHORD 2-3=-140/390, 3-5=300/892, 5-0=632/504, 6-7=-983/783, 7-8=11121753, 8-10=.1851/1003, 10-11=-2507/1190 BOT CHORD 2-19=-402/259, 18-19=-402/259, 17-18=808/515, 14-17=52/511, 13-14=706/1600, 12-13=-1002/2266, 11-12=-1002/2266 WEBS 3-19=01255, 6-17=802/485, 6.14=451/833, 8-14=-923/528, 8-13=77/459, 1U-13=-7221420,3-18=-748/365,5-18=1833/1055, 5-17=678/1528 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuU=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf, h=15ft; B=45ft; L=4411; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 3-0-13, Interior(i) 3-0-1310 19-0-0. Exterior(2) 19-0-0 to 31-2-11, Intenor(1) 31-2-11 to 44-0.0 zone; cantilever left and right exposed; end ver8cal left and right 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 policing. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrem with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=159,18=816,11=421. 8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Welter P. Finn PE ND22839 MITak USA, Inc. FL Cad 6034 6904 Parka East Blvd. Tampa FL 33610 Data: February 17,2020 &WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEM11114473 rev. 100312015 BEFORE USE. Design valid tar use any with MRelssrum ectors. This tlesign Is based only upon parameters shown, and Is for an irkiridual building companent. not a truss system. Before use, me bulking designer must Verify the applicability of tlesign parameters and properly incorporate Bile design Into me overall -•Y�• ••Y■ builtlingdesign. Bracing Indicated Is toprevenlbuckling oflndiNdualtruss web and/or chord membersony Addilionaltempmaryand permanent bracing Welk' Is always required for stablicy and to prevent coaapsewah possible personal Injury and property damage. Forger si guidance regardag me tabdco8on,storage. dowery. section and bracing oftrusoes and trues systems, we ANerillef Duegy Cdteda, DS849 and SCSI Building Component Safeylnlarmeflon avarbo a from Truss Plate Institute, 218 N. Lee street, Sure 312. Alexandria, VA 22314. 6904 Parke East Bed. Tampa, FL 36610 Jab s Truss Truss Type Dry Ply Horbacz Res. T19428838 J39198 08G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Plame. FL-34946, 124-0 iS70.15 21-0-0 3-0-0 8.330 s Jan 222020 MiTek Industries, Inc. Mon Feb 17 09:22:47 2020 Page ID:xLFld72KbAgx5FoTKgTmXKzklgj-7 WaPhfwlUm154djhUP77m_oBdWzD11N2zYzfzkH2s 28-10-11 34.9.5 40.8-0 4341 4643-0 50-0-0 1d d-0 S2-0 S2-0 3b15 5-1-1 2-041 5-10-11 5-10-11 5-10.11 3A)O 341-0 3d-0 4-0 Scale=1:89.3 5x5 = 5.0D 12 _ Sx8 - e 7 g34 3x3 6 3x8 3x6 G 6 9 34 i S 3x6 3x8 4 10 NAILED 3 5x5 = 4x8 = Sx8 = A 11 12 NAILED m1 2 14 C 27 26 25 36 24 23 22 37 21 20 19 18 17 W 18 2x4 II 5x5 = 3x8 = 4x6 = 3x6 = 3x6 = 4.6 = 4x6 = 3x6 = 2x4 II 48 4x6 = 3x8 = 4.6 = NAILED NAILED 8-2-0 fi-2-0 12 I 1-02-0I 25&-1100.-1111 I 44 fi--02-0 3d15 5 043-0 434L0 46-8-0 50.0-0 5.in.11 1 3-0.0 3-0-0 I 3d-0 Plate Offsets (X,Y)- [8:0-5-12,0-2-8),112:0.3A,0.2-0), [13:0.5-12,0.2-81,118:038,0-2-01 LOADING (psl) SPACING- 2-0.0 CSI. DEFL, in (lec) Vde6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vertft-Q DAI 21 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Ved(CT) -0.18 21-22 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Hoa(CT) 0.03 17 BIB The BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 3061b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Raw at midpl 7-23,8-23, 9.22 REACTIONS. All bearings 0.8-0. (lb) - Max Hom 2=370(LC 7) Max Uplift All uplift 100 It, or less at joint(s) except 2=185(1-C 8), 17=-664(LC 8). 26=757(LC 25). 14=110(LC 6) Max Grav All reactions 250 Ib or less al joint(s) 14 except 2=376(LC 17), 17=1960(LC 30). 26=2080(LC 13) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2.3=-269/214, 3-5=172(793, 5-6=-262/224, 6-7=-736/441, 7-8=620/450, 8-9=-846/476, 9-10=-1423/604, 10-11=1753/668, 11-12=-755/354, 12-13=-064/1517, 13-14=-520/766 BOT CHORD 2-27=-328/362, 26-27=328/362, 25-26=-697/401, 23-25=99/256, 22-23=0/690, 21-22=228/1177, 19-21=-425/1531, 18-19=281/837, 17-18=1544/585, 16-17=-689/579, 14-16=-696/566 WEBS 6-25=-10D3/394, 6-23=165/732, 8-23=634/193, 8-22=213/679, 11-18=1071/471, 12-18=-889/2520, 12-17=-1323/527, 13-17=-1216/330, 9-22=-841/372, 9.21=57/422, 10.21=-023/236, 11-19=-187/746, 3.27=0/272, 3-26=796/336, 5-26=1678/682, 5-25=-411/1308 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=6.0psf, BCDL=6.Opsf; he15ft; B=45ft; L=50R; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fare 10.0 par bottom chord live load nonconwment with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 185 Is uplift at joint 2, 6641b uplift at joint 17. 757 Ib uplift at joint 26 and 110 Ib uplift at joint 14. 8) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guldlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASEIS) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 MTek USA Ine. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2020 NARNING- Verify desmnParamefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MV-7473,ev. I&WaOfs BEFORE USE. Design valid for use ony with MRekleconnenors. This design Is based only upon parameter shown, and Is foran Individual building component, not a Was system. Before use, Me building designer mustvedy ma app8wbildy of design paamaters and properly Incorporate Nis design Into Me overall lat buildingdesign. Bracing indicated is to prevent buckling of individual truss web andler Wood members only. Additional temporary and permanent boxing MITeIK Is aM'aysrequired for stability and to prevent obtained with possible personal Injury and property damage. For general guidance regarding Me fabrication, Stamps, delivery. ereaion and among of busses and buss Systems, see ANSM11 Quany Criteria, DS849 and SCSI Bananas Component 6904 Parke East and. • Sareryrnfonmetfon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 36610 Jab s Truss Truss Type Oty Ply Horbacz Res. T19428838 J39198 A08G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8,330 s Jan 222020 MTek Industries, Inc. Mon Feb 17 09:22:47 2020 Paget ID:xLFId72KbAgx5FoTKgTm%Kzklg0-7 W W PhfwlUm l54dIhi vP77m_OBd WEOlINr2zYzfzkH2s .LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-7=60, 7-8=60, 8-11=60, 11-13=60, 13-15=-60, 28-31=20 Concentrated Loads (Ile) Vert: 13=-46(F) 16=50(F) 35=17(F) 38=48(F) WARNING -Verify design parameters and READ NOTES ON TNISANOINCLUDEO AIITEK REFERENCE PAGE n91-7473rev. 10/0912015 BEFORE USE. Design valid for use ontywdh MITeW connedors. This design Is based only upon parameters shown, and Is far an individual building component, no **ee a wsa system. Befcee use. me building designer must verify Me apptsaparametersy of design parameters and Property m Mmaram Nis design me me overall my buildingdesign. Bracing indicated is to prevent bucklingofindividualtmseweb Mayor chond members Only. 7WdkionaltempomryaMpetmanembraCng MOW Isere., reguiretl for stabilityand to prevent cu9apse wdh possible personal Injury and property damage. For general guidance regarding Me fabreemer.Manage, derveryry erediun and bracing oftrusses and buss systems, see ANSBTR/l Duality Gruen., DS849 end BCS1 Bunning component 6904 Parka East BW. e Sefetylnformdon ovoildEle from Tmss Plate Instttute, P18 N. Lee St.e, Suge 312, Alexandria, VA 22314. Tempo, FL 36610 x 5.00 12 5x5 = 6 29 scale =1B9.3 44 2x4 // 5x5 = 4,c6 =3x8 = 5x6 = 3x6J= 2x4 II 4x5 = 5x5 = 2 33 LOADING (psf) SPACING. 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2017fFP12014 CSI. TC 0.62 BC 0.68 WB 0.58 Matrix -AS DEFL. VErhLL) Vert(CT) Hoa(CT) In (loc) Well L/d -0.18 17-19 >999 240 -0.37 17-19 -999 180 0.03 14 n/a Na PLATES GRIP MT20 244/190 Weight: 2661b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 5-19. 7-17. 9-14 REACTIONS. (lb/size) 2=262/0-8-0, 19=2092/0A-0, 14=1909/0-8-0, 11=-103/0-8-0 Max Hoa 2=386(LC 11) Max Uplift 2=177(LC 12), 19=753(LC 12), 14=-708(LC 12). l l=-149(LC 17) Max Grav 2=356(LC 21), 19=2173(LC 17), 14=1962(LC 18) FORCES. (Ib)-Max. Camp./Max. Ten. -All forces 250(I1h) or less except when shown. TOP CHORD 2-3=.127/358, 3.5=231/910, 5-6=-781/546, 6-7=727/551, 7-8=-1386/720, 8-9=1284/689, 940=489/1243, 10-11=406/1027 BOTCHORD 2-20=-426/247, 19-20=472/198, 17-19=-261/247, 16-17=-217/969, 15-16=-397/1302, 14-15=-330/1104, 13-14=910/527, 11-13=-918/524 WEBS 3.20=0/254,3.19=-707/436,5-19=-1679/836,5-17=-245/949, 7-17=-766/444, 7-16=-134/502,8-16=-294/271,8-15=279/93, 9-15=0/355, 9-14=.2620/1150, 1044=-923/520 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=6.Opsf, BCDL=6.Opsf; h=I Sit; 8=45ft; L=50ft; eave=611; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 3-8-0, Interior(1) 3-8-0 to 22-0-0, Extedor(2) 22-0-0 to 27-0-0. Interior(1) 2741-0 to 44-8-0. Extedor(2) 44-8.0 to 49-8-0, Inledor(1) 494-0 to 51-4.0 zone; cantilever left and right exposed ; end vertical left and right 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 painting. 4) Plates checked for a plus or minus 0 degree rotation about its Canter. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. Walter P. Finn PE N0.22839 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 MIT& USA, Inc. FL Cori 6634 will fit between the bottom Chord and any other members, with BCDL = 10.0psf. 6904 Parka East BNB Tampa FL 33610 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177111 uplift at joint 2, 7531b uplift at Data: joint 19, 70816 uplift at Joint 14 and 1491b uplift at joint 11. February 17,2020 s ee roc a app le uec y o 0 ore c or . WARNING -Verify d-gnparamelars and READ NOTES ON THIS ANDINCWDEDAIMEN REFERENCE PAGE 4111.7473rev, t&02,2015 BEFORE USE. Design valid Ed use only with MRe alconnectors. This design Is based only upon parameters shown, and Is for an indiNduel building component, not a Voss system. Before use, me bating designermust very. app11cabl8y of de8gn parameters and property Incoryorete miss design Into Ne ovePWl buildingdesign. BmdngindiWedistopreventb.alingofindMduatausswebandlorchaMmembemmTy. Adddionattemporeryand permanent bracing WOW allays required for slabirty and to prevent collapse collapse with possible personal injury and property damage. Fargeneral gultlance regarding the fabrication, storage. delWe ,emg nandbmdngoflmswsaMWss systems, see ANSVTPI10uality Green, D5849 and BC51 Building Component �selerylnlormntlon available from Tress Plate lnsteute.218 N. Lee Street, Suite 312, Nexandmi, VA 22314. st 6904 Parke IM. East B Tampa, FL Job a Truss Truss Type Oty Ply7HobRaaRes.T79428840J39198 A10 Roof Special7rence (optional) cm, uvm, uuaa, rr. Waco,---,o, o.JJU S Jan ZZ ZUZU MI I eR 1nGUSIIBS, Inc. Men tee I( U8:22:48 LUZO ii 1 Scale = 189.3 sea = 5.00 12 54 — 6 30 7 462x4 // 5x5 = 4so = 3.8 = Sx6 = 34 = Sx5 = 4xe — = 3x6 = d 219 LOADING (psp SPACING- 2-U-0 CSI. DEFL. in (roc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 411 18-20 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Ven(CT) -0.22 18-20 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.02 14 We The BCDL 10.0 Code FBC201TlTPI2014 Matrix -AS Weight: 283 Be FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6.20, 6-18, 7-17, 8.17 REACTIONS. (lb/size) 2=287/0-8.0, 20=2061/0; 8-0, 14=1896/0-8-0, 12=-85/0-8-0 Max Horz 2=-362(LC 10) Max Uplift 2=-183(LC 12). 20=750(LC 12), 14=679(LC 12), 12=140(LC 17) Max Grav 2=363(LC 21), 20=2110(LC 17), 14=1933(LC 18) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=165/287, 3-5=230/843, 5-6=-699/544, 6-7=.736/653, 7-8=849/617, B-9=-1435/772, 9-10=1334/759, 10-11=-254/911, 11-12=422/1029 BOT CHORD 2.21=-335/261, 20-21=.367/222, 18-20=-338/311, 17-18=0/573, 16-17=-388/1204, 15-16=509/1320, 14-15=-488/308,12-14=-911/520 WEBS 3-21=0/254, 3-20=719/414, 5-20=1634/882, 5-18=359/1018, 6.18=.529/305, 647=-325/596, 8-17=-804/438, 8-16=01338. 9-15=-827/514, 11-14=.437/425, 10-14=-1436/692, 10-15=897/2002 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=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cal. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1.4-0 to 3-8-0, Interior(1) 3.8.0 to 20-6-8. Extedor(2) 20-6-8 to 28-5.8, Interior(1) 28-5-8 to 42-B-0, Exterior(2) 42-8-0 to 47-8-0. Intedor(1) 47-8-0 to 61-4--0 zone; Cantilever left and right exposed ; end vertical left and right 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 2-0-0 wide will Tn between the bottom chord and any other members, with BCOL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 183 Ib uplift at joint 2, 750 Ib uplift at joint 20, 679 Ib uplift at joint 14 and 140 He uplift at joint 12. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MITek USA, Ind. FL Can strU 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2020 it WARNING -Verify desryn raramerers anEREAO NOTES ON THIS AND INCLUDED MITER REFERENCE PAGENV4AT I rev. 10/0312015 BEFORE USE. Design valid bruin onywM MTelta, connedars. This design is based only upon parameters shown, and I$ for an Individual binding component, no a tmss system. Before use, the building designer must verythe app[kabllay ofdedgn parameters and properly lnaryorete this design wbme overall buildingdeslgn. Bmcing indicated is to proven butting ofindividualtmss web andforchord members only. Addaional temporary and monarent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guldance regarding the Iabriemon, storage, deges , mechan and bmang ofWsws and Was systems, We ANSUTPIf dua4y Crlterla, DSB49 and SCSI Building Component e SafeWinlorstrorfoo available horn Truss Plate bafflute, 218 N. Lee Streel, Buie 312, Assumed,VA 22314, Tampa. FL fi984 Parke IM. 36610 East East B8 3 Job s Truss Truss Type Cry Ply Horba=Res. T19428841 J39198 11 RoofSpecial 1 1 Job Reference (optional) east coasr truss, If. rlerce, 1-1.-44YRd, 5.on 12 3x6 i a e 29 Slog i 5 3 4 28 1 2 a 21 20 4x6 = 2.4 II 5x5 = d.ddu s uan ze zuzu run ex Inausrnes, Inc. man reo II ue:ze:orzucu rage r Scale = 1:89.3 S e = 5x5 = 6 3031 32 7 SAS 833 5.5 = Sx5 9 N 2x4 // d 34 35 t1 0 36 37 1z{� • 19 18 38 17 39 16 40 15 14 4xe 4,6 5x5 4* 3x9 = 3x8 = add = 6-743 I 12-0-0 1 1eE-8 1 25-5-8 I 34-8-0 { 4041-0 19L-O I 50-0-0 1 Plate Offsets (%,Y)— 16:0-5-12,0-2-81. 114:0-2-8,0.2-121.116:030,D-0-41. f20:0.2-80-2-121 LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 VerhU-) -0.22 15-17 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 VerhCT) -0.4315-17 >869 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 14 n/a We BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 274111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=319/"-O, 20=2027/0-8-0, 14=1845/0-8-0, 12=32(0-" Max Horz 2=329(LC 11) Max Uplift 2=-200(LC 12), 20=-728(LC 12), 14=678(LC 12), 12=-11 O(LC 17) Max Grant 2=380(LC 21), 20=2099(LC 17), 14=1932(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=166/755, 5-0=644/503, 6-7=-1018/754, 7-8=-1129/744, 8-9=17621992, 9-10=1539/831, 10-11=-427/972, 11-12=-381/817 BOT CHORD 2-21=-266/289, 20-21=-266/289, 19-20=-629/466, 17-19=0/537, 15-17=-454/1228, 14-15=-16/269, 12-14=722/455 WEBS 3.21=0/259, 6-19=717/430, 6-17=3631`773, 8-17=535/395, 8-15=-229/446, 9-15=-953/651, 3-20=-740/372, 5-20=-1663/901, 5-19=565/1322, 10-14=1873/1020, 11-14=-337/317, 10-15=-634/1508 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=6.0psQ BCD1-=6.0psf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) -14-0 to 3-8-0. Interior(1) 3-8-0 to 18-6-8. Extefior(2) 18-6-8 to 23.6-8. Interior(l) 23-6-8 to 25-5-8. Exterior(2) 25.5-8 to 30.", Interior(l) 30.6-8 to 40-e-0. Extedor(2) 40-8-0 to 45-8-0, Interior(1) 46-8-0 to 51-4-0 zone; Cantilever left and right exposed; end vertical left and Tight 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nanconcunent with any other live loads. 6) • This truss has been designed for a live toad 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 200 Ib uplift at joint 2, 728 Ib uplift at joint 20, 678 lb uplift at joint 14 and 110 Ib uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MITek USA, Ind. FL Cad 6634 69M Parka East Blvd. Tampa FL 33810 Date: February 17,2020 WARNING -VIM, deargn par,neters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 41114473 rev. 1W034015 BEFORE USE. • Design valid for use on), Von handed,connector. Inns deilgn Is based any upon parameters shorn, and Is for an individual burning component, not EEO a truss sydam. Estate use, Be bUlding designer mud vedy the applicability of dedgn parameters and property Incorporate this design Into vie overall buildingdesign. Becing ind cated is to prevent Midland Of individual truss web anNor chord members ool,,. Addrtionallema0mr,and permanent unnIng MiTek' isalways Mubedfor dablity and to prevent collapse with pasvble personal Injury and grope ydamage.. For general guidance regarding ire fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII =eerily Cdfatla, DSB49 and BCSI Building Component I'Sereylnformffi/on fi9a4 Parka lvd. rke EasastB t B available fmmTmss Rate Institute,218 N.Lee famet. Suite31ZAlexandra,VA2cl4. Tempe, Job Truss Type Res. Oty PlyTJob T79428842 J39198 Pas Roof Special 1 rence (optional) east umon Iwas, rL rierce, rl.- faV40. 5.00 12 56 = 6 Sx5 = SAS = d.3au s 4an ze euzu ml I eK InOUSM s, Inc. coon ran 1 f ua:2z:oz rum Style = 190.9 12 22 21 35 20 19 35 18 17 16 15 14 4x5 = 2.4 It 6x8 = 44 = 3x6 = 44 = 34 = 3.6 = Gas II 44 3x8 = 6-93 I 12-0-0 I 21-5-8 1 27-541 32-8-0 I 38A-0 I 43-8-0 I 50.0.0 0.a_A SJi1i O_1A AN T��A AAII SJIl1 fidll Plate Offsets (X Y)— 18:0-5-12 0-2-81. (10:0-5-12 0-2-8) LOADING (pst) SPACING- 2-0-0 1 DEFL. in (loc) UdeO lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.24 19.21 s999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 - BC 0.75 Vert(CT) -0.42 19-21 S898 180 BCLL 0.0 Rep Stress Incr YES WE 0.90 Hoa(CT) 0.03 14 life Did BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 283 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-21, 8-19 REACTIONS. All bearings 0.8-0. (III) - Max Hom 2=-336(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=169(LC 12), 21=-783(LC 12), 14=-589(LC 12), 12=126(LC 12) Max Grav All reactions 250 I6 or les's aljoint(s) 12 except 2=387(LC 21), 21=2167(LC 17), 14=1748(LC 18) FORCES. (lb) - Max. Comp.IMax. Ten. - All farces 250 lid) or less except when shown. TOP CHORD 3.5=-269/744, 5-6=-87/704, 6-7=1015/724, 7-8=-899/634, 8-9=1293/809, 9-10=-1494/937, 10-11=-898/571, 11-12=-256/604 BOT CHORD 2-22=-289/270, 21-22=-289/270, 19-21=0/554, 18-19=-321/1077, 16-18=61211443, 15-16=-244/737, 14-15=-512/326, 12-14=512/326 WEBS 7-19=-595/469, 8-18=-209/466,9-18=506/396, 9-16=-067/362, 10-16=-461/930, 10-15=-555/371, 3-21=-674/369, 5.21=438/405, 6-21=1620/785, 6-19=-64211269, 8-19=446/316, 11-15=650/1396, 11-14=1583/935 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=6.Ops1; BCDL=6.Opsf h=15ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 3-8-0, Interior(1) 3-8-0 to 19-0-0. Exterior(2) 19-0-0 to 21-643, Interior(1) 21-5-8 to 27-5-8, Exterior(2) 27-5-8 to 32-8-0, Inlenor(1) 32-8-0 to 38-8.0, Exterior(2) 38-8-0 to 43-8-0, Interior(1) 434-0 to 514-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=IB0 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconairrenl 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 3-6.0 tall by 2-0-0 wide will fill between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 2, 783 lb uplift at joint 21, 589 Ito uplift at joint 14 and 126 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chard and 12" gypsum sheetreck be applied directly to the bottom chord. Walter P. Finn PE No.22839 MTex USA, Inc FL Cod 66M ON Parka East Blvd. Tampa FL 33610 Data: February 17,2020 WARNING -Verily desiU^ Paran,elers and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE MILTiT] rev. 1&03/2015 BEFORE USE. Osage vald for use only with MTekaa Convenors. This design is based any upon parameters shown, and Is for an InalWaual building component, net a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design no the overall buldingdeegn. among indicated is to prevent bucking ofindividual truss web anchor Chord members only. Motional temporary and permanent toracIng M!Tek' Is always required for stabiliy and to preveMCollapse with possible personal injury and parody damage. For general guidance regaming die rabdcatiou, storage, delivery, erection and bracing of trusses and busssyslems,sae ANSVI If qualify Corona, DS049 and BCSI Building Component 6904 Parba East BIW. 'Sareylnrmmaflon availablehom Truss Platelnstitute,218 N. Lae Street, SuAo31ZAeamdda,VAzzal4. Tampa, FL 36510 Job I Truss Truss Type Qy Ply Horbacz Res. T79428843 J39198 A13 Roof Special 1 1 Job Reference (optional) l eam"asi truss, rL Fierce, 1-1.-341140. B.GJV s Jan Z2 ZOZU MI I eK IncteVle9,Inc. Men Feb 1709:22:542D20 Sx5 = 6 _ ass = Scale = 1:90.9 22 21 20 " 18 a 11 16 15 14 48= 2.4 II 5x5 = 44 = 3,,6 = 3x8 = 3x8 = 3x8 II 44 3x8 = 4xfi = 69-3 -0 121140-0 23SE 9-SA 3pa{I 38a4343-0 50-0-0 fi.hi SA1i-0 2 nAlf I d.! n I�� I 12 Plate Offsets (X,Y)— 110:0-5-12,0-2-81, (21:0-2-8,0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.11 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Ven(CT) --0.2316-18 .999 180 BCLL 0.0 ' Rep Stress nor YES WB 0.89 Holz(CT) 0.02 14 me n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 283 IS FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 , WEBS 1 Row at midpt 7-20, 8-18 REACTIONS. All bearings 04-0. (lb)- Max Hoa 2=336(LC 11) Max Uplift All uplift 100 IS or less at joints) except 2=180(LC 12), 21=772(LC 12), 14=572(LC 12), 12=144(LC 12) Max Grav All reactions 250 It, or less at ient(s) 12 except 2=381(LC 21), 21=2110(LC 1), 14=1637(LC 18) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250(lb) or less except when shaven. TOP CHORD 2-3=.216/305,3-5=.245/810, 5.6=-611/498,6-7=-552/521, 7-8=.1082/784, 8-9=-1493/1001, 9.10=1366/908, 10.11=-1129/691, 11-12=-156/393 BOT CHORD 2-22=-304/239, 21-22=304/239, 20-21=673/533, 18-20=341/1053, 16-18=453/1244, 15.16=325/951, 14-15=295/247, 12-14=295/247 WEBS 3-22=01256. 7-20-1047/644, 7-18=44/366, 9-16=713/535, 10.16=-299/544, 10-15=-351/288,3-21=-717/362,5-21=1692/965,5-20=615/1393,8-18=.278/160, 8-16=-268/545, 11-15=593/1329,11-14=.1459/885 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=6.Ops1; BCDL=6.Opsf; h=15ft; B=45ft; L=5011; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 34441, Interior(1) 3-84) to 19-0-0, Exterior(2) 19-0-0 to 23.5-8, Interior(1) 23.5d to 29-5.8, 6derlor(2) 29.5-8 to 30-8-0. Interior(1) 30-8-0 to 36b0, EMerior(2) 36-8-0 to 41-8-0, Interior(l) 41-8-0 to 51-4.0 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 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 2-0-0 wide Wit fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 18016 uplift at joint 2, 77216 uplift at joint 21, 572 Ib uplift at joint 14 and 144 Ib uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE NoMS39 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd>Tampa FL 33810 Data: February 17,2020 WARNING - Verily desgn parr,nelers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 41I1-7473 rev. 1AV342015 BEFORE USE. Design valid for use onlywNt MITei®connemors. We design is based" upon parameters shown, and Is for an IndrAdual aullding Component, not ��• 8 miss system. Mature use. me building designer must ineRythe appllcabll8y ofdesign parameters and properly Incongruities mis design into the overall -•Y bWdingdesign. Encmg to icoled is to prevent Doodling of individual Mae web andior Conti members onty. Additional temporary and permanent bracing Welk' Is always required for staulay and to prevam scraped with possible personal liguryand property damage. Forgeneml guldance regarding the fabdcalan, storage, delivery, erection and bradng of musses and truss systems, see ANSWPII Duarily Canada, OSS49 end SCSI Building Component aSaferylnlormtlion availablefrom Tmss Poole InSkute,218N.Lea Street.S fte312,Alexand6a,VA22914. 69M Parke East Blvd. Tampa, FL 36610 Job I ITruss Truss Type Oty Ply Horbacz Res. T79428844 J39798 A14� Roof Special 1 1 Job Reference (optional) Truss, Ft. Pierce, FL-34946. SBD 12 S 5 = 8.330 s Jan 22 2020 MiTek Industries. Inc. Mon Feb 17 09.22:55 2020 Scale=1.89.3 21 20 19 io 17 1. 15 14 13 Asia = 2x4 II 5x5 = 4R) = 3xe = 3x6 = 3xe = 3x6 It 44 3x8 = 416 = 693 1231 19-0-0 265E 31-SE 37-5E 43E-0 50-04 1 6-9-3 I $4t13 I 6-9-0 1 6.6.fl 1 6N 1 ann I a.ds I a.e-n Plate Offsets (X,Y)- [9:0-5-12,0-2-81, [20:0-2-8,0-2-121 LOADING (pall SPACING. 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.10 15-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.1615-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Hoa(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 2711b FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied. WEBS 2x4 SP INo.3 WEBS 1Row at midpt 7-19 REACTIONS. All bearings 0-8-0. (lb) - Max Hord: 2=336(LC 11) Max Uplift All uplift 1001b or less at joint(s) except 2=170(1-C 12), 20=785(LC 12), 13=-575(LC 12). 11=139(LC 12) Max Grav All reactions 2501b or less at joints) 11 except 2=368(LC 21), 20=2140(LC 1). 13=1626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.184/365, 3-5=-257/839, 5-6=.573/475, 6-7=-546/466, 7-8=1318/849, 8.9=-1377/889, 9.10=-1034/626, 10.11=.176/470 BOT CHORD 2-21=-336227, 20-21=-336/227, 19-20=.709/553, 17-19=-486/1314, 15-17=511/1377, 14-15=282/868, 13-14=358/260, 11-13=358/260 WEBS 3.21=0/260,7-19=-1141/701,7-17=0/279,8-15=-330/300, 9-15=-355/678, 9-14=-410/305,3-20=-722/366,5-20=1725/932,5-19=.627/1441, 10-14=-579/1342, 10-13=-1461/872 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-sewnd gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpF0.18; MWFRS (directional) and C-C Extedof(2) -1-0-0 to 3-8-0, Interior(1) 3-M to 19-0-0, Extedor(2) 19-" to 24.0-0, Interiogl) 24-" to 37-5-8. Fxleriar(2) 37-5-8 to 42-5-8, Interior(1) 42-5-8 to 51-4-0 zone; Cantilever left and light exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 2.0-0 wide will et between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 170 Ib uplift at joint 2, 785 Ib uplift at joint 20, 575 Ib uplift at joint 13 and 139 Ib upllft at joint 11. 8) This truss design requires that a minimum of 7/1W structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE NoY2939 MRek USA, Ine. FL Cad His 6904 Parka East Blvd. Tampa FL 33610 Date: February 17,2020 WARNING .Vwd de519nppramalnaand READ NOTES ON THIS AND INCLUDED MITERREFERENCE PAGE MlW4T]mv. 1010312015 BEFORE USE waaw Di valid foruse anyweb Mnek®connegora. ri a design is based only upon parameters shown, and is for an InaivlEual building component not Is!- .muss system. Before use. Vie building designer must verify Me applicability of design parameters and property postponed Nis design into Me overall buiMingiesign. Bradeg lndlamed laid prevent GldAng of individual truss web andlorimord members only. Additional tendon, and permanent bombing WOW always required for stability and to prevent collapse with possible personal Iitury and pmped, damage. Forgenemt guldancd regarding me fabrication,garage, deWeryry argued and bracing dfWssas and trustssystems,see ANSVITH Quality Canada, DSB419 and SCSI Building Component 'S.Anytiforma0an avare Iefrom Tmv Plata Ina Oe.218N.Lee Street,Suite312.Atexa a zl B tB IM. 6904 Perko Eas10 .VA22314. Tempe.in Job a cuss Truss Type Ory Ply Hodea¢Res. T1942B845 J39198 A15 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8,330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:22:56 2020 Page 1 ID:xLFId72KbAgxSFoTKgTmXKzklgj-MEzpaklyNXApfOvP313EsfsLRFYrgLPW yoWnezkH2j -1 6-93 124 19-0-0 23.2-12 27$6 1 -0- 395A VMS 50-0-0 1-0 -0-0 6-93 5$-13 6-8-0 4-2-12 4-2-12 6:L 6-0-0 4-2-8 8-0-0 4-0 5x5 = S.fX 12 Scale =1813 2 l 22 21 20 1tl .1 'O 18 11 18 15 14 44-- 2x4 I 5x5 = 4x6 = 3x8 = 44 3x6 = 3x6 = 3.8 II 44 3x8 = 8-9-3 I 124-0 27-56 33.5-e I L.— BI50-0-0 n 6-93 5$13 84i-0 a-. 641-0 6-0-0 4-26 6-0-0 Plate Offsets (X,Y)- 110:0.5-12,0-2-81,121:0-2-8,0.2-121 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. In (too) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) .0.19 18-20 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.3718-20 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 1.00 Hom(CT) 0.01 14 n/a Flat SCOL 10.0 Code FBC2017/TPI2014 Mabix-AS Weight: 2731b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SO No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=336(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 12 except 2=147(LC 12), 21=807(LC 12), 14=-625(LC 12) Max Grav All reactions 2501b or less atjoint(s) 12 except 2=340(LC 21), 21=2192(LC 1), 14=1750(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shaven. TOP CHORD 2-3=-168/504, 3-5=-326/989, 5-6=-530/411, 6-7=-472/423, 7-8=1744/1024, 8-9=-1534/869, 9-10=-1351/847, 10-11=-635/434, ii-12=340/799 BOT CHORD 2-22=-473/291, 21-22=-473/291, 20-21=-878/611, 18-20=221/841, 16-18=502/1351, 15-16=-103/509,14.15=670/426, 12-14=-670/426 WEBS 3-22=0/266, 7-20=938/606, 7-18=607/1181, 8-18=913/605, 9-18=-05/261, 9-16=512/379, 10-16=-531/1050, 1(.15=653/391, 3-21=732/360, 5-21=1786/946, 5-20=-621/1492, 11-15=-607/1400, 11-14=-1594/916 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=6.Opsf,, BCDL=6.Opsf h=15ft; 13=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 3.84), Intedor(1) 3-8-0 to 19-M, Extedor(2) 19-M to 24-0-0. Interior(1) 24-0-0 to 39-5-8, Extedor(2) 39-5-8 to 44-6-8, Interior(1) 44-5.8 to 51-4-0 zone; cantilever left and right exposed end vertical left and right 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) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) 12 except (jt=lb) 2=147,21=807,14=625. 8) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chard. Walter K Finn PE No.M833 MiTek USA, Inc FL Cart BON 6904 Paden East Blvd. Tampa FL 33810 Date: February 17,2020 ®WARNING-Variry desl, parameters antl READ NOTES ON FHIS AND INCLUDED MITEK REFERENCE PAGE a111-773 rev. 10/03,2015 BEFORE USE. Design wild far use only wish M170M wnnecliers. This design is based only upon pammaters shown, and is for an lnowhat building component,not ��• A truss slide., Before use, the building designer must wanly the appllcabllity of design parameters and properly lnocryarale this design Into the overall towidmgdesign. among indicated is to x od bucking of individual lours web andlor Nash members only. Adddionaltempomryand Pmmaneshbracing WOW is always required for stability and to preyem w4apsewnh possible personal Injury and Property damage. Forgenerat guidanceregarding she fabrication, range, degvery, erefelon and bracing ofimsses and truss systems, see ANSM11 quagly Green., DSB49 entl SCSI Building Component aSaretyfnformeNon aaagabiefrom Truss Male Insthate.218 N. Lee Street,SuKe312,Alexandra,VA2Z314. 6904 Parka East BIW. Tampa, Fl. 36610 Job a Truss Truss Type Qly Ply Horbacz Res. T19428MS J39198 A16 Roof Special 1 1 Job Reference (optional) Axe = 20 2.4 II 5.D0 12 19 5x5 = Sx5 = 6 18 17 44 = 3x8 = b.JJU 5 Jan 2d 2UZU MI lex MOOS leS. Inc. Men Feb 1109:22:ba 2020 16 Sx12 = Sx5 = fi-9-3 I 12-0-0 19-0-0 I 245-8 I 35-5-8 I 414.8 m-o I 50" Scale = 189.3 Brae 12 { Plate Offsets (X,Y)- f14:0-2-8 0-2-121 ry 6:0-3-12 0-3-01 (19:0-2-8 0-2-121 LOADING (psf) SPACING. 2-0-0 CSI. DEPL, in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TIC 0.54 Ven(LL) -0.33 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.94 Ven(CT) -0.681648 >551 180 SCLL 0.0 Rep Stress Ina YES WB 0.96 Hom(CT) 0.01 12 NIS n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight 26311D FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 7-18 REACTIONS. (Ib/size) 2=16510-8-0, 14=194110-8-0, 19=2216/0-8-0, 12=-162/0-8-0 Max Hare 2=336(LC 11) Max Uplift 2=-132(LC 12), 14=700(LC 12), 19=814(LC 12), 12=222(LC 17) Max Grav 2=318(LC 21), 14=1941(LC 1). 19=2216(LC 1) FORCES. (ID) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-211/610, 3-5=367/1088, 5-6=-057/368, 6-7=-409/369, 7-8=1951/1057, 8-9=-1705/882, 9-10=.1157/717, 10-1 1=-558/1281,11-12=.459/1082 BOT CHORD 2.20=-585/327, 19-20=-585/327, 18-19=-999/647, 16-18=245/849, 15-16=-416/1157, 12-14=951/547 WEBS 3.20=0/275, 7-18=935/606, 7-16=586/1239, 8-16=1021/637, 9-16=220/682, 9-15=-694/456, 10-14=-1828/983, 11-14=327/317, 3-19=-7401360,5-19=1821/937, 5.18=-614/1534, 10.15=-735/1567 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=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=SD(t; eave=6ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 3-8-0, Interior(1) 3-8.0 to 19-0-0. Exterior(2) 19-0-0 to 24-2-12. Interior(1) 24.2-12 to 41-5-8, Extedor(2) 41-5-8 to 46-5.8, Intenor(1) 46-6-8 to 514-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWPRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) • This Was has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joint(s) except Ut=11b) 2=132, 14=700. 19=814. 12=222. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE Ne.22839 MiTek USA, Ina. FL Cart 6834 Iii Parke East Blvd, Tampa FL 33610 gate: February 17,2020 WARNING -Vent, JOApn yarame ers and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 4111-7472 rev. 1010312M5 BEFORE USE. Design valid for use only with MReleID connectors. This design is based only upon paramders shown, and is for an individual budding component, net ��• a truss system. Before use, the building designer must wriy the apphoabicy of design parameters and properly Nmrporate Nis design into me overall buildingdesign. Bracing indicated is to prevent buedingofindividual tmssweb andlorchord members only Millions? lemppmryand permanent bracing Welk' always required for Mobility and to prevent w1lapetwith possible personal Injury and property damage. For general guidance registers the fabrication. Storage, dal Vefy.er.di.n and loafing effidsea and ones SyAems,Sea ANSUTPIf Dually Endeda, DSB49 and SCSI Building Component 'Safaybdoneaflon avaeaNefmm Tmss RMetngkute,218N.LeeWeM.Buse312,Auandna,VA22314. 6904 Parke East Blvd. Tampa, FL. 368ID Job 1 Truss Truss Type Dty Ply HomaczRes. T19428897 J39198 li Roof Special 1 1 .Inh Rwfw.mnew (nn(nnall I Nis, e1. Yleme, YL-Y!14b, 5.fx 12 56 = 8.330 s Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:22:59 2020 Scale =1.69.3 20 19 10 a-- as of 10 15 14 13 44 = 2.4 II Sea = 4x6 - 3x6 = U12 = 34 II 4x8 axis - 4x6 = 6-93 12-0-0 21-1012 315-8 37-5-8 43-SA 4 I= IN SS-13 9-0.12 211 2 6-0-0 6-0-0 0. A 6-0-0 Plate Offsets (X Y)- 1810-540.2-81 MOO-4-0 0.1-131 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) UdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.26 17-19 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 Be 0.89 Vert(CT) -0.4715-17 >796 180 M18SHS 244l190 BCLL 0.0 Rep Stress Ina YES WB 0.88 Hom(CT) 0.01 11 We We BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 25616 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 8-14 2 Rows at 113 pis 6-19 REACTIONS. All bearings 0-8-0. (Ib) - Max Hoa 2=336(LC 11) Max Uplift All uplift 1001b or less al joinl(s) except 2=128(LC 22), 13=741(LC 12), 19=4144(LC 12). 11=333(LC 17) Max Grav All reactions 2501b or less at joinl(s) 11 except 2=290(LC 21), 13=2089(LC 18), 19=2292(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=287/719, 35=45811181, 5.6=278/1190, 6-7=754/449, 7-8=2148/1075 8-9=743/496, 9-10=743/496, 10.11=652/1582 BOT CHORD 2-20=743/391, 19-20=743/391, 17-19=10/274, 15-17=238/954, 14-15=. 4 /1840, 13-14=-1326/707, 11-13=1425/760 WEBS 6-17=384/1118, 7-17=-815/569, 7-15=605M 198, 8-15=608/486, 8-14=1290/458, 9-14=373/332, 10.14=1042I2203, 10-13=189211017, 3-19=682/375, 579=438/401, 6-19=1938/824 NOTES - I) Unbalanced roof live loads Eve been considered for this design. 2) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Ops/; h=15ft; B=4511; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exter or(2) -1-4-0 to 343-0, Intedor(7) 3-8-0 to 19-0-0, Extenor(2) 19-0-0 to 24-0-0, Intertor(1) 24-M to 43-5.8. Exteria(2) 43-5.8 to 4 5A, Interior(l) 48-5-8 to 514-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces S. MWFRS for reactors 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) Plates checked for a plus or minus 0 degree rotation about Us center. 6) This truss has been designed for a 10.0 psi 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 rd between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 128 Ib uplift at joint 2, 741 It, uplift at joint 13, 844 Ib uplift at joint 19 and 333 Ib uplift at joint 11. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MTek USA, Inc FL Cod 6034 6604 Parke East Blvd Tampa FL 33610 Dare: February 17,2020 WARNING - Venrydesign parameters antl READ NOTES ON THIS AND INCLUDED MOEK REFERENCE PAGEMII.Un mv. 1010312015 BEFORE USE. Design valid far use only with MTecl oonnectos. This deago is based onlyupon parameters shown, end is foran indivdual building oompanen4 not �® otiose sondes. Delete ase.thebwldingdesguer must venytbeappaoeblly0fdesup perasmers and popery aoolporae this design uaotbeoverall ��Y�• buiMing design. BmwgiMk eaistopmmtW&G g fmdMdual Wssweb andlorchadmembeis only. Adaaiow relrPoray and cermanam braGnq WOWis arNays requve0 far 9ebiWy end to preveN mOapu wlh possible perululiryury ark pmpelry tlamage. Forgeneud guidanceregardingthe fabriaeaon. Storage.deibery, erection and lini Mbusus and ouss systems, see ANSV1 tf Qualify Onfede, DSB49 and BOSI Building aampanent Gafefy(nformation available 6wn Tmss Rate Instate, 218 K t.ee E4ee.6We 3lZ Neamldla, VAM14. 6904 Parke East Sb Tampa. FL 36610 Job Truss Truss Type 0ty Ply Res. T19428848 J39198 A18 Roof Special 1 1ob [abacz Reference (optional) 1 i1 e.J3U S Jan ZZ ZUZU MI I eK InauStneS. Inc. Mon 1-eD 17 W 23:002U20 Scale=1:69.3 r1eE3 6 46= 2x4 II 5x5 = 44 = 3x6 = 46 — 2x4 I 3x8 = Sx5 = 44 = aide = 2x4 II 6-11-3 19141111 117-11 69J 5613 16. 0 17-2-12 7-2-12 5-14 15.14 1-9-8 468 Plate ONsets(%,Y)— 18:0-5-00-2-8) [10:0-640-2-12I [14:0-2-80-2-121 f21:0-2-80-2-121 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (roc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.21 16-18 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.3516-18 >999 180 BCLL 0A ' Rep Stress Ina YES WB 0.94 Horz(CT) 0.03 14 n/a Na BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 2571b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Raw at micipt 7-20. 8-18, 9-14, 5-21 REACTIONS. All bearings 0.8-0. (Ib)- Max Hoa 2=336(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=191(LC 22), 14=768(LC 12), 21=847(LC 12). 11=336(LC 1) Man Grav All reactions 250 lb or less aljoint(s) 11 except 2=264(LC 21), 14=2109(LC 1). 21=2327(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=290/876, 3-5=-45311344, 5-6=246/307, 6-7=219/296, 7A=11171586, 8-9=4221312, 9-10=952/2206, 10-11=60211505 BOT CHORD 2-22=809/400, 21-22=809/400, 20-21=1215/728, 18-20=274/942, 16-18=800/1958, 15.16=794/1966, 13-14=1326/696, 11-13=1331/694 WEBS 3-22=0/263, 6-20=299/153, 7-20=1091/590, 7-18=63/612, 8-18=-1052/581, 8-15=-1692l248, 9-15=227ly63, 9-14=2543/1291, 10-14=1296/709, 3-21=728/369, 5.21=1910/960, 5-20=653/1637 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=6.Opsh BCDL=6.0ps/; h=15ft; 8=45ft; L=50ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 3-8-0, Interior(l) 3-8-0 to 19-0-0, Exterior(2) 19-0-0 to 24-0-0, Inlenor(l) 24." to 45-5-8, Exterior(2) 45-5.8 to 50-5.8, Interior(1) 50-5-8 to 51-4-0 zone; cantilever left and right exposed; end vertical left and light exposed;GC 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 panting. 4) Plates checked for a plus or minus 0 degree notation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconwnent 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 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 191 Ib uplift at joint 2, 768 lb uplift at joint 14, 8471b uplift at joint 21 and 3361b uplift at joint 11. shantwRNWapyl„e, srect�raoeg)e bat%ONfLA IR SON THIS AND INCLUDED MpEK REFERENCE PAGE 01.7473 rev, 10/0312015 BEFORE USE. Design valid for use only wN MITeIds Connemas. This design is based only upon parameters show, and is her an IndMdual bidding Component not a WISS system. Berme we. Me building designer meat verify Me appecaDNy of design panwelers and properly Ncaryorale this design into the owmll bUlong design. Brazmg'ugicahal is to proem bsU5ng of Ndmdual Wsaweb anwor Nord members any. Additional lempomry and permanem bracing Plea Waller P. Finn PE Ne.22839 MRek USA, No, FL Grt 6634 6904 Parke East 5I0. Tampa FL 33610 Dale: February 17,2020 MiTeW 6904 Parke Fast BIM. Tampa, FL 36610 Scale=1:89.3 Say = 5.00 12 7 3d3 6 34 i3x8 5 3.6 - NAILED 34 i 4 9 NAILED NAILED Spedal 3 5x5 = 3x10 = axe = Sx8 = 10 11 NAILED 12 1 2 14 3 27 26 25 37 38 2439440222120 19 18 41 17 42 16 2x4 II 34 = ties = 4x8 = 3ds = 4x6 — 4x8 = 64 = 34 = bad II 4x8 48= 3a8 = _ 4x6 NAILED NAILED NAILED Special dbx9g ;M4 &>475 50l Ta8 5a35I4-0 I IoztrdO cauI2_ Plate Offsets (X,` )— (11:0-3-8,0-1-8), (13:0.5-12,0.2-81, 119:0.3-8,0.2-0), (25:0.2-8,0.2-12) LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.29 19-20 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4419.20 >845 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.76 Hom(CT) -0.03 25 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 270111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except' TOP CHORD Structural wood sheathing directly applied or 3-9-1 Go punins. 10-13: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-5-4 ac bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-25, 8-24 WEBS 2x4 SP No.3 *Except' 12-18: 2x4 SP No.2 REACTIONS. All bearings 0.8-0. (Ib) - Max Harz 2=336(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=417(LC 18), 25=992(LC 8), 17=-050(LC 8), 14=205(LC 14) Max Gmv All reactions 250 Us or less at joint(s) 2, 14 except 25=2697(LC 1), 17=1854(LC 30) FORCES. (lb) -Max. CompJMax.Ten.-All lances 250(lb) or less except when shown. TOP CHORD 2-3 -418/1369, 3.5=512/1614, 5-6=597/1998, B-9=885/394, 9-10=1567/572, 10.11=2657/974, 11-12=616/274, 12-13=8612566, 13-14=536/1054 BOT CHORD 2-27=-1358/484, 26-27=1358/484, 25.26=17187708, 24-25=1164/578, 22-24=-15/483, 20-22=-337/1275, 19-20=906/2706, 18-19=171/616, 17-18=2587/964; 16-17=-966/587, 14-16=9691572 WEBS 5-26=96/340, 5-25=538/287, 6-25=2274/855, 6-24=-428/1550, 7-24=-405/108, 9-22=795/387, 9-20=90/430, 10-20=1362/562, 10-19=546/291, 11-19=808/2181, 11-18=7641355, 8-24=1002/450, 8-22=-192/732, 12-18=1174f3276, 12-17=1162/510, 13-17=1840/579, 3.26=552/236 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf h=15ft; B=4511; L=50ft; eave=6ft; Cal. II; Exas C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load noncencument 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 Nord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 2, 992 Ib uplift at joint 25, 650 In, uplift at joint 17 and 205 lb uplift at joint 14. 8) "NAILED" indicates 3-1 Od (0.148"x3' or 3-12d (0.148°x3.25) toe -nails per NOS guidlines. Waller P. Finn PE Na.22839 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12016 dawn and 12916 up at Mf lak USA, ha FL cat 86M 47-5-8 on lop chord, and 58 Ib down at 47-4-12 on bottom chord. The designiselection of such connection device(s) Is the 6904 Palle East Blvd. Tampa FL 33610 responsibility of others. Date: 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). February 17,2020 'onfinued on pane 2 t5OAV1JAISE(SrxSf_8IIudJu ®WARNING -V-1, d.ai9n Parameters and READ NOTES ON TMS AND INCLUDED MAEx REFERENCE PAGE M04473 me 10103AU)IS BEFORE USE. Desgn vend truss emuwdh Maek®cannexadd, TDLv desgn Is Dash my upon parameters a awn, and is foran individual bupGng mWonent, nat aVusssyaem.Befsre s%the lauiding designer muslvaffy"appGcaDTlyofdesipn paramNersand pmpeM incorporate Nls design his mewetall Dulling design. Brddng hd'xated isto prevent WddaN of Mdiddual WssweD aMIa NON members onry. Addalenal temporary and pamaneM Mating u always Nqubedfas stability and to pnveNCWapae weh Na9Me Weanal irymyax1 pmpenydamage. Forgenenalgudanneregardinglhe 1 L' tDdra6on, slamge,delivery, ereabn and DraNg gfWsxsaM floss systems,see ANSWMIQuaaty Cdfda,DS"9and BCSIBuilding Component 1 field Parke East Btd. SefetylMrmeuon avbblefmmTruss Ptto MWOe,218NtxeB O.Sude3lZMex r;VA22314. Tampa FL 36610 Job a Truss Truss Type pty [y-7!Res. T19428849 J39198 A19 Rogl Special Girder 1 (optional) East Coast Truss, FL Pierce, FL-34946, 8.330 s Jan 22 2020 MiTek Industries, Inc. Man Feb 17 09:23:02 2020 Page 2 ID:xLFw72Kb gx5FoTKgTmXKzklgl-BOK4ro5lyNwzNxMZPZAe6w6KegbaE7talu5q9lzkH2d ,LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7�60, 7-10=60, 10-13=-60, 13.15=60, 28-31=20 Concentrated Loads (Ib) ' Vert: 13=2(B)11=1(B)18=5(B)16=11(13)12=1(8)35=1(B)36=1(B)41=5(B)42=5(13) ®WARNING -Verily design paameers and READ NOTES Oil MIS AND INCLUDED M1VTEK REFERENCE PAGE 16111-7471 rev. 1010312015 BEFORE USE. *B Design wale for ussonlywith 64TekIDconneclors. Thus design is based an, upon parameters Nawm, and is for an Individual bWdug camporient, not a buss syuem stations use. the building designed must seats Do applicability ofdeop p rodushn and peopeM rourporale Nis design he the overall -•Y� building design. Brdlrlg Indicated Is to prevent amlin, of hndividual Dust web ands Nord members rids. Additional temporary and permanent bracing ) Bk 1, iLiy Is always required our va and to jua e d Corsi with possible perearul rotaryrotaryand pmperydm aage. Forgenere guidanra rega ding lie fabrication, garage. lower, election and among orWsaes and vuv systems.awe ABSV II Duality Cr/reda, DSB49 and Best Building Component 6904 Pa6e Past Brad. BakylnlormaNan anbble ham TusS Rafe lnS Oe.218 R Lee 61reeL 6ute 31Z A1exandaa, VAM14. Tampa, FL 36610 Job , Truss RUSS Type pry Ply It T79928850J39198 A20G Common Girder 1 qL ["o'blaered'e'nota (optional) East Coast lutes, FL Pierce, FL-34946, 4x4 = 5.00 12 8,330 s Jan 22 2020 MiTek Ina Mon Feb 1709:23:042020 3x10M165HS II A6 =HUS26 Oka = 6x6 = 7sS = HUS26 6x6 = 6x6 = 2x4 II 3x10 M16SHS = HUS25 HUS26 HUS26 HUS26 HUS26 HUS26 HUS28 HUS26 3-7-12 I 7-0O I 11-7-1 i6-2-2 18-17-0 I 22.8-0 I 26-0-0 3-7-t2 a-4w 4z1 4an 210 a.z1n s.en Scale =1:54.9 Plate Offsets (X,Y)- fl:0.2-0,0-2-01. [4:0-1-0,0-1-8j [11:03-0 0-0-8) [12:0-3-00-0-4j ry3:0-3-0 0.4.12[ (15:0-0-00-4-4[ ry 6'P3-00-"I LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 VerULL) 0.34 12-13 >920 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.5112-13 >604 180 MISSHS 2441190 BCLL 0.0 ' Rep Stress lncr NO WB 0.81 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight 4111b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excii TOP CHORD 6-9: 2x4 SP No.1 BOT CHORD 2x6 SP SS BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 413,1-16: 2x4 SP No.2, 1-17: 2x8 SP No.2 REACTIONS. (lb/size) 17=856810-8-0, 9=6241/0-" Max Harz 17=435(LC 6) Max Uplift 17=2789(LC 8), 9=2194(LC 8) FORCES. (lb) -Max. CompfMax.Ten.-Allforces 250(I11) or less except when shown. TOP CHORD 1-2= 4248/1518, 2-3=585612109, 34=5893/2104, 4-5=9817/3405, 5.7=13539/4777, 7-8=-15675/5536,8-9=15631/5502, 1-17=7467/2497 BOT CHORD 16-17=220/370, 15-16=1086/3868, 13-15=2867/9017, 12-13�4218/12479, 11-12=-0990/14451, 10-11=5029/14406, 9.10=5029114406 WEBS 2-16=3685/1270, 413=-1994/5931, 573=-0615/1802, 5.12=1569/4272, 1-16=2197/6832, 3.15=1448/4217, 2-15=107613324, 415=5945/2148, 7-12=2854/1118, 7-11=962/2668, B-11=-026/414 Structural wood sheathing directly applied or 2-4-15 oc pudins, except end verticals. Rigid ceiling directly applied or 8.1-1 oc bracing. 1 Row at midpt 415 NOTES. 1) 2-ply truss to be Connected together with 10d (0.131"x3*) nails as follows: Top chords Connected as follows: 2x4 -1 row at 0-7-0 oc, 2x8 - 2 TONS staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 Go. 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 CASES) 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: ABC 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; hell 5N; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about Us center. 7) This truss has been designed for a 10.0 psf bottom chord five load nunconcurrent 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 2789 Ib uplift at joint 17 and 2194111 uplift atjoint 9. 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 410d Truss) or equivalent spaced at 2-0-0 oc max. staving at 1.0-12 from the left end to 17-0-12 to Connect trusses) to back face of bottom chord. 11) Use Simpson Strong -Tie HUS26 (14-16d Girder, 4-16d Truss) or equivalent at 19-0-12 from the left end to Connect tmss(es) to Walter P. Finn PE No-MM L9Tek USA, Inc. FL Cad 66M 6904 Parka East Blvd. Tampa FL 33610 Dare: February 17.2020 f fare chard. - ®WARNING -1.nI1 1esl9n Parameters and READ NOTES ON MIS AND INCLUDED VTEX REFERENCE PAGE MI1.74I3rev. 10103R015 BEFORE USE eenee Design valid far Use ony with Mnek®connectan. Thbdeslgn is based ony elan parameters even, and Is for an Wivid"building component net M a hose Ill Before sea, me building designer mestve4ylbe app6rabgay Of design parameters and pmpedy Ineonoraw We deign Into the overall buidingdesign. S-WgUdicaledistopmve WtlJgofInMdud WnwMan&Wo oNmemb Coy. Addtlaultempoceryandpnnanentbracing WOW shays regained for well and to prevent m6apse wan pos4de personal injury and popM damage. For general guidance regents, the bon.S.N Storage. delivery, erection and beating or Weus and Mess system, we ANSIMR4 dually CrUsels, DS9,69 end SCSI Building Component SaratyinkawUon avaaabd ham Tmas Plate Instdme, 216 N Lee Street Suite 312. NexaMrb, VA 2231d. 6904 Parke East Bh1. Tampa, FL MID Job . rvss Truss Typa Oy Ply Horba¢Res. ' Tf 9428850 J39198 OG Common Girder 1 n L Job Reference o tional East Coast Truss, Ft Pierce, FL-34946, NOTES- 12) Fill all nail holes where hanger is in contact with lumber. 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09.23:04 2020 Page 2 ID:xLFId72KbAgxSFoTKgTmXKzklcj-7nSgGT7zU7AgdEWy) C6BLBe3TGXiCIUCax3AzkH2b LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pH) Vert: 1-3�60, 3.9=-60, 9-17=20 Concentrated Loads (lb) Vert: 15=-1172(B) 11=2414(B) 20=1177(B) 21=1172(B) 22=1172(B) 23=1173(B) 24=-1172(B) 25=1172(B) 26=-1066(B) 27=1066(B) ®WARNING Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MU7473 ray. 10103CO15 BEFORE USE. asseas Design valk for use any with Wek®oonnedors. Mire design is based ony upon parameters sboan, and is reran Individual building mmponenL not �F� �® ME atmss sysiem. Belem use, the bmlGng designereemd v WyNe a,,Haflfty4fdasign parameters and propeiy nomporete Ws design into via overall buiWingdesign. BrecmgirwicatediebprerentEudingafNdMdualWasweEandlmNaNmembersony. PGdL'oneltemporaryandpermanenttrecNg MiTek' is ahvays required for siabft and to prevent Mures wInjury and possible personal Injuand pmpeAy damage. Forgenend guidance regarding ea falega4an, storage,derirery. emdt nandbmdngof Wswsm Mssy5ems,sea ANS17111 Duality CrAeda, DS1189 and SCSI Building Component Barerylnfomrmron aw ble Wm Tmss Rgo InSaNa.216N.Lee9ree fte312Alexandru,VAM14. 6904 Parke Eazt DW. Tampa,R. 36610 Jab Truss Truss Type Ott, Ply Res.T19428851 B01G Hip Girder 7 1nF [odbacz Reference lnnlinnall 1-4-0 3-S-14 7-1 14-0 I 39-7A 3-2 5.00 12 d d,aav I, JCII zz [VCV ml I us Mausines. Inc. men reD 1 f IlB:4d: VD LULU Scale =1:50.0 NAILED NAILED NAILED NAILED Sea = NAILED NAILED lea II NAILED 3x4 = NAILED 5x8 CC 4 24 25 6 26 27 M 29 6 30 31 7 .. .� 32 33 " 34 14 35 .. S8 37 „ 3x8 = 1x4 II 3x4 CC NAILED Us CC 4XSM18SHS CC 3x4 = NAILED 3x4 - 1x4 II US = Special NAILED NAILED NAILED NAILED Special 3-9-14 L_ 114L9 18-3-7 W1 24-2-2 28-0-0 I 'Di I I I 1 t Plate OHsets(X1')- 12:04-20-1-8) [4:G-5-120-2-81 [7:0.5-120.2-8) (9:04-20-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) li L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.36 13-15 >934 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.5613-15 1604 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ina NO WS 0.62 HOR(CT) 0.13 9 Na We BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Weight: 1421b FT=0% LUMBER - TOP CHORD 2x4 SO No.2 *Except• 4-7: 2x4 SO 270OF 2.2E BOTCHORD 2x4SP270OF2.2E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2283/0-8-0, 9=22B3/0.8-0 Max Holz 2=116(LC 24) Max Uplift 2=874(LC 8), 9=874(LC 8) BRACING. TOP CHORD Structural Wood sheathing directly applied or 2-3-9 oc purling. BOT CHORD Rigid ceiling directly applied or 6.2-13 oc bracing. FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=5135/1787, 34=4970/7768, 4-5=5918/216B, 5-0=5918/2168, 6-7=5921/2171, 7-8=4969/1768, 8-9=5135/1787 BOT CHORD 2-17=1543/4698, 16-17=1643/4698, 15-16=-1464/4597, 13-15=1968/5921, 12-13=1463/4596, 11-12=-1543/4698, 9-11=-1543/4698 WEBS 316=347/263, 4-16=49/669, 4-15=592/1620, 5.15=6021442, 6.13=631/442, 7-13=596/1624, 7-12=48/669, 8-12=-348/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vanical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pacing. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of buss to beading plate capable of withstanding 8741b uplift at joint 2 and 874 Is uplift at joint 9. 9) "NAILED' indicates 3ACc! (0.148"x3' or 3-12d (0.148"x3.25) toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 386 to down and 75 Its up at 7-D-0, and 386 Ile down and 75 Its up at 20-114 on bottom chord. The designIselection of such connection device(s) Is the responsibility, of others. 11) 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 Walter P. Finn PE No.22039 L Tak USA, In, FL Cod 8634 6964 Parke East Blvd. Tampa FL 33610 Date: February 17.2020 ®WARNING -Venry tlevgn pyamelen and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MI4A73 rev. 101=015 BEFORE USE. vewee De51gn vsks!far Use MywM MMAMLOMeQore. Tllld Ceelgn Is based any Upon parameters shown, and Is finds Mankind bolding component, net � Dal' a bees system Before Me, Ore buldesignerg designer must Verity the applicability ofdesign parameters and property Nmrponte Nal is design Into e overall builengdeeign.&xulg indicated is to prevent buclAng M Individual uuss web andiar dlnM members Miry. AddLbnaltemp0roryandixornmerstiou1g WOWualwaysr ubed( staNayandMpreventdoeepwwanpossibleperwmiinjuryandpm dydamage. Fageneral9uManraregardingthe fabrirafion,atwage.deMq.ems n"bradl o(WwasalMtrusssystems.we ANSUIPI1guaWCWd.,DSBA9and BCSIBuilding Lamponmt Salary InlormNan available hale Truss plate Inndute, 218 N. Lee Sheet Suee 312, Alexandrh, VA22314. 6904PaM1a Eari Bind. Tampa, FL 36610 Job loss Truss Type Dry Ply HorbacaRes. T19428851 J39798 801G Hip Giber 7 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946. 8.330 s Jan 22 2020 MiTek Industries, Inc. Man Feb 17 09:23:05 2020 Page 2 ID:xLFW72KbAgx5FoTKgTm%KzklgjbzOCTPBbFII%E0584bjLj2M4gFRWb1_sKVbczkH2a .LOAD CASE(S) Standard Uniform Loads (pt) Vert: 1-4=60, 4-7=60, 7-10=60, 18-21=-20 Concentrated Loads (Ib) Vert: 4=-127(F) 7=127(1`) 16=386(F) 12=-386(F) 24=-127(F) 25=127(F) 26=127(F) 29=-127(F) 30=127(F) 31=127(F) 32=62(F) 33= 62(F) 34=62(F) 35=62(F) ' 36=-62(F) 37=-62(F) ®WAR.YING.Veeily tlesignparumeleis antl FEAO NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE AfIIJiAnv. I WO312015 BEFORE USE. Design valM for use onq.wdb Mrek®oonnecdors. This design is based only upon parameters shown. and Is for an WNdual building component, not ��• a buss system Beans use, the budding designer mustvenfy the appbeabiNy of design pamandersand pmpedy Incorporate has design into the overall ��-��•YYY bwidingdesign. SmWg IndealedlstopmvdbuWigofNdNlduWUusswebandlWOOdmembereomy. AddJbnaltemporaryaMpelmanentbraeing MiTek' is atwaya testified fmaabillyand to present mrapm with posable peraorel injury and pmpedy damage. For generd puitlance regarding the fabdration, 5atage,d Wery. eletlbn an0 bratllg of Wsses alM Wss systems, ue ANSU!%1 QualifyChose, Dsaag and BCSI Building COmssruet 6904 Parke East BNd. 6aleylydarmmlon cable bmn Tmss Rate Instdwe, 218 N. Lea Stmd, Buge 312 Alexandria, VAM14. Tampa, FL 36610 Job mss Truss Type pry Ply Res.T19428852J39198 [Bpe BM12ob Hip 1 1 [omacz Reference (optional) cast boa. truss, Tierce, R-. iUnG. Bloc, a Jan ZZ ZUZU Mi Iex mausm85. I= Mon Feb 17 09:23D6 2020 4x4 = Us = 4x4 = 4 20 521 2223 6 Scale =1:50 0 to 3x4 = 3x8 = 4x4 = ass = Us = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Suess Ina YES Code FBC2017/TPI2014 CSI. TC 0.35 BC 0.91 WB 0.27 Matrix -AS DEFL. Verl(LL) Ver(CT) Horz(CT) in (lox) Udell Lid -0.18 10-12 -999 240 -0.4210-12 >792 180 0.09 8 , n/a me PLATES GRIP MT20 2441190 Weight 1321b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1200/0-e-0, 8=1200/0-8-0 Max Hoe 2=144(LC 11) Max Uplift 2=-508(LC 12), 8=508(LC 12) FORCES. (lb) -Max. ComplMax.Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=2381/1302, 3.4=2044/1075, 4-5=-1857/1060, 5-6=1857H060, 6-7=2044/1075, 7-8=238111302 BOT CHORD 2-12=108812175, 10-12=935/2063, 8-10=110712175 WEBS 3-12=394/358, 4-12=-149/515, 5-12=362/261, 5-10=-362/261, 6-10=149/515, 7-10=395/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsF BCOL=6.Opsf; h=1511; B=45ft; L=28ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-B-0, Interior(1) 148-0 to 9.0-0. Extedor(2) 9-0-0 to 13-2-15. Interior(1) 13-2-15 to 194-0. Exterfor(2) 19-0-0 to 23-4-6, Interior(1) 234-6 to 294-0 zone; cantilever left and Tight exposed ; end vertical left and right exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pbnding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncanwment 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-D-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 508 Ill uplift at joint 2 and 508 lb uplift at Joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Walter Is Finn PE Na22839 Urfa), USA, Ina FL Can6634 6904 Parka Bast Blvd Tampa FL 33810 Data: February 17,2020 ® WARNING -Verily dsslgn Paameters and READ NOTES ON THIS AND INCLUDED WTEx REFERENCE PAGE M1'11-093 rev. IO.V312015 BEFORE USE. Design vend bruse only Wan MTe rS ononsotors. This design Is based any upon parameters Munson, and is Wan individual building pomponent, not a truss system. Before use, toe building designer must writ' the aPHOMMY oldesign parameters and property incorporate this design into Me overall buildingdeslgn. Sonora Indicated is to prevent budding ofindivIdual Was web andlm Nord memaers my. P4dgluWtemporary and permanerd braWg MITek' is allays W uaed for slabiHy and to preveN raar mOapse With possible peul IniuyaM rpro" damage. Fergenead guldarop regalding the IabMation. Storage. Metals,erection and bracing olWsses and truss systems, we ANStri Qualify CrIleda, DS049 and SCSI Building Component Sablylnramunon avaaabb clam Truss Plate InS1 0, 218 N. Lea &mO. Bude 312 Atexandda, VA22314. 6904 Parke Fast Blvd. Tampa, FL 36610 Job . toss Truss Type Oy Ply HorbaccRes. T19428853 J39198 Boa Hip 1 1 Job Reference (optional) Truss, FL Pierce, FL-34946, 4x6 = 8,330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:23:07 2020 4xe = 1 22 23 24 25 5 Scale=1:60.0 4 (a 3x4 = tx4 II 3x4 = 3x8 = 3x4 = 1x4 II 3x4 = 5-9-14 11-0-0 17-0-0 22-2-2 2"-a 1 5-9-14 { 52-2 1 6-0O I 5-2-2 I 5-9-14 t Plate Offsets (X,Y)— (4:0.5-0,0-2-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.15 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.24 11-12 1999 180 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(CT) 0.09 7 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 1371b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 2=1200IUB-0, 7=120010-8.0 Max Horz 2=172(LC 11) Max Uplift 2=508(LC 12), 7=508(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2378/1202, 34=A830/1007, 4-5=-1643/1002, 5-6=1830/1007, 6.7=2378/1202 BOT CHORD 2-13=985/2147, 12-13=985/2147, 11-12=-663/1642, 9-11=1004/2147, 7-9=1004/2147 WEBS 3-12=-600/357,4-12=-84/404, 5-11=-88/404,6-11=600/358 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=6.Opsf; BCDL=6.Opsf; h=15ft; B=4511; L=2811; eave=4fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-4-0 to 1-841, Interior(1) 1-8-0 to 11-0-0, Exterior(2) 11.0-0 to 15-2-15, Interior(1) 15-2-15 to 17-0-0, Exterior(2) 17-0-0 to 21-2-15, Intenor(1) 21-2-15 to 294-0 zone; cantilever left and right exposed ; end vertical left and right 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) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 pad bottom chord live load nonconcu ent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom Nord 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 50811, uplift at joint 2 and 5081b uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE Na22839 MTek USA, Ina FL Cart 6634 6964 PaRa East Blvd Tampa FL 33610 Date: February 17,2020 ®WARNING. Vmlxtlesign parameters and READ NOTES ON THIS AND INCLUDED MReK REFERENCE PAGE MIIJ473 ray. 10N34015 BEFORE USE Design dare braze ant with MTekOconnect4rs. This design Is based only upon parameters shown. and is fwan individual Wilding component, no a Wss Syrian Before use. me burdmg designer must very the applirabildy of design parameters and propeM inmryorme this design into the overe6 bwMingdevgn. Bracing bx9caled lsto prevent buckling of NdiWdual Wss wep andlbr rJlwtl members coy. ACCdb"Wertumryandpermanentbrsring MiTek- isalways.suvedfarelivery.andIo Dmpedy damage. collapsewNspossible Dssyste Is. and and cuts cde .aUtyerdtdADSere9aNdBthe fabdtatlon.rimage. delivery. Worst Dua4y Ldmda, 0a&89 and BLal Building Componeed 6a04Patke Feat Blvd. O.Ss,e3l dN,VArl SareylnMmation avatlaple lion Truss Rate lnsl6Ne, 216 N.Lee SUael, Sude 312. AIexaidde, VA2Z314. dbe,21 Tampa, FL 3fifi10 Job . nu Truss Type Oty Ply 804 ATTIC 1 1ob [orbaRes.czT79428854J39198 Reference (optional) East Coast Truss, Ft. Pierce, FL-34946. 8.330 s Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:23:092020 Page 1 ID:xLFld72KbAgx5FoTKgTmXKrklgj-TkF)JBB6JXp4OOvJXoHuPuV4UxdNDgmTlilOzkl42W 13-0-0 t626 td-0 ago &tOd 11-B-10 12+2 1Sll-0 1 7-1A�131.12� 231a 284G 29d-0 v 1i-0 I aso I au I 2.11F zoo Trt 1d ' 2-11a eta I asa j 1+0 ' a7-14 0s8 Sraie=1:5a.0 4x4 = 4x4 = 34 = 6 26 27 7 3aG = 4x4 = 3x8M185HS = 3x4 = 4x4 = 3x4 = 3x8MlnHS = LOADING (psf) SPACING. 2-" CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.65 14-15 >516 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT)-1.2414-15 >272 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina YES WB 0.99 Horz(CT) 0.08 11 n/a Na BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Attic -0.45 14-15 274 360 Weight: 1231b FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP 270OF 2.2E'Except' TOP CHORD Structural wood sheathing directly applied. 6.7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP NOA 'Except' WEBS 2 Rows at 1/3 pts 5.8 13-16: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1303/0-8-0, 11=1303/0-8-0 Max Horz 2=199(LC 10) Max Uplift 2=-446(LC 12), l l=-446(LC 12) Max Gran, 2=1364(LC 18). 11=1364(LC 19) FORCES. gle) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2949/1019, 3-4=-2413r791, 4-5=2067/815, 5.6=46/863, 6-7=-59/974, 7-8=-46/863, 8-9-2067/815, 9-10=2413f791, 10-11=2950/1019 BOT CHORD 2-15=835/2858, 14-15=-092I2140, 11-14=855/2710 WEBS 3-15=-788/399,4-15=0/704,5-17=3097/905, 17-18=.3085/896,8.18=-3097/905, 9-14=0/705, 10-14=790/399 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf. BCDL=6.Opsf; h=15ft; B=45ft; L=2811; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 13-0-0. Exterior(2) 13-0-0 to 19-1-12, Interior(1) 19-1-12 to 29.4-0 zone; Cantilever left and right exposed ; end vertical left and right 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) Ali plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psi 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) Ceiling dead load (5.0 pat) on member(s). 4-5. 8-9. 5-17. 17-18, 8-18 9) Bottom chord live load (20.0 pet) and additional bottom chard dead load (5.0 Pat) applied only to room. 14-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 Ib uplift at joint 2 and 446 Ib uplift at joint 11. 11) This truss design requires that a minimum of 7/16'sWdural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.M839 MTek USA, Inc. FL Cert 86M 6904 Pads East Blvd. Tampa FL 93610 Date: February 17,2020 WARNING Vurify Ee 11.Varammersand READ NOTES ON rMS AND INCLUDED AUTEK REFERENCE PAGE 0Id473iev. 101OV2015 BEFORE USE. Design valesfar usedMrwan MTek®g basedte uponpammateneensanan4iera de$lcomponent,nth W deSIgdm.Trgadeegne a Wss synem Setae use, the auil4inp 4ezgnv muavedrytre apparaGt6y of design parameters aM proper, mmmamte inkaliaklual IS gn into the pverell bpibing4eelgn.amcmgpxlkatM lsmpresa4bPr Wss Na Mor4memaenony.P44Nonalt oear, a Mating MiTek' WofM We IcanevryaMpannanenl w6 Wib pmpedydamage. Fatity andSNe IWAW s.90redfareeney, eadde ra 4etiveryeredl and br of ISSAS Ssd ITUSS$nMuc.Wend of V%21eMtrusesystfte3lZ ANSM11 CrYefia,OBB-Bp and SCSI Building tamponenr CAlgu,DEBRIS Eas16M. Tn sRaug Alyinn,voraion dahrylNarmaddn avatlabk fmm Tn¢a Plate Insl4ute 218 N In Street SUEe Jf2, Alexan4lu, VA 2231d. T6904 aWa, FL Tampa, FL 351110 Job Truss Tnrss Type Oty Ply BOS ATTIC [orbaczRes.T19428855J39198 6 1ob Reference (optional) East Coast Truss, FL Pierce, FL-34946. 3x4 = 4x6 = MM18SHS = sail = 8.330 s Jan 22 2020 Mirek Industries. Inc Mon Feb 17 09:23.10 2020 3.4 = 3x8M18SHS = 8-10-0 I 14" I 151-12 28-0-0 8-10, 5-1-12 &1-12 8-104 Boole-1:47.3 Asa = Plate Offsets (X,Y)- f4:0-2-0,Edge) (11:0-1-6 Edge) LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.67 1344 >504 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vet(CT) -1.2713-14 >265 180 M18SHS 2441190 BCLL 0.0 ' Rep Suess Inca YES WB 0.69 Horz(CT) 0.08 11 We n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Attic -0.45 13-14 272 360 Weight 1221b FT=0% LUMBER - TOP CHORD 2x4 SP 270OF 2.2E'Excepl' 1-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except' 12-15: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 16 REACTIONS. (Ib/sae) 11=1221/0-8-0,2=1305/0-6-0 Max Horz 2=210(LC 11) Max Uplift 11=350(LC 12), 2=449(LC 12) Max Grew 11=1287(LC 19), 2=1360(LC 18) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2919/940, 3.5=-2411/719, 5-6=20671745, 6-7=37/687, 7-8=-39/688, 8-9=2066I`760, 9-10=24161749, 10-11=2963/1013 BOTCHORD 2-14=804/2825, 1}74=-479/2124, 11-13=855/2728 WEBS 9-13=-22t717, 10-13=-820/412,5-14=0/695,3-14=769/356, 6.16=-2855/830, 8-16=2855/830 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; What60mph (3-second gust) Vasd=124mph; TCDL=6.OpsY, BCDL=6.Opsf,, h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to "-0, Interior(1) 1-8-0 to 14-D-0, Exterior(2) 14-0-0 to 17-0-0, Interior(1) 17-0-0 to 28-D-0 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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) Ceiling dead load (5.0 Pat) on member(s). 5.6, 8-9. 6-16. 8-16 8) Bottom chord live load (20.0 pat) and additional bottom chord dead load (5.0 Pat) applied only to room. 13-14 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3501b uplift at joint 11 and 4491b uplift at joint 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheettock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE N0.71839 MTek USA, Inn FL Cud 6634 Beat, Parke Bast Blvd. Tampa FL 33610 Data: February 17,2020 ®WARNING -Verify design paramelers antl READ No. ON THIS AND INCLUDED &VIEK REFERENCE PAGE M11.7475 rev. ION312015 BEFORE USE. Design valid for use onlyw M MTek®wmeUors. TI s design u taxied only upon gxremeters Mown, and Is loan Irdlvidual budding component, nd a Wu system. Before use. Dn building desgnermustveNythe app icabi ly ordesgn parameters and papery Incoryorate Nis deign kdo the sweet adding design. Bracing indiraled isa grevead bukerg of gaivqual trusswab Ndlor NON memberso W. Addalonal temporary all permenem lacing MiTeW Isallaysmutr forstabilTyandto We Mmaapsewebpes4Mepa=WN)uryandpape4damage. For general gukaxe regarding Ire fabdcagan, slaage. daevery,eredi0n all braNgolWssea and truss systems,see AWRITPI1 Quality Carnal., DSBd9and BCSI Building Component S.Anylnrormaron avaeable (am TaasPWe Instade. 2la R ltt Street, SUEe 312, Aleaadre, VA 22314. 6904 Parke East Blvd. Tampa, R 36610 Jab , was Truss Type pry Ply Res. T79428856 7J,enw J39798 306 ATTIC t 1 (optional) easr s.Gass truss, IL rverts, 1'1.-44aae, 8.330 s Jan 222020 MTek lndustnes, Inc. Mon Feb 1709:23:112020 Pagel ID:xLF1d72KbAgx5FoTKgTm%Kzklgj-07NUkICMg83hyJYlRyglzq_IOldltDW MnnppGzkH2U 57-14-1-c12 -2 i 27 1-a3 A 1n10 141a0.�z13-2d-1-4a-0p0 24a 0 Scale=1:48.3 Asa = 4x4 = 54 YVB = 3x4 = 6x6 3x4 = 4XBM18SMS = e-10-0 dd]-0 1&1-12 27-" 1 e-1o4 I 9W { sl-1z I B.1.4 Plate ORsets()(,Y)-- f4:0-2-0Edge) f7:0-2-OEdgej ry2:0-1-130-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.82 Vert(LL) -0.67 14-15 >490 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.2514-15 >263 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Hoa(CT) 0.07 12 Na Na BCDL 10.0 Code FBC2017rrP12014 Matra -AS Attic -0.45 14-15 275 360 Weight: 1221b FT=O% LUMBER. TOP CHORD 2x4 SP 270OF 2.2E'Except' 1-0: 2x4 SP No.2 BOT CHORD 2x4 SP No.1'Except* 13-16: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -H 1-6-0 REACTIONS. (Ib/s¢e) 12=1197/Medtanicel, 2=1276/0-8-0 Max Horz 2=205(LC 11) Meta Uplift 12=339(LC 12), 2=-041(LC 12) Max Gmv 12=1262(LC 19), 2=1331(LC 18) FORCES. (Ib) -Max. ComplMaz. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=28431915, 3-5=2309/686, 5-6=-19681712, 6-7=-141748, 7-8=11/724, 8-9=19821734, 9-10=2278/707, 10-12=-2553/881 BOT CHORD 2-15=797/2753, 14-15=-063/2028, 12-14=-722/2295 WEBS 3-15=795/366, 515=0/689, 9-14=0/582, 10-14=-490/288, 6-8=27971773 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at mitlpt 6a NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsF BCDL=6.Opsf h=15ft; 8=45R; L=27R; eave=4fl; Cat. II; Ezp C; End., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) -1-4-0 to 141.0, Intenor(1) 1-e-0 to 14.0-0, EzlenOr(2) 14-0-0 to 17-0-0, Interior(l) 17-0-0 to 27-4-0 zone; wnRlever left and right ezposed ;end vertical left and right ezposetl;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chow live load noncenwment with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chain 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) Calling dead load (5.0 psf) on member(s). 5-6, 8-9, fi-B 8) Bottom chord live load (20.0 psp and additional bottom chord tleatl load (5.0 psf) applied only to room. 10.15 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 Ib uplift at joint 12 and 441 lb uplift at joint 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 12"gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Welter P. Finn PE N0.22839 MTek USA, Na FL Can 8834 69g4 PaMa East fiNG Tampa FL 33610 pale: February 17,2020 assm 11 ,WARNING-Veii/y design para,nemrs and READ NOTES ON PHIS AND INCLUDED MIIEK REFERENCE PAGE M1'JNA3 rev. 10/011015 BEFORE USE. Design valid fmasa calif seat Mnek® connecters. This design is based only upon pammners shown, end is Im an IMm'dual bugling component, net a wsz sysem Bal4m use. Me bwlding designer Must very Ne eppgobir4y of design parameters and pmpeMincoryprAe iNs design Into ma ow:mu HVIF buiklmg design. araWgbWicoted Isla Prevent buckling al N6lWduelirussweb anNwchoN members oNy. AddNowltemp4raryaM partnanenl bradng MiTek' is etwaya req�ed tar slebilmy and to prewN cogapse wgh possible persarul injury aM piopMy damage. For generd tyidarce regaNNg Na lab4ragoq swage. deWery, erection and bmGtg plwsses and truss syslems,xe ANSVlMf Ouaery Comda, pSBdeand SCSI BURding LpmppnelR 6904 PaAe EestaNd. eaterylnfprmadan evadable fmn muss Hate insgule, 218 N. Lee SeoM, Surta 312. Nexandda, VA2231d. Tampa FL 36610 Jab ' Truss Truss Type oy Ply Horba¢Res. T19428857 J39198 807 ATTIC 1 1 Job Reference (optional) 2UZU MiTek Industnes, Inc Mon Feb 17 09:23:12 2020 Scale: 114"' 4x8MISSHS = 1x4 II 4x4 = 3x8 = 7 8 24 9 25 10 1a 14 '- 12 11 4x4 = 44 = 2x4 11 3x8 = 311fi I 3x4 = 4x8M18SHS = 1 &10i 1 19-1-12 231-2 I 17-4-0 LEE 1a34 3-114 azaa Plate Offsets (X,Y)- 14:0-2-0.Edge) 17:D 4-8 0-2-0j 118:a2-8 a1-8) LOADING (psf) SPACING. 240 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) 0.56 15-21 >579 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Ved(CT) -1.07 14-15 >305 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.69 HOrz(CT) 0.06 11 Na rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.38 14-15 325 360 Weight: 1621b FT=0% LUMBER - TOP CHORD 2x4 SP No.2'Except' 7-10: 2x4 SP No.1, 4-7: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP 270OF 2.2E'Exci 2-16: 2x4 SP No.2 WEBS 2x4 SP No.3'Exci 6.18: 2x4 SP No.2 REACTIONS. (Ib/sae) 11=1192/Mechanical, 2=1269/a8-0 Max Hom 2=441(LC 11) Max Uplift ll=-343(LC 12), 2=-432(LC 12) Max Gmv 11=1286(LC 18), 2=1378(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 10.11. 6-17, 17-18, 12-18 JOINTS 1 Brace at A(s): 17 FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(I1b) or less except when shown. TOP CHORD 2-3=.2931/877, 3.5=-2358/661, 5-6=2038/698, 6-7=-434/727, 7-8=-384f738, 8-9=3727708, 9.10=738/424, 10-11=1184/557 BOT CHORD 2-15=1255/2828, 14-15=-930/2153, 12-14=927/2144 WEBS 3-15=740/356, 5-15=0/618, 14-18-0/671, 8-18=596/498, 6-17=2826/1098, 17-18=-2826/1109, 10-12=527/1268, 9-12=105/457, 9.18=1466/600, 12-18=2238/842 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=l60mph (3-second gust) Vasd=124mph; TCDL=6.Opsf,, BCDL=6.Opsf. h=15ft; B=45ft; L=27ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0. Intenor(1) 1-8.0 to 15-0.0, Extenor(2) 15-0-0 to 19-1-12, Intenor(1) 19-1-12 to 27-2-4 zone; cantilever left and right exposed : end vertical left and right exposed;GC for members and forces & MWFRS for reactions shwm; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. 7) - 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 rn between the bottom chord and any other members. 8) Ceiling dead load (5.0 psQ on member(s). 5.6, 6-17, 17-18 9) Bottom chord live load (20.0 Pat) and additional bottom chord dead load (5.0 psQ applied only to room. 14-15 10) Refer to girder(s) for Wss to truss Connections. 11) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 3431b uplift at joint 11 and 432 As uplift at joint 2. 12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 UTak USA, In, FL Can 6034 9204 Parke East Blvd. Tampa FL 33610 Date: February 17,2020 WARNING- Venty tlevgn paramerors and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE FVI4473 roe. f"JR015 BEFORE USE. De51gn vapd our use anlywfth MTek®Connetlan. Ttlle design Is based only Won paramAan snaM1. a1M is Wan IMINdual building Component not a truss system. Before use. Me building designer must verify b8 applicabi9iy, of deggn parameters and property inMmarate Me design Into Me overall buildinpdesgn. Bradng indicated is to prevent buauing alkndivlduaNmss web andlor Nob members only. AMMInn ltemporaryanopelmaneNbrmang MiTek' u always reauked l4rslabaey aM to preveld m9apse wM possible persolW iryury end pmpeM damage. Far general guidam4 regongna the la duton.gcmge,deMw .eredlonandbnungof WssesaMbusssygems,we ANSIATIVI WarHy CrHeda, DSB49 and BCSI Building Component 6904 Parks East Bud. �feylnhnnebon avauldi 6om Truss Pike Insk4ute, 218 N. Lee Street. Sucre 31Z Ahundmi la. VA22314. Tampa, FL 39610 Job ' Truss Truss Type pry Ply Horbaca Res. T19428858 J39198 BOB ATTIC 1 1 Job Reference (optional) test Goost Iwas. FL PIerm. FL-34945, 8.330 s Jan 22 2020 MiTek Industries, Irk. Mon Feb 17 09:23:14 2020 Scale =151.5 5x8 = 1x4 II 3A = 3x6 = 7 8 24 25 9 28 10 la 14 - 12 11 4x4 = 4xB = 2,14 II 3xB = Axe SO = 4n81,118SHS = I 19.1-12 23128I 2-0-1-048-0 10-3-8 I 3E Plate Offsets (X,Y)— 14:0-2-0,Edge), I7:0-3-0,0-2-41, ry 1:Edge,0-3-81, ry8:0.2-8,0-1-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) gde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 VerULL) -0.54 14-15 >604 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1.07 14-15 >304 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.06 11 Ida n1a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Attic -0.38 14-15 321 360 Weight: 169 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-7: 2x4 SO 285OF 1.8E BOT CHORD 2x4 SO 270OF 2.2E *Except* 2-16: 2x4 SO No.2 WEBS 2x4 Ste No.3'Except' 6-18: 2x4 SO No.2 REACTIONS. (Ib/sae) 11=1192/Mechanical, 2=126910-8-0 Max Horz 2=497(LC 11) Max Uplift 11=345(LC 12), 2=430(LC 12) Max Grav 11=1301(LC 18), 2=1382(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 10-11, 6-17, 12-18 JOINTS 1 Brace at Ala): 17, 18 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) Or less except when shown. TOP CHORD 2-3=2958/864, 3.5=2384/656, 5-6=2055/690, 6-7=-432/612, 7A=326/566, 8-9=321/551, 9-10=669/424, 10-11=1203/575 BOTCHORD 2-15=1261/2870, 14-15=.957/2194, 12-14=954/2187 WEBS 3-15=742/333, 5-15=01640, 14-18=0I661. 8-18=568/445, 6-17=2687/1043, 17-18=268411049, 10-12=547/1264, 9-12=172/564, 9-18=1334/559, 12-18=2391/885 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=6.OpsF BCDL=6.Opsf; hot5ft; B=45ft; L=27ft; eave=4N; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4.0 to 1-8-0. Interior(l) 1-8-0 to 17-0-0. Exteriar(2) 17-0-0 to 21-2-15. Interior(1) 21-2-15 to 27-2-4 zone; cantilever left and right exposed ; end vertical left and right 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) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent 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 Td between the bottom chord and any other members. 8) Ceiling dead load (5.0 pso on member(s). 5-6. 6-17. 17-18 9) Bottom chord rive load (20.0 pso and additional bottom Nord dead load (5.0 pso applied only to mom. 14-15 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3451b uplift at joint 11 and 43011, uplift at joint 2. 12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No32839 MRek USA Inc. FL Cart66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIQiT] rm livaU2015 BEFORE USE aeam Design who far use onywiln MTeW connectors. Tina design Is based only Won parameters enNvn. and is fix an iMividual Weding component, not a huse system Before use, the building designer must witythe appaoablliry of design parameters and properly thon,amene this design We the overall mv buida,desyn. Bracing hdlratedlsto prewntWtllingdvidMdual wssweb and/or more memben Drury. F4dbbnaltemporaryandpennenent Naeing MiTek' he always required for 5abiny and to prevare NBapsewab possitle personal injury and property damage. Forgeneral pecance regamilg the f&dn on,storage,derwery,emdonendbmdngdf ssesaMWssayslemS.so9 ANS171P71 quarry entente, DSB49 and Best Building Component 6901 Parke East Blvd. WeryleformsNona "blafmm TrussMMeIns Wm 218NLee SIreeLSu4e3l2.Neaandda.VA22314. Tampa, FL 36610 Job • Truss Truss Type Oly ply HOma=Res. T79428859 J39198' B09 ATTIC 1 1 Job Reference (optional) I cuss, M Pierce, eL - d4v4e. 8.330 s Jan 22 2020 MiTek Industries, Inc Mon Feb 17 09:23:152020 Same=155.1 Sx5 = 3x4 = 3x8 - _- r 7 22 a 23 -- 14 13 '- 11 10 4xa = 44 = 2x4 II axe = 44 II 3x4 = 4x8M18SHS = &10-0 144Fa 111-12 211-2 8-10-0 I 5-1-12 I 5-1-12 I 11141 I 4.21a Plate Oftsets(X,Y)— (4:0-5-0,Edge) [7:0-2-8.0-2-121 i10:Edge0-3-81 [16:0-2-80-2-01 LOADING (psf) SPACING- 2-M CSI. DEFL, in (hoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) -0.50 13A4 >655 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.9913-14 >330 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WE 0.86 Horz(CT) 0.06 10 Na Na BCDL 10.0 Code FBC20177rP12014 Matrix -AS Attic -0.38 13-14 325 360 Weight: 171 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP 270OF 2.2E *Except* TOP CHORD 7-9: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP 270OF 2.2E *Except' WEBS 2-15: 2x4 SP No.2 WEBS 2x4 SP No.3'Excepl' JOINTS 9-10,6-16: 2x4 SP No.2 REACTIONS. (lb/sae) 10=1192/Mechanical, 2=1270/0.8-0 Max Hors 2=550(LC 11) Max Uplift 10=-347(LC 12), 2=-428(LC 12) Max Grant 10=1320(LC 18). 2=13B4(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2985/849, 3-5=-2400/648, 5-6=2061/680, 6-7=-053/662, 7-8=333/592, 8-9=638/427,9-10=-1224/591 BOTCHORD 2-14=1259/2911, 13-14=-965/2221, 11-13=9662200 WEBS 8-14=757/322, 5-14=0/668, 13-16=01646, 7-16=-479/513, 6-16=2699/1001, 9-11=574/1288, 8-11=-259/672, 11-16=2526/920, 8-16=-1467/627 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 9-10, 11-16 2 Rows at 113 pts 6-16 1 Brace at Jt(s): 16 NOTES - I) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=6.Opst BCDL=6.OpsY h=15ft; B=45ft; L=27ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 1-M, Intenar(l) 148-0 to 19-M, Extencr(2) 19-0-0 to 23-1-2, Intedor(1) 23-1-2 to 27-2-4 zone; Cantilever left and right exposed ; end vertical left and right 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 panting. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about 8s center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 St between the bottom chord and any other members. 8) Ceiling dead load (5.0 psQ on member(s). 5.6. 6-16 9) Bottom chord live load (20.0 pap and additional bottom chord dead load (5.0 psp applied only to mom. 13-14 10) Refer to girder(s) for truss to truss Connections. 11) Provide mechanical Connection (by others) of buss to bearing plate Capable of withstanding 347 lb uplift at Joint 10 and 428 lb uplift at joint 2. 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 12" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE Nb.22839 MiTek USA, Inc. FL Cenfi6M 6904 Parke East Blvd. Tampa FL 33610 Data: February 17,2020 AWARNING -Verily design pagmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hI/F7473 rev. 10'OV2015 BEFORE USE. Oesgn valid Muse onywnh MTek®cannectors. We design is based any upon parameters mown, and is Man mOMdual bugding component, not a head system. Belle use, the building designer must vedy the apphrabley of design parameters and propedyinexryomte Nis damp into Ne ovsra0 Namingdek,ns &ecinp'uwiraled II0 prevent buckling dfindm'dum Wzs web andlIX Nark members any. PEGEbnallempararyandpermanentbreng psi WOW is allays required f0rmabllky and to prevent exhaled with pass ble sensorial Injury and property damage. Forgenend guidance regaNilg the fabdradon, manage. delivery, emotion and brsdng dearness and mass Systems, see ANSVTPIf OuaVly afteda, US19A9 and SCSI Building Component 6906 Parka East BMl. Salelyinformafion available Wm Truss Plane lnsldNe, 218 N. Lee street, suite 312, Massacre. VA22J14. Tampa, M MID Job ' Truss Tmss Type all, ply Horbacz Res. T79428860 J39198 810 ATTIC 1 1 Job Reference (optional) Yi I NS. R. rieme, rL-4Aat,, 8.330 a Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:23:16 2020 Axe = 1.4 II 3x4 = 3x6 = 1b 14 '- 12 11 4x4 = Axe — 2x4 II 3x8 = 4x6 I 3x4 = 4x8 M18SHS = 31DN3 :1 11-9-1-12 23.1-2 2740 4 108 311E Lp-td Scale=151.3 Plate Offsets(X,Y)— p:0-4-00-1-131 (11:Edge0-3.8) ry8:0.2-864-01 LOADING (pat) SPACING. 2-0.0 CSI. DEFL. in (too) gdee L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.52 14-15 >630 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.0214-15 >319 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.89 Horz(CT) 0.06 11 RIG Na BCDL 10.0 Code FBC2017ITP12014 Matra -AS Attic -0.38 14-15 324 360 Weight: 1691b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-7: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP 270OF 2.2E "Except' 2-16: 2x4 SP No.2 WEBS 2x4 SP No.3'Exci 6-18: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid Calling directly applied. WEBS 1 Row at mtdpt 10-11, 6-17, 12-18 JOINTS 1 Brace at Jl(s): 17.18 REACTIONS. (Ib/size) 11=11931Mechanical, 2=1270/1 -M Max Hoa 2=493(LC 11) Max Uplift 11=345(LC 12). 2=430(LC 12) Max Grav 11=1301(LC 18), 2=1382(LC 18) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2.3=.2951/862, 3-5=2384/655, 5-6=2056/690, 6-7=-437/631, 7-8=-335/588, 8-9=-361/614, 9.10=-673/423, 10-11=1204/574 BOT CHORD 2.15=-1257/2859, 14-15=955/2194, 12-14=955/2167 WEBS 3-15=729/332, 5-15-0/640, 14-18=0/656, 8-18=602f473, 6.17=2711/1053, 17-18=2708/1057, 10.12=544H264, 9-12=-192/621, 12-18=2417/911, 9-18=141&608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-secand gust) Vasd=124mph; TCDL=6.Opsh BCDL=6.Opsf; h=15ft; B=45ft; L=27ft; eave=oft; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(l) 141,0 to 16-10.8, Extedor(2) 16-10-8 to 21-1-7, Interior(l) 21-1-7 to 27-24 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water panting. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chard live load noncencumenl with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 8) Ceifmg dead load (5.0 psp on member(s). 5.6, 6-17, 17-18 9) Bottom chard live load (20.0 pso and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 10) Refer to girder(s) for truss to truss Connections. 11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3451b uplift at joint 11 and 4301b uplift at joint 2. 12) This truss design requires that a minimum of 711 V structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.23839 MTek 89A Ina FL Ced6634 6904 Parke East BNd. Tampa FL 33610 Date: February 17,2020 WARNING -Verily d-ign paramttna and READ NOTES ON TWS AND INCLUDED MTEK REFERENCE PAGE 0144I3 nw. 10.931201s BEFORE USE. " Designvgdbruse.Nywkh MTek®.an .n.Tiliadesign Isbashonlyuponp=melemshown,andisfWMhxliMuaiwadegcomponent,not a Ousssystem. eebre use, the bAlding desigrw munverd the applirabiayoldeagn paharsers and Properly inraxporao Nis devgn into the owran dfitlng design. Bracing indicated is to pmvenl Watching oflndiNdual Wss web andlormord members only. Pddablml temppary end permanent brazing MiTek- isa,aays mquired for stabiNy and to PMWMcotapae with posslNe Persdiul byury and pmmguM peny carnage. Far general eme regarding tha rabri000n, sootge,delivery, erection Fmd bradig ofhusses and truss cystems,see ANSVrPIf Duefsly Crtnda, DS"9 and SCSI Bullding Component 94letylnbrmadan aw6ablehorn Tmss PooreinVdM.218N.Lee S"CLl ke312NexandM.VA22314. 6904 Parka But Blvd. Tampa,FL 36610 Scale, lle=r 4x8M18SHS = 1x4 II 3x4 = 3x8 = 7 8 24 9 25 10 16 14 '- 12 11 4x4 = 4x4 = 2x4 I 3x8 = 3x6 11 3x4 = 4xSM16SHS = 8.10.4 19-1-12 2&1-2 27-4-0 1 8-t0.4 I 10-3-8 I 1111t I t Plate Offsets (X Y)— f4:0.2-0Edge1 (7:0-4-8 0-2-0) (18:0.2-8 0-1-81 LOADING (pst) SPACING- 2-0-0 CSL DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.57 15-21 >574 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.07 14-15 >305 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.06 11 n1a rda BCOL 10.0 Code FBC2017/TPI2014 Matrix -AS Auto -0.38 14-15 325 360 Weight: 1621b FT=0% LUMBER. TOP CHORD 20 SP No.2 'Except* 7-10: 2x4 SP No.1, 4-7: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP 270OF 2.2E'Except' 2-16: 2x4 SP No.2 WEBS 2x4 SP No.3'Excepl' 6-18: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end ver8cals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 10-11, 17-18. 12-18 JOINTS 1 Brace at A(s): 17 REACTIONS. (lb/size) 11=1192/Mechanical, 2=1269/0-8-0 Max Hom 2=437(LC 11) Max Uplift l l=-343(LC 12), 2=432(LC 12) Max Grev 11=1285(LC 18), 2=1378(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2930/880, 3.5=2356/663, 5-6=2037f700, 6-7=436/736, 7-8=-390/751, 8-9=376/719, 9.10=-743/425, 10-11=11831556 BOT CHORD 2-15=1255/2826, 14-15=929/2151, 12-14=-925/2142 WEBS 3-15=7411358, 5-15=0/617, 14.18=0/672, 8.18=-593/497, 6-17=2837/1103, 17-18=-2837/1114, 10-12=526/1269,9-12=-101/446,9-18=-1478/605, 12-18=2225/837 NOTES. 1) Wind: ASCE 7-10; Vu8=160mph (3-secend gust) Vasd=124mph; TCDL=6.OpsY BCDL=6.Opsf. h=15ft; B=45ft; L=27ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWICRS (directional) and C-C Exterior(2)-1d0 to 14e-0, Interior(1) 141-0 to 14-10.8. Exterior(2) 14-10-8 to 19-1-12, Interior(1) 19-1-12 to 27-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C formembers and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate Shia DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about 4s center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) ' This buss 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) Ceiling dead load (5.0 psQ on member(s). 5.6. 6-17, 17-18 8) Bottom chord live load (20.0 pad) and additional bottom chord dead load (5.0 psQ applied only to ream. 14-15 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 343 lb uplift at joint 11 and 432 Ib uplift at joint 2. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Waiter P. Finn PE Na.22639 MTek USA, Inc. FL Can 6634 6904 Parka East Blvd Tampa FL 33610 oaten February 17,2020 At WARNING -Vent, Jesrgn parumclers and READ NOTES ON rRS AND INCLUDED .W rEK REFERENCE PAGE Ml47073 nv. 1010312015 BEFORE E. Design valld fix UN only WN1 senators connectom Thin dmetin 13 ba5al MIY Upon Peaddemus Shaer. and la far an iheiVAual Wilding Camppnem, n01 my a sides system. BerOre use, the building designer mull vanity me appamb6ily of design idammers and Properly incomomte this design into the overall buldingdesign. BracingbgratedistOPmwntbuckGngor"u dualtmsswebanWwtloMmem moot,. Mmionalhna,aaaryaedpelmanembacmg MOW 7 alwsys required/pr sfabNy end to Prewm woapse vNit possible Percowlinjury and PmpeM damage. Fargenerx guidanceregaMing Ne reduced.,sundae. deavery, smitten and bracing dictums am buss systems. me ANSM11 Quality Currants, W"9 and BCS) Building Component 9>IeylnyormaNOn.x bbboth Tmssflats Ins0Ne.218N.Lea Street.Su4e312.AlexandM,VA22314. 6904 Parke Fast Bhl. Tampa, FL 3010 Job ' Truss Truss Type pry Ply Horba=Res. T79428862 J39198 B12 ATTIC 1 1 Job Reference (optional) Coast cuss, n. tierce, rL - xS4e. 8.330 a Jan 222020 MTek Industries, Inc. Mon Feb 17 09:23:18 2020 Page 1 ID:xLFId2KbAgx5FoTKgTmXKzklcdl n7CGIIBlxhi0aeLwS011m067 I Lbx Nzh2Mz H2N 12-10a 1-0-0 d-40 04ad 11410 12b2 14412 21a2 2]J-0 tan I ago I 4-1-0 I 22-n�1 as-0aat4 ' oaa Scale: 1/4 =r Bx8 = ax12M18SHS %\ 44 = 4x4 = in is n 10 4x4 = Sx5 WB = 2x4 I 3.5 = 3x8 3x4 = 4%IOMISSHS = Plate ORsets(X,Y)- 12:0.2-2.Edgel.16:0-4-00.1-131 [7:0.1-00.1d) 17:D-9-100.2-71116:G.1-120-0-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (roc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.73 14-20 >445 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 Be 0.99 Ved(CT) -1.2313-14 >266 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina YES WB 0.82 H orz(CT) 0.06 10 Dial Na BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Attic -0.39 13-14 317 360 Weight 156 lb FT=0% LUMBER - TOP CHORD 2x4 SP 270OF 2.2E'Except' 6.9: 2x4 SP No.1 BOT CHORD 2x4 SP 270OF 2.2E'ExcepP 2-15: 2x4 SP No.1 WEBS Zx4 SP No.3'ExcepV 5-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 10=1192/Mechanical, 2=1269/0.8-0 Man Horz 2=381(LC 11) Max Uplift 10=342(1_C 12), 2=-434(LC 12) Max Gmv 10=1271(LC 18), 2=1372(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS iRow a[midpt 11-17 2 Rows at 1/3 pis 5-17 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2930/903, 3-0=22891666, 4-5=1978/706, 5-6=380/878, 6-7=397/964, 7-8=325/772, e-9=834/434, 91158/534 BOT CHORD 2-14=-1252/2816, 13-14=-859)2058, 11-13=852/2040 WEBS 3-14=-831/431, 414=0/595, 1&17=0/751, 7-17=614/503, 5-16=2971/1046, 16-17=2967/1080, 9-11=511/1285, 8-17=1553/5fi2, 11-17=1943(/10 NOTES- 1)Unbalanced roof live loads have been censitlered for this design. 2) Wntl: ASCE 7-10; VUIt=160mph (3-second gust) Vastl=124mph; TCDL=6.Opsf; BCOL=6.Opsf; h=15ft; B=46ft; L=27X; eave=4X; Cat. II; ExD C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-010 1-8-0, Interior(7) 1-8-0to 12-7048, Exterior(2)12-10-8 l0 17-1-7, Interior(1) 17-1-7 to 27-23 zone; ranlilever leftand right exposed; antl vertical left and dght exposetl;C-C fat members and forces 8 MWFRS for reactions shown; Lumber DOL=7.60 plate grip DOL=1.60 3) Provide adequate Drainage to prevent water pontling. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psi bottom chord live load noncenwnenl with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 247-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 pst) on member(s). 4-5, 5-16, 16-17 9) Bottom chord live load (20.0 psf) and additional bottom U1aN dead load (5.0 pst) applied only to mom. 13-14 10) Refer to girder(s) for truss to truss cenneclions. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3421b uplift at joint 10 and 434Ib uplift aljoint 2. 12) This truss design requires that a minimum of 7/16" structural wood sheathing he applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chortl. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MTek USA, Na FL Cm16636 65W Parke East BNd, Tampa FL 9381g Date: February 17,2020 ®'HARIIING -Verily Design parameters and READ NOTES ONTHIS AND INCLUOEB M11/iEK REFERENCE PAGE Mll-0472 near. 1bD3/1015 BEFOFE USE. Oesgn valiE for use anywEh MTek®cdmepom. This tlesigp is based any upon parameters sM1own, and is loran bgrvlEval Euidng component, no ��• a Wvsystem. Belpre use. Na bedding Oes9ner muriveay Me apperabiWy or Eesipn parameters and properincorporatelyincorporatedeep Into S deep the overall �-�.YY buidug Eeslgn. 6ranlnq lntlkatM is toprereN wrxeng oflnaiNEual Wssweb anvar�oN membersmy. MEeional temporary a,q permanem brxing MiTek' isaNrays reguire0 for Stability and to presem co0apsewhM1 possible personal lNmYaM propertyEaage. Forpenerel guiEarce regaNing Ne rabriration, ssarage. Eeavery,eredbn and bratig o(wzsesantl Wsa systems. we ANSU]Plf pualay Cd2d; DBB419 anEeCBl Building Component 6904 poke East END, SDleylnrormffibn avaeabie M1am Tress Noe ln50Na, 2te N. Lee Stree4 Suke 312, Neaan4Ea, VA2231d. Tampa FL 36610 Job rasa Truss Type pry Ply Horbacz Res. T79428863 J39198 B73 Halt Hip 7 7 Jab Reference (optional) ease coast I was. i-t. Pleme, FL - 3a946, 8.330 s Jan 22 2020 MITek Industries, Inc. Mon Feb 17 09:23:19 2020 Page 1 ID:xLFId72KbAgx5FOTKgTmXK2klgj-BgsVPclNyc3YwY9gvezdlWJISWOAjuF4C7jE5ozkH2M -1-4-0 S&2 10-10-8 1&&3 21 13 1-0-0 _,2S14i 5-0-11 54-11 S&3 Scale: 1/4�1' 4x4 = 3x4 = 3x4 = 3x4 = 44 11 3x8 = 3x4 =x4 = $x8 = Plate Offsets (X,Y)— (8:0-2-8.0-2-121 LOADING (peril SPACING- 2-0-0 CSI. DEFL. in (hoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.12 &W >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.25 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.41 Hoa(CT) 0.07 8 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight 1441b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SO No.2 BOT CHORD Rigid ceiling directly applied, WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-8 REACTIONS. (lb/size) 8=1086/Mechanical, 2=116910-8-0 Max Hoe 2=324(LC 11) Max Uplift 8=404(LC 12), 2=495(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-229111065, 3-4=-1766/887, 4-5=1583/868, 5.6=13727754 BOT CHORD 2-12=-1346/2078, 11-12=-1346/2078, 10-11=-965/1571, 8-10=-681/1070 WEBS 3-11=587/365, 4-11=-76/399, 510=392/347, 6-10=214/595, 6-8=13501780 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL-6.Opsh BCDL=6.Opsf; h=15ft; 8=45ft; L=27ft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-1041, Exterior(2) 10-10-8 to 15-1-7. Intertor(1) 15-1-7 to 27-2-4 zone; cantilever left and fight exposed; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loatls. 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 rn between the bottom chord and any other members. 6) Refer to girders) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 to uplift at joint 8 and 495 Ib uplift at joint 2. 8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE Ne.22839 ISTek USA, Inc. FL Cart 6634 4'904 Parka Best Blvd. Tampa FL 33610 Data: February 17,2020 WARNING -Verity design parameters antl READ NOrES ON THIS AND INCLUDED MI rFK REFERENCE PAGE nlll-0473 rev. IM312015 BEFORE USE. Design valid for use only wah Mirek® coreeclon. This design Is based orgy upon parameters shown, and is for an IMividual b ildilg mmponent, no a Wss system. Below use, me building designer must veMylhe applicability of design pammtlers and propedy inmryond. Nis desip lmo the overall bulkagdeslgn.BraWgIndicated is to prevent buJing orndividual truss web wdlor chord members only. AddOiolW lemporsry eM pelmanem baring MiTeW isa mqu'oedrors 21ywdtopreve wgapwwMpoz Nopemomliniu mdpmpenydamage. Forgeneralguidaxeregarding Ne labrkallon, slomge,delivery,erec8on end braGly Ntmzzea aro buss rystemf. aee ANSUFPI1 Qualify Cdoda, DSB-09 and SCSI Buildlag Component 6904 Parke East BIW. Sayerylnrormad4n avagable M1vn Tmzs Pate InzOlme, 210 N. Leo Street. Suaa 312. Alexan0ra, VA 22314. Tampa, FL Seat ob ' Truss Truss Truss Type 0ty PIy Holba¢Res. I T194288fi4 39198 Halt Hip 1 1 Job Reference o lional rum muenmuuxr s, m, mom bea t r arZA:zU euzu 4.4 = S.I.: 1/4-=1' 3x4 = 3x4 = 3x4 I 4 16 17 18 5 19 8 20 7 3x4 3x9 = 3x4 = 3x4 = �_ Plate Offsets (X,Y)- 12:0-0-14,Edge), (8:0.2-8 0.2-12) LOADING (pat) SPACING- 2-0-0 CST. DEFL. in (ice) VdeN Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.18 8-10 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.38 8-10 >851 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.50 HOrz(CT) 0.08 8 Na rua BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 136111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. t WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6.8 REACTIONS. (Ib/size) 8=1086iffechanical, 2=1169/0.8-0 Max Hoe 2=268(LC 11) Max Uplift 8=402(LC 12), 2=496(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2303/1185, 3-0=19771972, 4-5=1796/964, 5.6=1781/912 BOT CHORD 2-11=1393/2103, 10-11=1157/1986, 8-10=847/1422 WEBS 3-11=379/337, 4-11=91/482, 5-11=263/188, 5-10=327/324, 6-10=-168/595, 6.8=-1602/908 NOTES. 1) Wind: ASCE 7-10; Vui1=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsh, BCDL=6.Ops1; h=15ft; B=45ft; L=27ft; eave=411; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0. Interios(1) 1-8-0 to 8-10.8, Exterior(2) 8-10-8 to 13-1-7, Interior(1) 13.1-7 to 27.2-4 zone; cantilever left and right exposed ; end vertical ]attend right exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 par bottom chard live load nonconcumenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom Nord and any other members. 6) Refer to girder(s) for truss to Truss Connections. 7) Provide mechanical Connection (by others) of Was to bearing plate Capable of withstanding 4021b uplift at joint 8 and 4961b uplift at joint 2. 8) This buss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chard. Walter P. Finn PE No.22839 NTek USA, Inc, FL Cut 8614 6e04 Parka East Blvd. Tampa FL 33610 Date: February 17,2020 AWARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED NiTEA REFERENCE PAGE AIII-7473 mv. 1ero312015 BEFORE USE. sesses �e Cosign VallE trussonly With MTicomMOR.'Mis design is based crf'upOn pammeers Shaven, and l8 focam indivklpal buffailg sman,ment, not M1• abuss system. Before use. the bulging designer must veiny the applicability W dedgn parameters and and pmpedy, lnmmorme this design Ina theaver9l builfm9Eesign. BracingiMi edistoprevenlWWingofhdMWaltmsswNAM MoNmembenonly. AMdhnnaltempomryaMpe memva , MiTek- Is allays requved for mabiey all to prevent odUpse wIN passible pessorel hijuryand prepeMdama9e. Forgeneral gindarxe regardhy the fabdtadon,storage,delivery. erection all bmdng oftmsses all truss systems, see AN54TPIf Dustily CMeda, DSBA9 and Best Building Component 6901 Parini East BNd. Weylnfarmaslon available rtom Truss Flue InWOe, 218 N. Lee SbeeL Suite 312. Alexar . VA22314. Tampa, FL 36510 Job' . Truss TNsa Typa pry Ply Homa¢Res. T19428865 J39198 B15G Half Hip G"vder/ 7 1 Job Reference (optional) ii rum muen I . . . nw., in, meet Be a Vtl:Ls: a zuLV NAILED NAILED NAILED NAILED NAILED NAILED Sx8 = _ NAILED NAILED 3x4 NAILED 1.4 It NAILED ass =4x4 = NAILED 48 = 5.00 12 4 20 21 5 M 23 24 a 25 26 7 a 27 28 29 9 io �a 3p 31 1a 32 3x8 = 1.4 II 3x4 = NAILED 3x4 Spedal NAILED NAILED 33 13 ' 34 WM18SHS = NAILED NAILED 3x10 = NAILED Stale=1:49.9 35 11 2a 37 38 10 NAILED 5x6 = NAILED 3x8M18SHS 11 NAILED NAILED LOADING (psq SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.85 BC 0.98 NB 0.90 Matrix -MS DEFL. Vert(LL) VerUCT) Hoa(CT) in (loc) Udell L/d 0.34 12-14 >969 240 -0.51 12-14 >634 180 0.11 10 Na Na PLATES MT20 M18SHS Weight: 1431b GRIP 2441190 244/190 FT=O% LUMBER- BRACING. TOP CHORD 20 SP No.2 *Except* TOP CHORD Structural mod sheathing directly applied or 2-3-15 oc purms, 4-7: 20 SP 270OF 2.2E, 7-9: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP 270OF 2.2E'ExcepP BOT CHORD Rigid ceiling directly applied or4-5-14 oc bracing. 10-13: 2x4 SP No.1 WEBS 2x4 SP N0.3'Fxcept' 4A4,5-12,8-12,9-11: 2x4 SP No.2 REACTIONS. (III/size) 10=2434/1viechanical, 2=217010.8-0 Max Horz 2=212(LC 7) Max Uplift 10=-891(LC 8).2=841(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4851/1702, 3-4=4698/1686, 45=5633/2101, 5-6=-5299/1993, 6-8=5299/1993, 8-9=-3513/1346, 9-10=-2295/948 BOT CHORD 2-16=1538/4436, 15-16=-1538/4436, 14-15=-1488/4349, 12-14=-1984/5633, 11-12=-1297/3513 WEBS 3-15=334/261, 4-15=38/672, 4-14=585/1472, 5-14=470/427, 5.12=385/125, 6-12=590/430, 8-12=747/2062, 8-11=1711/876, 9-11=1449/3972 - NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf h=15ft; 8=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss wnnections. 8) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 891 It, uplift at joint 10 and 841 Ib uplift at joint 2. 9) "NAILED" indicates 3-1 Did (0.148x3l or3-12d (0.M II3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated boodle) 318 ID down and 91 lb up at 6-10.8. and 801b down at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. WeINr P. Finn PE Nd.71839 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: February 17,2020 WARNING -Ve,dy tlesignpannrefns and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PACE AmW3rev. 10/03/2015 BEFORE USE. �e Design vend (muse onlywNh MRekae rodeo rs. This design is based only upon parameters shaven. and is faran WisAdual WU&ng somponan4 no �. a mass system. Berme use, are build'mg designer mug very, the appboabiay of usage parametersand property Incorporate Nis design Into the ovens ..Yf buildmgdedgn. Bracing Indicated ie to proem budfmg of Individual Wes web andhor Nod members only. Addalanallem,maryaniperommedbrecing WOW Is alaaysrNored for stabifty and to prevent coupsewah possible personal injury and propedydamoge. Fmgenemi guidance regarding the febdoom,storage. dewery election and bracing 0 ma50 5s.M Mss ryaems,see ANSVTF1I Oufify Wed., DS049 antl BCS1 Building Component Sprelyrnfommfion Tmsa 9904 st Parke FaBM awLryie fmm Rate Inaade, 218 N. Lee SIree4 Sude 312. Alexandria. VAYtl14. Tampa, FL 36510 Jab . • toss Oty Ply Horbacz Res.T79428865 FH.KHiTpypGilder J39198 B15G 1 1 Job Reference (options[) nuss, FL rieme, rL-34vgb, 8.330 a Jan 22 2020 MiTek Industries, Inc Mon Feb 17 09:23:22 2020 Page 2 IO:xLFld72KbAgx5FoTKgTmXKzktgdEVeI dLFFXR7n?uPamXKw8xilkLZ 7SXu?xu7zkH2J LOAD CASE(S) Standard •1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undone Loads (plf) Vert: 1-4=60, 4-9=-60, 10-17=-20 Concentrated Loads (Ib) • Vert: 4=124(B) 7=124(13)15=-379(B) 6=124(8) 12=-61(B) 20=124(B) 21=124(B) 22=-124(B) 24=124(B) 25=124(13) 27=-124(B) 28=124(8) 29=124(B) 30=-61(B) 31=-61(B) 32=61(B) 33=61(8) 34=-61(B) 35=-61(13) 36=61(B) 37=61(8) 38=61(B) ®WARNING VelilY designparamelers and READ NOTES ON MS AND INCLUOEOAUrEX REFERENCE PAGE MW473re¢ 1N0312015BEFORE USE. Design valid for use ontywM MReMcconedors. TNa design Is based On"On parameters shorn, and is far an Mdfiudual wilding companeM, nC �• a truaa system. Before use, tbebulding designer must verfyNe apptirabifty of desippametmandppedYuplponte this desiploto the oveall buudingdesign. Bawg indiWedis to prevent Waxing orsellAdual hussweb andldr Cold member ony.FWdillolultempwery alW plmanaMbacing MiTek' isaAv mquked Mrga Tdyandtopa Mw9apsewMpssblepersonaliniu wdpmpeMdamage. Forgeneralgmdanceagardr,the fabriclson, storage, da",Mention and bradng oftrusses aral truss systems, see ANSUWI1 Quagy CdMda, DS"S and SCSI Building Component 6901 Padie East Blvd. Ba7ef,lohms don avabble Man Truss Pula Insthda. 218 M Lee Sam, Sulte 312. Alexandria, VA 22314. Tampa, FL 36610 Job cuss Truss Type pry Ply Horbacz Res. J39198 MV2 Valley 1 1 T19428866 �.._...___. r...__ �. ..._-- �. ...,._ Job Reference a ticnal c. Rion re0 i i us:ee:za zuzu rage 1 ID:zLFld72KbAgx5FOTKgTmXKzklgj-7pDmgtN8XSqieTd_Fu41XnZDRxcU7iCzbzAYJSzkH2G Scale = IGB 5.00 (12 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ved(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress Ina YES WEI 0.00 Hom(CT) -0.00 2 n1a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP ND.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. REACTIONS. (lb/size) 1=5112-0.0. 2=38/2-0-0, 3=13/2-0-0 Max Horz 1=28(LC 12) Max Uplift 1=13(LC 12), 2=32(LC 12) Max Grav 1=51(LC 1), 2=39(LC 17), 3=25(LC 3) FORCES. (lb)- Max. Comp./Max. Ten, -All forces 250(I1h) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsp BCDL=6.OpsY h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 2. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cad 6634 6906 Parka East Blvd. Tampa FL U610 Date: February 17,2020 ®WARNING -Verily design pararnelers and READ NOTES ON THIS AND INCLUDED MTTEx REFERENCE PAGE MII-7473—. IS0312015 BEFORE USE Design wind truss onywen INTeWconnectors. This design is based May upon parameter shown, and is harsh individual bulling mmponoM hat a buss system. Befaro use, me baudmg designer mush veMy, the appraguliy of design pammelers and property hoamnmte mis design into the overall ..Y� buildmgdesign. Bracing indicated is to prevent Winding of hidmdualbuss web and/or Nord members any. AtldNonal temporary eM permanent OruNg MiTek- iaalwaysrequad for stability and to powant collapse wM possible personal injury and pmpedy damage. For general Villages regarding the fabrioa0on, Storage, delivery, erecdioo and bradng oftrusses and truss synems,sea ANSf/rPN Qualify LNieda, DS9a9 and SCSI Building Component 6903 Parke Fast BIM. "slyinformmian avalable amn Trvas Pala InsNNe, 21a R lae Simet, auae 31; Alexandria, VA 12314. Tampa, FL 36510 Scale = 1:11.1 2 3 I 2x3 i 2Y3 I LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) Na - Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n1a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(CT) 0.00 3 nta n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 131b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/Sive) 1=125/4-0-0, 3=125/4-0-0 Max Ho¢ 1=68(LC 9) Max Uplift 1=-44(LC 12), 3=-49(LC 12) Max Grant 1=125(LC 1). 3=130(LC 17) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc putting, except end ver irals. Rigid ceiling directly applied or 10." oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=&0psf, h=15ft; B=45ft; L=24ft; eave-0ft; Cat. II; Grp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will Fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) 1, 3. Walter P. Finn PE No.T28a9 MITek USA, The. FL CM 60M ea04 Parke East BNB Tampa FL 33610 Data: February 17,2020 ®WARNING. Verily JeSlgn paramolers antl READ NOTE50N rMSAND INCLUDED MITEX REFERENCE PAGE MIIdtbrw. l0,01/2015 BEFORE USE. Design valid Ior use onhrweh MTeemwnne tore. This design is based ordyupon parameters shown, and is for an Individual twoug mmponeM, not a Muss system. Before use, Me building designer must early the applies biay of design parameters and properly Nmrpomle rids design end Me overall builangdedgn. BMc gb icatedlstopreWMWu gofMdMdualM nwftan&WaoMMem Wy. AddMlonaltemparzryaMpmmanerlbrawg MiTek' b always requved for stabiny and to pr9veM rowpre wee possible persowl injury, and property damage. Forg=nerdl guldanre regarding the fabdomon, slomge, deevery, emotion end bMarg dressier and truss sy5ems,see ANSINIP11 quality Ldteda, DSBa9 andBCSI Building Component 6914 Para East Bled. Sereylnfonnathm avaMbke TmashMalnr9,218N.L.Street,Bude31ZA..ndde.VAM14. Tampa, FL MID Job • Truss TrussT19428868 Type pty ply Horba¢Res. J39198 MV6 Valley 1 1 Job Reference (opfional) e. va J2r1 dG AWL, MI IeK Inau5Ne5, Inc. Men I-e01/ W23:272020 Pagel ID:xLF1d72KbAgx5FOTKgTmXKzklgi-yCLX5LP0334PMmNNJ6VdCeaelCebbiG2HRNLakH2E 3113 II 2 3 a4 i as 11 Scale=1:16.4 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017[TPI2014 Matrix-S Weight: 20 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SO No.3 BOT CHORD REACTIONS. (lb/size) 1=20516-0-0.3=20516-0-0 Max Horz 1=144(LC 9) Max uplift 1=72(LC 12). 3=80(LC 12) Max Gran, 1=205(LC 1). 3=213(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 2-3=171/277 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsY BCDL=6.Opsf; h=15ft; B=45ft; L=241t; eave=4f1; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) G 8.12 to 3-8-12, Interior(1) 3.8-12 to 5-IG-4 zone; cantilever left and right "posed ; end vertical left and right exposed;C-C for members and forces & Mill for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 1, 3. Water P. Finn PE No.22839 MiTek USA, Inc. FL CM 6834 69N Parke East Blvd. Tampa FL 33610 Dale: February 17,2020 AWARNING- Verily 0esiyn Pararnelers —AREAL, OrES ON THIS AND INCLUDED MITEK REFERENCE PAGEA111-7172 ra. 10,0312015 BEFORE USE. Desire Intel foruse onywittl MITek®connttlo s. This design housed over upon parameters shaven, and is for an Individual Wilding component, not a Wss sydem Before use, the bullding designer must vent' the apprces iayofousi, parameters and propent inooTead. 08s design Inlotheoverall Drawing design. amour Indicated is to prevent buckfmg ofbdMdilk Wssweb andlor Nord members ony. Additional lempocary anal permanent bracing MiTeW is aM-ays r yuiretl for MaDllay and to prevent w0apu won posMDie personal Injury and OropeMdamage. For penerd gudaMe mAadinA Ina faricadon,Manage. dedvery,eenion antl bradng areusus and Wss systems, see ANSVTPIi dually Citeds, DSB40 and SCSI Building Component 6904 Parke East and. SureylatomrNon swiWblefrom Truss Plate InMkOe,218N.Leesweet Suae312,Alex dM.VAM14, Tampa. FL 36610 Jab x Russ Truss Type Qy Ply Horba¢Res. T19428869 J39198 MV8 Valley 1 1] In6 Reference (nnl nal\ ao 5 Jeh LL LU u ml I ea Inausiries. inc,IMOD ee0 l r ua:23:28 zuzu Page 1 ID:xLFId72KbAgx5FoTKgTmXKzklgj-00wthPCgNCGV,NLZxOek9PBsB9aQK1 EPHx0D WTbd H2D 5 4 2x4' 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 10.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 BCDL 10.0 Code FBC20177TPI2014 Matrix-S LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=99/8-".4=127/8-0-0.5=344/8-0-0 Max Hom 1=200(LC 9) Max UpBft l=9(LC 12), 4=53(LC 9), S=167(LC 12) Max Gray 1=106(LC 18). 4=136(LC 17). 5=350(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=293/175 WEBS 2-5=-264/370 Sale =1:21.2 DEFL. in (loc) VdeO Ud PLATES GRIP Vert(LL) n/a - We 999 MT20 244/190 Ved(CT) n/a - n/a 999 Hoa(CT) -0.00 4 n/a n/a Weight: 291b FT=0% BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pullers, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M DC bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf, h=15ft; B=4511; L=24ft; eave=oft; Cal. II; Exp C; Encl.. GCpl-0.18; MWFRS (directional) and C-C Exterior(2) OA-12 to 4.0-0, Intefior(1) 4-M to 7-104 zone; Cantilever left and right exposed ; end verical left and right exposed for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This buss has been designed for a 10.0 par bottom chord live load nonconwrtent win 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 joints) 1, 4 except (jt=ib) 5=167. Walter P. Finn PE N0.22B3a MTek USA, Inc. FL Cad HU ON Parka East Blvd, Tampa FL 33610 Date: February 17,2020 WARNING -Verily d,sign parameters and READ NOTES ON THIS AND INCLUDED.1nTEKREFERENCEPAGEMIIJ473rev. DjUa0r5 BEFORE USE. Design veto for use Any With MlTel;®corridors. This design is based only upon parameters shover, and is for an individual bulldog mmparent no ��' a bass system. Wide use, Ire building designer must vasty the apparzbiliy of design parameters and pmpedw y Irrpo ate this design into the overall buildngdesign. Bmfug WeeddAd led prevent budong ofegiidual Mn web andlm Nod memMrs only. AAMenatempaaryandpelmanmll Mating M7ek' isalwaysrequiredferslabTdyandWpreventwgapsev p=Uepenoi IMIu andpmprlydamage. Forgenerdguidonsregardingthe labrkation, itomge, defrvery, eredmn and braorgd WsxzaM Was systems,see ANS FT1 Quality Cddda, OSBA9 and SCSI Building Component 69041aarka East BIW. SyeylNo rnation d,01able hmn Truss Plate Insivute, 218 K Lee Wed, Suge 31Z Alexandra, VA22314. Temp, FL 36610 Job , a Truss Truss Type Oty Ply Res.T194288T0 J39198 MV10 Valleytb Erbacz Reference (optimal) e d.aau eJan [[¢-'- Mi IeK lnOusmes, Inc. Mon Feb 1709:23:232020 Page ID:xLFld72Kba gx5FOTKgTrnXrlMgj-3R6OFzMuOgZ_O9Tb8T2ZSMUya8rEfmg7ftSEazkH21 2x4 II 3 2x4 ' Ise II 42A II Seale - 1:25.3 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Velt(LL) n/a - Na 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) We - We 999 BCLL 0.0 Rep Stress Incr YES WS 0.12 Hom(CT) -0.00 4 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 37 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=130/10-0-0, 4=159/10.0.0, 5=441/10-0-0 Max Hom 1=257(LC 9) Max Uplift 1=-14(LC 12), 4=66(LC 9), 5=-214(LC 12) Max Grav 1=138(LC 18), 4=170(LC 17), 5=449(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ill) or less except when shown. TOP CHORD 1-2=-339/213 WEBS 2-5=-336/402 Structural wood sheathing directly applied or 6-0-0 DC pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 DC bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf, BCDL=6.0psh, h=15ft; B=45ft1 L=241t; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-4 Zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its Center. 3) Gable requires Continuous bottom chord bearing. 4) This buss 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-D0 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 141E uplift at joint 1, 661E uplift at joint 4 and 214 IS uplift at joint S. Waiter P. Finn PE NOM833 MTek USA, Inc FL Ced6634 6904 Parla East Blvd. Tampa FL 33610 Data: February 17,2020 ,& WARNING VerirV Uesipn parameters and READ NOTES ON THIS AND INCLUDED AITTEK REFERENCE PAGE M147473 ricer. 101o34D15 BEFORE USE. Design valid for use only with MRek® rmnoose. This Eeslgn Is based ally upon Parameters ahwm, and is for an Ndividual balding Component, not V a buts System. Seems use, me balding designer must verify the applicability of design paramelers and properly NCorsershe this deep No the overall buadNg Meagn. SMcglMitaledlstoprevmn Wu gofhdiAWaltmsswOwWn MoNmembemmly. AddeionaltempraryeM peimommebrai MiTele is always requited for stability and to prerem collapse with possible personal injury and property damage. Forgmerd guidanpe regaining gle bbdCo6on Dodge.deWery, erection and bradng ofbuzses and truss systems. see ANSI?p/1 QualyCrAted, DSa89 and SCSI aulldlng Component 6904 peaks East shot.Sfrery'-=aM,n availablefrmn Tmss Mate InsEa e,218N.Leagreet,Suite3lZNexa M.VA22314. Tampa.FL 36810 Job a ' was Truss Type Oty Ply Horbacz Res. J39198 MV12 Valley 2 1 T79428871 Jab Reference (optional) I.o muusmes, Coo. Coon reo , r ua:za:zd euzu rage 1 ID:xLFId/2KbAgxSFOTKgTmXKzklgi-3R60FzMWg2 09Tb8T2ZSMUvl8pkfngg7fhSEazkH21 2x4 II 3 3.4 i 5 4 1.4 II 2x4 II Scale =128.7 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.71 Vert(LL) Na - nda 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) n/a - n1a 999 BCLL 0.0 - Rep Stress Ina YES WB 0.12 Horz(CT) -0.00 4 rda Na BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight: 45111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/sae) 1=162112-0-0, 4=190/12-0-0, 5=538/12-0-0 Max Horz 1=313(LC 9) Max Uplift 1=18(LC 12). 4=-BO(LC 9). 5=262(LC 12) Max Grav 1=171(LC 18), 4=204(LC 17), 5=547(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=371/250 WEBS 2-5=409/406 Structural wood sheathing directly applied or 6." oc pudins, except end verticals. Rigid wiling directly applied or 1G" oc bracing. NOTES. 1) Wind: ABC 7-10; Vult=760mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15R; 8=45ft; L=24ft; eave-0ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 3-8- 12. Interior(1) 3.8-12 to 11-10-4 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 par bottom chord live load nanconcument 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 3L6-0 tall by 2-0-0 wide will tit between the bottom Chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 18 to uplift at joint 1, 80 lb uplift at joint 4 and 262111 uplift at joint 5. I ltef P. Finn PE NO.22839 k1Tek USA, Ina. FL Cert 66M M Parke East Blvd. Tampa FL 33610 Deft: February 17,2020 WARNING -Vniry tlesign yarameters and READ NOTES ON TMS AND INCLUDED AUTEK REFERENCE PAGE M67473 rev. WWDOr5 BEFORE USE. Design valid rot uu anNwaa uTek®wnnectan. Tna desgn is based MN upon paremden sbawn, and is rot en adividud dsaGng mmpolnnL not �� atmse sydem. BerwauseidicAMidap OevenermudvMNiheappebussyof design Md pmpedyacomanudlaWanil1mo111entbrall bwldagdedgn.Bracingavor dad is MOM Members m mapertdaene.ForgeresifuVanceryanapelmanem Encmg of sIiNe MiTek' prevent wapsent w personwenjugan and propMy damage. ForgenC isalways.aloisdforoWM. andtopreventning da,DSB 9andSNe deevery,ere ofwenaanblep a=einjury andCrlu4e, aSad9 and SCSI Building Component Eyamms,sa1 690a Poch East BIW. SoNlyfatnit,idogdorage, Tmsdbradngo e.21 Snreryln/ormadon evaaaba (mm Tnas Plate Indride. 210 N. Lu Street, Su6e 312 Alexandra, VA 22a1d. &x.VAIt 14. Tampa, R 36610 Job r Truss Truss Type y Ply Homa¢Res. T19428872 J39198 MV14 Valley 1 1 Job Reference (optional) ee b.43U S Jan zz LULU MI I ek Industries, Inc. Mon Feb 17 09:23:24 2020 Page 1 ID:xLFId721mAgx5FoTKgTmXKzklgj-XdfOSJM Wn8IrOJ20IBZd7ZO6tXBvOEGgMJO7mOzkH2H 3x4 i 7 6 52x4 II 1.4 II 1x4 II Scale - 1:33.7 LOADING lost) SPACING. 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.62 Vert(LL) nda - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) Na - n/a 999 SCLL 0.0 ' Rep Stress Ina YES WB 0.11 Horz(CT) -0.00 5 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matriz-S Weight: 57 Us FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS Zx4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-0-0. (lb)- Max Horz 1=369(LC 9) Max Uplift All uplift 100Is or less atjoint(s) 5 except 6=218(LC 12), 7=210(LC 12) Max Grav All reactions 250 Its or less at joint(s) 1, 5 except 6=520(LC 17), 7=432(LC 17) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-460/308, 2-3=337/243 WEBS 3.6=347/363, 2-7=.330/354 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1000 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6Dpsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) D-8-12 to 400, Interior(1) 4-0.0 to 13-10-4 zone; comblever left and fight exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shovm; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree relation about Its center. 3) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load noncencument 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 v4de Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 Is uplift at joint(s) 5 except OWD) 6=218,7=210. WANT P. Finn PE No.22839 MRak USA Inc FL Cad HIM 6904 Parks East Blvd. Tampa FL 33610 Date: February 17,2020 WARNING -Vetlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY T473 rev. 10,03G015 BEFORE USE. Design vaad foruseonlywOh MTek®conneRere. nisdesgn Isbasedwnruponparametersshown,a isbran IndiVua1W06rg Componentnot a Wss System Bebre me, the bmldmg dougnermadveray0m appe ability oldesign parametereand propeM lomryarate beer design We the overen buildingdesgn. Bracing iMirated is ropmvem budding INvldivldual Wssweb andlm ckdN members onry. AddNonalNmporeryaM permaneN Haring MiTek' is always reputed for Stanley and tuprevent m0apse with possible personal injmyand propeM damage. For generel pidanae regaNing the labtica4on, 5orege, tlelivery, election aM bradngINWsses all) truss systems,see ANSI/IPN Quaid, CrrferN, DSB-99 and BCS1 Burning Component 6904 Perdu, East BIM. Soferyrnfovnalfen avallabb fmm Tmss Plata InstROe, 218 N. Lee Steel, 6ube 3lZ Alexandria, VAM14. Tampa, R 36610 Job . • Truss Truss Type pry Ply HDrba¢Res. T19428873 J39198 2CJ1 Jack -Open 14 1 .IM Reference lnnlinmll Eam Coast Truss, Fi. aAeAe, 8.330 s Jan 22 2020 MiTek Industries, Inc Mon Feb 17 09.23:28 2020 Page 1 I0:xLFld72KbAgx5FoTKgTmXKzklgj-00wlhPCgNCGV W L&Oek9PBtn9dUK2yPHKOOwnzkH2D 49 I 0.11-00-11-0 I 2x4 = Seale =1:B.6 LOADING (psp SPACING- 2.0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Veri(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(CT) 0.00 4 Data Na BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 5 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 0.11-4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. REACTIONS. (lb/size) 3=3/Mechanical, 2=175/0-8-0, 4=18/Mechanical Max Harz 2=66(LC 12) Max Uplift 3=3(1_C 1).2=-181(LC 12), 4=-18(LC 1) Max Grav 3=19(LC 12), 2=175(LC 1), 4=41(LC 12) FORCES. (Ib) -Max. Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUI1=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) a This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift aljoint(s) 3,4 except Qt=lb) 2=181. Walter P. Finn PE Na22633 MiTek USA, Nc FL Cori 6904 Parke East Blvd. Tampa FL 3361D Date: February 17,2020 WARNING - Verity tleslgn paramelersanC READ NOTES ON TH15 AND INCLUDED a11TEK REFERENCE PAGE 161IId473 rev, 1003S2015 BEFORE USE. cadge veld fives. unN wah Mhelosco meL10R. INS design is bated Only upM parameters starer, and IS fOran Individual bidding component, no ��• a loss system. Before use, the building designer must writyBm appllrabWly of design parameters and propeM Ncamoote tins design Wtothe oveMg -•Y building design. aRadva m catedlsloplesmt Welding otmdmdualtruss web andlmdrordmemberspney AddIDonaltemporaryarMpermanent bracing MiTek' Is always required for stability and to prevent Collapse watt possible personal Injury Brad prepare, damage. Forgeneral guidance regarding me Mbdrago Mp e,doWery,emd nandbmdngoftmsmsaMwsssystem;see ANBVTPIO.UyCdMd..DSB ..dBCSIBuildln9Comp amt 6904 Parke East Bind. Spfeylefam n a iWbten Truss Ml erns Ue,21BNLee side. le312,Aamndda,VA22314. Tampa FL 36610 Scale =1:10.6 2.114 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lfd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 4-7 -999 240 MT20 2441190 TCDL 10.0 Lumber COL 1.25 BC 0.15 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 11 lb FT=0% LUMBER- BRACING- TOPCHORD 20 SO No.3 TOPCHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. SOT CHORD 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. REACTIONS. (lb/size) 3=65/Mechanical,2=214/0-8-0,4=32/Mechanical Max Horz 2=110(LC 12) Max Uplift 3=-03(LC 12), 2=147(LC 12) Max Grav 3=68(LC 17), 2=214(LC 1). 4=49(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) Or less except when shown NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL-6.Opsf; BCDL=6.OpsF h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-1(1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a IO.O par bottom chop) live load nonconcorrent 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) Refer to girders) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to hearing plate Capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=147. Waiter P. Finn PE 1,10.23639 MI ek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tempe FL 33610 Bate: February 17,2020 ®WARNING - Verify of-i9r,Parameters and READ NOTES ON This AND MCLUDEDMITER REFERENCE PAGE 111I47473 rw. 1DDA7015 BEFORE USE. �e DC319n Von an Use only Was ALTeW cannedo R. Wis desige Is based Rely We. parransteR shown, and is for an Real Galdmj Wmpanent, no a lNss syni Befall Use. the buiWing designer most very the appleablWy of design paRmetess and pmpedy incorporate this design can the Rvetel buldingdesign. BRtlngind[atedistoprevem WugofbMiWdualWWWeban&WOOMmembeMM[y. Adtl4pnal temporary aM permanem WaRmg M7ek' Is ahsap renubed for stability and to prewsecollapse With possible personal injury end property damage Forgeneas gull rote regamico the fsaita4on,storage,delivery. erection and Well oflressea and Voss systems, sea ANSVFP/f qualify Cdfeda, DS"S and BCS1 Building Component 6904 Parka East BNd. Sarefylnrmmadon avaga0le from Tress Plata In1NNe.218 N. Lee Sbeet, SUXe J12, Alesandda, VA=14. Tampa, FL 36610 Job . e Truss Dry Piy Homacz Res.T19428875J39198 FTMSSOTpyepe ZCJS n 10 1 Job Reference (optional) Truss, Ft. Pierre, FL-34945, 2x4 = 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:23:30 2020 Page 1 ID:xLFid72KbAgx5FoTKgTmXKzklgWn1IMRHM S kEVx2RgCEgG8OyBAoyRikEtJ gzkH2B Stale=1:14.9 411-0 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.05 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.06 4.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) -0.00 3 Wa We BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 181b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, BOT CHORD 2x4 SP NQ.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=125/1dechanical, 2=28610-8-0, 4=59lMechanical Max Horz 2=154(LC 12) Max Uplift 3=-91(LC 12), 2=157(LC 12) Max Grav 3=129(LC 17), 2=286(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VUU:160mph (3-second gust) Vasd=124mph; TCOL=6.Opsf, BCDL=6.Opsh, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1d-0 to 1-8-0, Intedor(1) 141-0 to 4.10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW"RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 8s Center. 4) This truss has been designed for a 10.0 par bottom chard 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) Refer to girder(s) for truss to truss Connections. 7) Pmvide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 3 except Gt=lb) 2=157. 8) This truss design requires that a minimum of 7/16" stmctural wood sheathing be applied directly to the top chord and 112" gypsum sheetmck be applied directly to the bottom chord. Walter P. Finn PE Ne.22839 MTak USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33810 date: February 17,2020 &WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Alit? 3 rev. rdW1015 BEFORE USE. Qe9lgn vard foruse Only with Mffsk0cOMMp1s. 11tis deS]n IS based Only upon parameters groom, and IS for an IndlVkYe1 bursts COln,nent, not ��• a Mae system Before use. Ore boxing designer must verify the app0wbiiity Of desiM prometers and pro"ay Ncorpornalhix design mt. then .[I buildNgdesryn Bracing]Miratedialopmwnlbuc got NdM alhusswebaMwa oWmemWmo*.AdditlOnal tempdroryaM pmmaneM Hazing MiTek' isalwaysmqubedforstabilftyandtopMne w0apwwMpo5 Nopemmlli uryu propertydamage. Forgwemlguldanwre,ance,lh, IabdwBom slOmge,delivery,erec0an ark Drating afhussesaM truas sy5ems. see ANSU fQualityC da,OSa894ndBCSIBuIIding Component E4derylnrormad0n available fromTuss Plate lnsWute,218 N Lee Street, SvAe31ZXMandrla,VA2Z314. 6904 Park, East BM. Tampa. FL 36610 Jobe , Cuss Truss Type Oty Piy Homacz Res. T19428876 J39, 98 ZEJ2 Jack -Open 5 1 Job Reference (Optional) J 2x4 = a.moaaan c<aa mu erc nwusu ,roc. On ree uue:<sw surd rages Scale =1:1D.0 26A LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdee Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 4.7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 nta n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 101b FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=53/Mechaniw1, 2=201/0-M, 4=25/Mechanical Max Horz 2=101(LC 12) Max uplift 3=32(LC 12), 2=147(1_C 12) Max Gra , 3=55(LC 17), 2=201(LC 1), 4=41(LC 3) FORCES. (III) -Max. CompJMax.Ten.-Allforces 250(Ile) or less except when shown. BRACING- TOPCHORD Structural mod sheathing directly applied or 2-G8 oc putting. 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=6.Opsf; BCDL=6.Opsf; h=15ft; 5=45ft; L=24ft; eave=oft; Cal. 11; Exis C; Encl., GCpi=0.18; MWFRS (directional) and C-C E<tedor(2) -1-4-0 to "-0, Interior(1) 1.8.0 to 2-5-12 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 4) This truss has been designed for a 10.0 pat bottom chord live load nancenwmenl 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) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except (jt=lb) 2=147. waver P. Finn PE Nd.22339 NITek USA, Inc. FL Can 66M 69g4 Pare East Blvd. Tampa FL 33810 Date: February 17,2020 WARNING .Vedfydesrgnparamelereand READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-0473rw. ISO12015 BEFOREOSE. Design valid her use ontywith FLTeleesommoom. Tlds design is Eases orvy upon parameters shaven, ens Is for an ieeWrIal duhoup campone't vat a truss system. Before use, Me balding desgnerem,owNy the appecai of design parameters and property Nwryorate this desgn into the osemn bWlGngdesgn. 9racngindr WISlppreventE "goflndiOdual WsswOaMlwc membm ma r. AdditbnaltempraryaMpermanerdbacng WOWIs alwap recuves for AablByans to prowN m9apsewah posslba personal ln)uryarM Omperrydamap0. FmgenerdlguldaseregaNingtha CtRiM8on. storage, deevery, erection and bmdng oftmsses arm Vuss systems.see AMWPII Quality Criteria, DS"S endBCSI BuIldrng Component Segfeylnformalen awUbbhan Truss Ratelnd8ae,218N.Lne M.Sude312,NenM 6904 Pare East BIW. ,VA=14. Tangs, FL 36410 2x3 = 7r Scale=1:11.6 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (foe) 8deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Ven(CT) -0.01 4.7 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Hoa CT) -0.00 3 nla ma BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Weight: 13 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10.0-0oc bracing. REACTIONS. (lb/size) 3=77/Mechanicel, 2=227/0-8-0, 4=38/Mechanical Max Ho¢ 2=119(LC 12) Max Uplift 3=53(LC 12), 2=148(1_C 12) Max Grav 3=80(LC M. 2=227(LC 1). 4=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250(lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opst1 BCDL=6.Opsf; h=15ft; B=4511; L=2411; eave=oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 3-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonwnourrent with any other live loads. 5) ' This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ql=lb) 2=148. Walter R Finn PE No.22839 Us ek USA, Me. FL Cartfi6U 6964 Parka Fart Bh L Tampa FL 33610 Quit: February 17,2020 ®WARNING vI-,, Cezi9npanmele,5 and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. I0,DJ12015 BEFORE USE. Easedomy fm anIM"etIxlaelgmmponeet,eM Otoss valq for uef oNywMMTek®,desiger a Vues system. Before usi, the ust adayne is to designer propertyttne ovens design pammNen andonly. vMy Me applM ssw ingestedb.umusl MNcolpotem nary am pe is b mlandprdlor mmemaelaony.rgenevel tidamenalxlpennenelM1 bedng MiTek' Is Matt tenderdlotMgand to prehenenlapsenechposnduallmeewh laafnaye rest.¢,fofeaveaay Nlrs..and property damage. enlgui,DSBngoadBNe ubleused nucudpnwmInng or usse, am Fahey faplraeon.ndnw,deavery,eleaion ed Ity e3l A.VA tqualiry OMada, 056a9 and ecs Building Component d. sM aigMvuaaesan,truaesMe SOIeryINOtmmlon avd9aEle M10m Tluza Plate Insl,Ne.219 FL lee StreM, Suee J12, Alexandfu, VA 2231d. TMod .Pmke 3East 5610 Tampa. FL 3E610 ob a • Truss Type city Ply HorDa¢Res. T1942B878 39198 1j, PJS6 Jack-0pen 11 i Job Reference o tional Truss, FL Fierce, FL-3A9A6, Sea i 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:23:32 2020 Page 1 ID:xLFld721m.4gxSFoTKgTmXKzklgj-IA8D82SXubii YfKAsigJFLTemnNGsx?CYMD3YzkH29 Scale = 1:18.8 Plate Onsets (X,Y)— 12:0-3-0,0-1-81 LOADING (psp SPACING- 2-D-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.70 Vert(L-) 0.15 4-7 >536 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Verl(CT) -0.20 4-7 >403 180 BCLL 0.0 ' Rep Stress Ina YES WB O.OD Horz(CT) -0.00 3 nfa me BCDL 10.0 Code FBC20177rP12014 Matric-AS Weight: 24 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid Calling directly applied. REACTIONS. (Ib/size) 3=184/Mechanical,2=360/0-8-0,4=81/Mechanical Max Horz 2=198(LC 12) Max Uplift 3=137(LC 12), 2=173(LC 12) Max Gmv 3=188(LC 17), 2=360(LC 1). 4=120(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf, BCDL=6.Opst; h=15ft; B=4511; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCPI=0.18; MWFRS (directional) and C-C Extenor(2) -14-0 to 1-8-0, Inledor(1) 1-8-0 to 6.9-12 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=137, 2=173. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6934 6904 Pork. East BNtl. Tampa FL 33616 Date: February 17,2020 &WARNING - Verily tlesign parameters and READ NOTES ON IRIS AND INCLUDED A TEK REFERENCE PAGE MO-NIS rev. fA9J2015 BEFORE USE weea • Design was! for use onyvien MRek®comeCtola. This design Is based ody upon pammders shown, and is fm an Wivldual banding tampom.m rid EYYY a buss system Befere use. de building designer must verify the appGobrlity of design parameters and vianym mwoo a this design mto the overall building design. aracinglMicasel is to pmseldbW umgdlndinitualtruas web rand/orchoNmembenony. Addaiontl temporary am palmaned bataIg MiTek' Is always required for steady and to prevent oWwse with Possible personal irday and pmpeny damage. Forgeneralguidancemgamingthe (abdtagon,storage,delivery. erection and bracing dtmsse. and truss systems. see ANSVrPH Quaby Crifede, DSB49 and BCS1 Building Component good Pads East ShU. $afefyintormaflnn available bwn Tmss Plate Indaule, 218 N. Lee Street. Suhe 3l2. Alesandna, VA22314. Tampa. FL 3M10 Job L Truss Truss Type City Ply Haha2 Res. T19428879 J39198 EJ7 Jack -Open 24 1 Job Reference (optimal) East Coast Truss, rL rlerca, rL- AAdAo, 8.330 s Jan 222020 MTek Industries, Inc. Mon Feb 1709:23:342020 Pagel ID:xLFld72KDAgx5FoTKgTn,XKzkly-FYGA➢tUnCiDyGDrpjHHk8P9RooZSUWRlfsr%7RzkH27 1-0-0 7-M 4-0 7-0 Scale=4:190 3x4 = 7-0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (hoc) 'do' L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.16 47 s516 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vet(CT) -0.22 47 -382 180 BCLL OD ' Rep Stress Incr YES W0 0.00 Horz(CT) -0.00 3 Na nia BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: .24111 FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=187/Mechanica1, 2=365/0-8-0, 4=821Mechaniwl Max Hom 2=201(LC 12) Max Uplift 3=-140(LC 12), 2=174(LC 12) Max Grant 3=192(LC 17), 2=365(LC 1). 4=123(LC 3) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 to 6-114 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf an 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) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjoint(s) except (jl=lb) 3=140, 2=174. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 10 gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No21819 MTek USA, Inc. FL Cod 9834 6904 Parke East El Tampa FL 33919 Date: February 17,2020 ® IVARN:NG -Verily d—,n parameters antl READ NOTES ON THIS AND INCLUDED ATIrEK REFERENCE PAGE M1flIJ473 rev. IGVY2015 BEFORE USE. Design va id kruse onywM MTek®oamlectors. This design is based only upon parameters some, and is Nran inoiWUual Welding componanl, not ITS I' a cans system. Before use, the buildilg designer mustvmy the appatabelay of design paanletas and property'xdAmdrate this design Into the ovsali buisfigac@ deslgn..BgiMkMedistoprewnt of Wcklingmd'Muraltmuwba mOodmembmony. AddYbMmd naitemporaryepermaneacIng MiTek' Is always required for Aabilly and to prevent collapse whir possible personal Injury and pmpedy damage. ForgeneMguiEamemganfluxthe fabdcodon,storage, debvery, erection and bating oftmsses and was systems,see ANSIMP11 (today, Chheda, DSB89 andBC518u11ding Component state Parke East Blvd. Stlelyrnlurmrten ave Neft=TmssPlate Instade,218N.LeeSeO.Sure312,Neundri.VA22314. Tampa.R MID Jab k,� 1 s Truss Type City Ply Horbaca Res. PJS2 T19428880 J39190 Diagonal Hip Girder t 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946. 8.330 s Jan 22 2020 MiTek industries, Inca Man Feb 17 09:23:37 2020 Page 1 ID:xLFld72KbAgx5FGTKgTmXKzklgj-i7yJBm Wgj8K14JXIyPlrOJ3Plnh8x7AkLg4BWnzkH24 A-10-10 3b6 1-10.10 I 3.r6 l Scale=1:10.3 2x4 = 3b LOADING (psf) SPACING- 2-00 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Ven(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0A0 Ved(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Hom(CT) 0.00 2 rda Na BCDL 10.0 Code FBC2017rFP12014 Matrix -MP Weight: 1416 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.66 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0ac bracing. REACTIONS. (lb/size) 3=74/Mechanical,2=283/0.10-15,4=34/11.1echanical Max Horz 2=100(LC 24) Max uplift 3=-40(LC 8), 2=214(LC 8) Max Grav 3=74(LC 1), 2=283(LC 1), 4=57(LC 3) FORCES. (III) -Max. Comp -Max. Ten. -All forces 250 (lb) or less except when shown NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Expo C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI?PI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 Go. 5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wfthslanding 100 IS uplift at joint(s) 3 except 0=11b) 2=214. 9) "NAILED" Indicates 3-1Od (0.148'kKY) or 2-12d (0.148"x3.25) toe -nails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=60, 4-5=20 Walter P. Finn PE Nd.22839 MTek USA, Ina. FL Cad 6834 6904 Parka East Blvd. Tampa FL 33310 Date: February 17,2020 WARNING-V±riry,IeuOn panmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM 74I3rev. 10,0XIn5 BEFORE USE Designwbil for use only with k6Tek®canneclors. Tuts design is based oray upon paametedi shown, eM i9 for an derwouN bruldag ramponen4 rid � a Muss system. Before use. Me funding designer mud venythe appgcstxldy of design parameters add property klcoryomte Nis design Into the owmg buikmg design. BratmgiMraled is to cawMlwUGng of Individual Wss web andfor MOM Monuments, AddnonL tempamryan0 pertnanem bracing MiTek' Is always required for dabddy and to rxewnt ca lapse with possible personal Injury and pmpeM damage. Forgeneml guldame regaNing the labnralion. sorage, degvery.ertdbnand bradrg of Wasm and Muss systems.sea ANSVIPlf Dually Ground, DSE89 and SCSI Bulidng Component 6904 Parke Fast Bhd. Sifegraheraiddoei a Ublef Truss Plate In9kWe,218N.Leea M.crude312,Naand4a,VA22314. Tampa, FL 39610 Job 0 I nls3 Truss Type Ott' Ply Horba= Res. T1942B881 J39198 ZHJ3 Diaganal Hip Girder 1 1 Job Reference (options[) East Coast Truss, Ft. Pierce, FL-34946. 2x4 = 8.330 s Jan 22 2020 MiTek Industnes. Inc. Mon Feb 17 09:23:39 2020 NAILED Scale=1:12.4 4-7-13 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (roc) Year Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Ven(CT) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Inur NO WB 0.00 Hort(CT) 0.00 2 nm n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 171b FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-7-13 oc pudins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10." Do bracing. REACTIONS. (Ib/size) 3=130/Mechaniwl,2=324/D-10-15,4=78/Mechanical Max Ho¢ 2=118(LC 8) Max Uplift 3=80(LC 5), 2=218(LC 8) Max Gray 3=136(LC 28). 2=324(LC 1), 4=105(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All fences 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=60psf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpI=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its Center. 3) This truss has been designed for a 10.0 per bottom chord live load nonconcorrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. 5) Refer to g'adee(s) for truss to buss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) 3 except Gt=lb) 2=218. 7) "NAILED" indicates 3-1 Bid (0.148"x3") or2-12d (0. 1 48"x3.25") toe -nails per NDS 9uldiines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) Or back (5). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Inmase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: "=-60, 4-5=20 Concentrated Loads (lb) Vert: 8=.24(F=12, B=-12) 10=28(F=-14, B=14) Waltar P. Finn PE No.22839 MTek USA, Inc FL Ced 8834 8501 Parka East Blvd. Tampa FL 33810 Date: February 17,2020 WARNING - Verily desgn parameters anEREAD NOTES ON OAS AND INCLUDED WTEK REFERENCE PAGEMIW473-. 10:0I1015 BEFORE USE. Design Yang for use anlywah MTeMconnegem. TINS design Is bash o y upon pammeeem shown, and is foran IMiwoual WROM component not a Ins. system. Before use, the bunging desgner must vent' lire epperabNy of design parameters and prapeM incorporate Nis seven Into the swung buigggdeegn. BridingindiededistopreventINSungdindidualtrusswebinNarmothmembersony. Addeionalten can aMpmmanembranmg MiTek' is always a x.led! fro Westland! to pmvem meapsewnb possible personal injury and progeny damage. Forgeneml guidame regamirq Ne fabdraban.Momge.degery,emd nandbmmp MbussesaMbusssystems,see iINSIZiPif Quality Oneida, DS"9 and BCS1 Building Component 59111aame East Bhm. Sereylnloemar/On aVaaable faman Truss Axle insluge. 21B N. Lea Sbeet Smite 31Z MeaaMM, VA22314. Tampa, FL Seem Jab t Truss Truss Type Oty Ply Horbacz Res. T19428882 J39198 ZHJ6 Diagonal Hip Girder 1 1 Job Reference (optional) test roast Muss, bL Plerce, FL-34945. 8.330 s Jan 222020 MiTek Industries, Inc. Mon Feb 17 09:23:40 2020 Pagel ID:xLFId72KbAgx5FoTKgTmXKzklgj-3idRpaZY72jZxmGteYrYexhvi fp8PSAtolrL5zkH21 -1-10.10 5-1-8 I 9-7-15 1-10-10 5-IA 4E-7 Scale - 121.2 3.4 II 2x4 = NAILED NAILED — NAILED 34 =6 Plate Offsets (X,Y)— 14:0-3-0 0-0-81 LOADING (mu) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Gen DOL 1.25 TC 0.34 Vert(LL) -0.02 7-10 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC OAS Vert(CT) -0.04 7.10 >999 180 BCLL 0.0 ' Rep Stress Ina NO We 0.32 Holz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 44 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No,3 BOT CHORD REACTIONS. (lb/size) 4=136/Mechanical, 2=541/0-10-15, 6=346/Mechanical Max Holz 2=196(LC 23) Max Uplift 4=-103(LC 5), 2=292(LC 8), 6=.63(LC 8) Max Grav 4=136(LC 1), 2=541(LC 1), 6=347(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-894/251 BOT CHORD 2-7=-272/812, 6-7=272/812 WEBS 3-6=-808/282 Structural wood sheathing directly applied or 6-0.0 no pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vul1=160mph (3-secend gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45fl; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except 0t=lb) 4=103,2=292. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED' indicates 3-1 Did (0.148"x3") or 2-12d (0, 1 48"x3,25") toe-nalls per NDS guldlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads Uhlf) Vert: 14=60, 5.8=-20 Concentrated Loads (lb) Vert: 12=-81(F=-40, B=40) 14=-11(F=-6,B=-6) 15=-61(F=-31, B=-31) Welter P. Finn PE No.22819 MITek USA, Inc. FL Carl 8634 0904 Parka East Blvd. Tampa FL 33610 Date: February 17,2020 WARNING- Verify desi9„ Paraa,enen and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE Sul-7473 rev. 1010JRa15 BEFORE USE. Design valid for use any em MTeCD connectors. TNs M aign is based only upon parameters shown, and is fox an individual building component, not I�®® e truss synem. Before use, the building designer must vanity the applicability of design parameters and properly lnoomarete rub design into the ovandt bulidingdesign. BraCInglMidated is to buckling INlntliNdual Coy. AIdNunal temporary and bracing Wet MiTek' prevent Wssweb anWor NOM members permanent Is ahray8hillUmd for stabldy and to prevent aclapsewab possible personal injury and pmpeay damage. Far general guidance regarding the talstithn, Storage, delivery, ereUldn and bracing 0f busses and Muss Wslems, sea ANSVrPll Q.W Cdteda, DS949 antl SCSI Building Component 6904 Parke East Blvd. Sgfarylalmnation MaeablafrOm TrussPlele lnsleu1g21e N. Lee Stress. Sdde312,XgxardAa,VA223I4. Tampa, FL 36610 Job '-0 r Truss Truss Type Cry Ply Horbacz Res. T19428883 J39198 ZHJ7 Diagonal Hip Girder 4 i Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, E111 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09.23:41 2020 3x4 1x4 II ....,___ 5 2x4 _ NAILED NAILED NAILED 3x6 Scale: 1r2'=1' Plate Offsets (X,Y)-- f4:0-3-0,0-0-81 LOADING (psp SPACING. 2-0-0 CSI. DEFL. in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 7-10 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.05 7-10 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.35 Hoa(CT) 0.01 6 his n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Weight: 45 no FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 4=135/Mechanical, 2=550/0-10-15, 6=352/Mechanical Max Hom 2=200(LC 7) Max Uplift 4=-101(LC 5), 2-295(LC 8), 6=66(LC 8) Max Grav 4=135(LC 1), 2=550(LC 1), 6=352(LC 28) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250(ID) or less except when shown. TOPCHORD 2.3=-9171259 BOTCHORD 2-7=-280/833,6-7=280/833 WEBS 3.6=-830/291 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 104-0 oc bracing. NOTES- 1) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf BCDL=6.Opsf; list 5ft; B=45ft; L=24ft; eave=4g; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument watt any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf an 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) Refer to girder(s) for truss to truss coftflectof1S, 6) Provide mechanical cgnna001\kb41 Othefa) of erase to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Ut=lb) 4=101, 2=295, tl Q%p gllween Inside of top chord bearing and first diagonal or vertical web shall not exceed 0,5001n. el 'NAILED" indicates 3.10d (0.148"x3") or 212d (0.148"x3.25") lee -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of me truss are noted as front IF) -back (B). LOAD CASE(S) Standard ,asPlate fncrease=1.25 1) Dead+Roof Live (balanced): Lumber Inns.+'p" , Uniform Loads (P& 5-8=20 a. Lroads (Ib) Vert:12=-81(F=-40, B=40)14=-11(F=-6, B=.6)15=-61(F=-31, 13=31) Welter P. Finn PE No.22339 BiTek USA, Inc. FL car 6634 M Parke East Blvd Tampa FL 33610 Date: Symbols PLATE LOCATION AND ORIENTATION -1��►;L�lf�� 3'44'7( Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss W �.? and fully embed teeth. For 4 x 2 orientation, locale plates 0- '9e" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th 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: ANSIrrPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. NumberMg System 6-48 I I dimensions shown o ft-scale) i#eenths (Drawings not to scale) 1 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Will ® MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015 ® Genera0 Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for buss system, e.g. diagonal orX-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 1 bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly 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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected tram the environment In accord with ANSIrTPI 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 fabdcator. 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 speed. 13. Top chords must be sheathed or pudins 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 wl 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 ANSIrrPI 1 Quality Criteria.