Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutTRUSS PAPERWORKSite Information: oaua rarke t_ast viva. Tampa, FL 33610-4115 Customer Info: RON RAYMOND Project Name: MILLARD Model: �Ci��N� Lot/Block: 14 Subdivision: le Address: LONE PINE DRIVE BY -City: WHITE CITY State: FL at. LucieC'OuPItv Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: PAUL WELCH, PE License #: 29945 Address: 1984 SW BILTMORE STREET City: PORT.SAINT LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf o Floor Load: 55.0 psf This package includes 64 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. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 18 19 20 22 Seal# T17065827 T17065828 T17065829 T17065841 T17065842 T17065843 T17065844 T17065845 T17065846 T17065847 T17065848 Truss Name Date A Al A2 A3 A4 A5 A6 AS 'ABA AA AB B 131 132 133 C4 Ci C2 C3 0 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 40 41 42 43 44 Seal# T17065855 T17065856 T17065857 T17065858 T17065859 T17065860 T17065861 T17065862 T17065863 T17065864 T17065865 T17065866 T17065867 T17065868 T17065869 T17065870 Truss Name Date C4 5/15/1 C5 5/15/1 D 5/15/1 D1 5/15/1 FGEA 5/15/1 FLA 5/15/1 FLC 5/15/1 FLD 5/15/1 GEE 5/1511 5/15/1 GRA1 5% GR2 5/15/1 GR4 5/15/1 GR6 5/15/1 GRA 5/15/1 GRB 5/15/1 RC 5/15/1 GRID 5/15/1 11 5/15/1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlrFPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. R P!F/ti ;��CENSF;ti e1 No 22839 O: STATE OF :�14/ A- ; O R % �j�=.6 Walter P. Finn PE No22839 MTek 68A, Inc. FLEert W34 6904 Parke East Blvd. Tampa R.33610 Date: May 15,2019 Finn, Walter 1 of 2 RE: 75895 - Site Information: --Customer Info: RON RAYMOND Lot/Block: 14 Address: LONE PINE DRIVE City: WHITE CITY Project Name: MILLARD Model: Subdivision: No. Seal# Truss Name Date 45 T17065871 AC 5/15/19 46 T17065872 J3 5/15/19 47 T17065873 AC 5/15/19 48 T17065874 J5 5/15/19 49 T17065875 J5C 5/15/19 50 T17065876 J7 5/15119 51 T17065877 RA 5/15119 52 T17065878 J12 5/15/19 53 T17065879 J32 5/15/19 54 T17065880 J52 5/15/19 55 T17065881 J72 5/15/19 56 T17065882 KJ7 5/15/19 57 T17065883 M 5/15/19 58 T17065884 M1 5/15/19 59 T17065885 M2 5/15/19 60 T17065886 V2 5/15/19 61 T17065887 V4 5/15/19 62 T17065888 V6 5/15/19 63 T17065889 VA 5/15/19 64 T17065890 VB 5/15/19 State: FL 2of2 Job Truss Truss Type r Oty Ply 1 T77065827 75895 A HIP 1 i Job Reference (optional) Vnnmuer5 Tirwa, mc., ran Ii.n., rL B.24U s Use 62018 MiTek Industries, Inc. Wed May 15 09:15:352019 t;1 2 d 3x8 = 5.00 12 5xfi = 4z10 = 3x4 11 3x6 = 4 5 3/ 6 32 7 8 8n 3x4 II 5x8 = 9 3A 10 Scale = 1:87.5 24 23 22 21 20 19 18 17 16 15 14 4x6 = 3x8 = 316 = 4x10 = 3x4 11 4x10 = 3x6 = 5x6 = 4x5 = 3.6 11 3x6 = _ - 0110 1 &3-140 25-8-0 33-0-2 4090.0 -6-0 i-78 45-&0 49-fi-0 Plate Offsets (X,Y)-- t2:0-0-14 Edger f4:03-0 0-2-41 f 10:0-5-12 0-2-81 t16:0-3-00-3-41 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in .(roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.26 24-27 >497 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.2124-27 >615 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.01 12 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 254 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 8-6-2 oc bracing: 20-21 8-6-0 oc bracing: 18-20. 1 Row at midpt 5-21, 8-21, 8-18, 10-18 REACTIONS. All bearings 0-3-8 except Qt=length) 23=0-8-0, IIIWEBS (Ib) - Max Horz 2=165(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 14 except 2=-466(LC 12), 23= 1371(LC 12), 16=-1154(LC 12), 12=-299(LC 12), 15=-153(LC 3) Max Grav All reactions 250 lb or less at joint(s) 2, 12, 15, 14 except 23=1845(LC 21), 16=1860(LC 22) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=0/564, 3-4— 226/768, 4-5=-163/683, 5-6=-798/678, 6-8=-798/678, 8-9=-827/756, 9-10=-8271756, 10-11— 604/921,11-12=-308/754 BOT CHORD 2-24=554/37, 23-24=-884/923, 21-23=-884/923, 20.21= 746/1312, 18-20=-746/1312, 16-18=-863/845, 15-16=4682/472, 14-15=682/472,12-14=-682/472 WEBS 3-24=-397/686,4-24=-335/128,5-24=-1071/586, 5-23=-174312013, 5-21_ 1381/1842, 6-21=-406/461, 8-21=-620/473, 8-20=0/292, 8-18=-587/416, 9-18=-434/504, 10-18=-1378/1853,10-16=-1478/1224,11-16=313/498 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.I S; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0.7-13, Intermit) 0-7-13 to 9-0-0. Extedor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 40-6-0, Extedor(2) 40-6-0 to 44-10-6, Interior(1) 44-10-6 to 51-6-11 zone; porch left and right. exposed;C-C for members and tortes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0ps1 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 joint(s) 14 except 01=11b) 2=466, 23=1371, 16=1154, 12=299, 15=153. Walter P. Finn PE No12839 MiTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 Q WARNING-yerOy EesignpxmmetereanCREAD NOTES ON MIS AND INCLUDEDMNEKREFERANCEPAGEMD7mmx. 101rY20150EFOREUSE. Design volld for use only with Mirek® connectors. this design Is based only upon parameters shown, and A for on Individual buading component, not a hum system. Before use, the bustling designer must verify the appicablllty of design parameters and properly Incorporate this design Into the overall building design. among indicated is to prevent buckling of lndlVdual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems seeAN5U1P11 Cu CrNMa, OSB-59 and BCSI Building Component SMrrly mtaenatbmvallable ham Truss Plate InatiNta. 218 N. Lee sheet. Suite 312. Alexandria, VA 22 14, MiTek' 69N Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply s T77065828 75895 Al HIP 1 1 Job Reference o tional irvela uuaa, ,,,c., rm, r,cwa, r� a.zau s uec it 2u1B MI I eR InduSines, Inc. wea May ID ua:lb:3/ Lute rage 1 ID:9t?aHAT6DUKu3t7xhuW EDQZBOla-EYSHIPU2GtvDQ6dvlmVOCuuNJJumZ2ZhFNOZkaGlVq -2-0-0 5-314 11.0-0 14-B-0 22-7-15 30-6-1 38-6-0 44-1U-6 49-6.0 51-6-0 2.0-0 5.9-74 5-2-2- 3-8.0 7-11-15 7-10.3 7-11_15 6-0-6 4-]-10 2-0-0 - 5x6 = 410 = 30 II 4x6 = 3x10 = 5x6 = 5.00 r12 4 3o 5 31 32 6 7 33 a 34 35 9 3x5 3 -29 - - 36 4x10 C 10 19 2 6.8 = 18 17 16 15 d 1 It 6.8 = Axis3x4 = 614 22 21 20 6x10 = 13 4x5 = 3x4 11 6x8 = 3x4 11 2.50 12 3x10 = 3.6 11 4x5 5.9-14 � co.1d 10.10-0 1 11 p.014-8-0 n_1r s-e1 22-- 30-fi-1 1 1 3&4-9 44-10.6 1 45 3 49-6.0 n ��-n I Scale = 1:88.9 G Plate Offsets(XY)- f4:0.3-00-2-41.f7:0-0-OEdael f9'0-3-00-2d1 f10:0-3-120-1-81 f15:0-0-00-1-01119:0-6-40-041 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.29 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Verl -0.6415-16 >757 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.10 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matfix-MS Wind(LL) 0.4016-18 >999 240 Weight: 251 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' -- BOT CHORD- 5-20: 2x4 SP No.3, 10-13: 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 5-18: 2x4 SP M 30 REACTIONS. (lb/size) 2=-226/0-3-8, 13=1457/0-7-10, 11=43/0-3-8, 21=2611/0-8-0 Max Hom 2= 195(LC 10) Max Uplift 2=-518(LC 22), 13=-945(LC 12), 11=-296(LC 12), 21=-1792(LC 12) Max Grav 13=1464(LC 22), 11=43(LC 1), 21=2611(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3- 492/1623, 34=-1244/1956, 4-5= 953/1406, 5-6=-1906/1495, 6-8- 1906/1495, 8-9=-1889/1548.9-10--2103/1567, 10-11=-3231623 BOT CHORD 2-22=-1478/610, 21-22- 1478/610, 5-19=-1302/1136, 18-19=-1329/1310, 16-18= 1906/2923,15-16=-1906/2923,14-15=-780/587,13-14=-1432/1138, 10-14=-1203/1040,11-13=-523/395 WEBS 3-22=-400/239,3-21=-579/1092, 4-21=-1094i743, 19-21=-2068/1722, 4-19=-141/427, 5-18=-2478/3323,6-18=419/477,B-18=-1078/833,8-16=0/327, 8-15=-1173/837, 9-15=-167/487,10-15= 1686/2594 Structural wood sheathing directly applied or4-7-3 oc puffins. Rigid ceiling directly applied or 5-3-10 oc bracing. 1 Row at midpt 5-18, 8-18, 8-15, 10-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascli32mph; TCDL=4.2pst BCDL=3.Opsf; h=151t; B=451t; L=2411; eave=6f1; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-13, Interior(1) 0-7-13 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Intedor(1) 15-2-15 to 38-6-0, Exterior(2) 38-6-0 to 42-8-1S. Interior(1) 42-8-15 to 51-6-11 zone; porch left and fight 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 panning. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Vida 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 joint(s) except (jt=lb) 2=518, 13=945. 11=296, 21-1792. Waller P. Finn PE No.22839 MTek USA Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 WARNING -V2IIly des/gnp icennshve.ndREAD NOTES ON TN/SANDINCLUDEDMITEKNEFEAANCEVAGEMX74TJrev. f6N,14201SOEFONEUSE Design valid for use only with MaeksD connectors. nrls design Is based only upon parameters shown. and is for on IndMtlual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only.Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. WeANSSU1Pi1 Quality Canada. DSB-09 and SCSI Building Component Safely Informationavoilobie from Russ Plate Institute. 218 N. Lee Sheet SuRe 312 Alexandria, VA 22314. M!Tek' 69" Parke East Blvd. Tampa, FL 33610 Job Truss Tnus Type Oly Ply T17065829 75895 A2 HIP 1 1 Job Reference (optional) 11240 s Uea 6 2018 MiTek Industries, Inc. Wed May 15 09:15:40 2019 2 d 5.00 rl2 5x6 = 4x8 G 5 6 3x6 3x5 � 32 4 25 4x5 = 3x5 = 2 22 $xlD = 1ff 5x10 s 242.50 12 3x6 I I 3x5 = 4x12 = 3x6 — 5x5 = 33 7 34 8 359 36 10 21 20 3x6 = 3x4 II Scale - 1:90.4 11 3x6 J 2 3x4 II _ 3 d 16 9 8 3x5 = 5x8 = 14 17 m 11 16 5xi0 3x6 II 4x5 131.8 510.14 10-l" 11 -0 2P1D0 26e0 36d-e diV h114 < 3 d964 AM 5-10-14 d-11>2 PBE ]-16e ]$0 O 3 440 Plate ONse[s (X YI— f6.0-3-00-2-41 I;10:0-3-00-2-41 t18:0-4-D 0-0-81 t22�0-5-12 0-0-81 f23:0-7-8 Edget LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdail Ud PLATES GRIP TCLL '20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.26 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.5018-19 >816 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 HOrz(CT) 0.15 16 n/a rda BCDL 10.0 Code FBC2017/TPI2014 MaVrx-MS Wind(LL) 0.37 19 >999 240 Weight: 257 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except- 5-24,13-16: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc pudins. BOT CHORD Rigid ceiling directly applied or4-8-15 oc bracing. WEBS 1 Row at midpt 7-19, 9-18, 11-17 2 Rows at 1/3 pis 7-22 REACTIONS. (lb/size) 2=68/0-3-8, 24=2222/0-8-0, 16=1606/0-7-10, 14=-12/0-3-8 Max Harz 2=225(LC 11) 'Max Uplift 2=-454(LC 12), 24=-1543(LC 12), 16=-1026(LC 12), 14=-276(LC 12) Max Grav 2=97(LC 21), 24=2222(LC 1), 16=1610(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=0/882, 3-5=-1591/2268, 5-6=482/797, 6-7=417/726, 7-9=-2891/2314, 9-10=-2179/1797,10-11=-2359/1847,11-13=-685/1102,13-14=-383/755 BOT CHORD 2-25=-862/88, 23-24=-2188/1906, 5-23=-1982/1503, 22-23— 2189/1903, 21-22=-1158/1927,19-21=-1158/1927,18-19= 1883/2891,17-18=-1136/1541, 16-17— 1580/1215, 14-16=-644/468 WEBS 3-25=400/460, 23-25=-837/40, 3-23= 1476/1734, 5-22=-1397/1937, 6-22=-583/547, 7-22=-2796/2133, 7-21=01328, 7-19=-770/1032, 9-19=-188/307, 9-18=-894/625, 10-18=-310/569,11-18=-301/773,11-17=-2976/2339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat.. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 13-0-0, Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 36-6-0, Extedor(2) 36-" V140-9-1, Interior(1) 40-9-1 to 51-6-11 zone; patch 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) This truss has been designed for a 10;0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except jt=lb) 2=454, 24=1543, 16=1026. 14=276. Walter P. Finn PE No22839 MiTek USA Inc. FL Cad 663E 6904 Parke East Blvd. Tampa FL 33610 Dale: May 15,2019 O WARNING -Verily des/gnparemetenend READ NOTES ON MISAND INCLUOEOMITEKREFERANCEPAGEMN-74" rev. 1GN32¢15BEFOR£USE Design valid for use only with Mr kG connectors. n is design b based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the cpplicability of tleslgn parameters and wopery Incorporate this design Into the overall bustling tleslgn. Bracing Indicated a to prevent buckling of Inc Mdual muss web and/or chord members only. Additional temporary and permanent bracing always required for stablllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the folor lon, storage. deMery, erection and bracing of tnnses and muss systems. seeANS trump Qualtly CMelb, DSO-89 and BCSI Bull Component Safety Infoenaffamor asoble from Thus, Plate Institute, 218 N. Lee Street Suite 312 Marra ntlria VA 22314. MOW 6904 Pride. East Blvd. Tampa, FL 33610 Job Truss Truss Type r Qty Ply r T17065830 75895 A3 HIP 1 7 Job Referen e(opfo a0 -- - -- -- - <»�=Z a za ro mi r ex pmusures, inc. vv ea may is ur: i o:ez za 1a rage i ID:917aHXT6DUKu3t7xhuW EDQzB01a-bVfAL6YB5CXWXtWtgJ5BvxbFBKeAEK6QPf7KQgzGIVI -2-0.0 5-00-14 11-2-0 15-0-0 21-6.0 28-0.0 34-8-0 39-8-3 44-10-6 49.6.0 51-6.0 2-ao s : 4 5-3.2 3-70-0 6-6-0 6-6-0 6-6-0 fi-2-3 5-2-3 4-7-10 2-0-0 Scale = 1:90.4 5.00 12 Sx6 = 3x5 = 4z10 = 3x6 = 5x6 = 6 33 7 8 9 34 10 4x8 i 3x5 3x6 35 11 3x6 3x5 4 4 2 3 4xB 3 IL w 23 22 21 20 19 2 ab 5x8 = 3.5 = Sx8 = 1B a1 5x10 = - Sxfi 14 1m 3z4 II x5 26 25 2.50 12 77 16 45 = 3x5 = 3x6 II 3z10 � 45 = 3x6 II 5-1014 10-10.0 11 -0 15-1-8 21-8-0 28-0-0 34-4-8 3:1 44-10-6 45 -3 49-6-0 5-10-14 4-11-2 0-4-0 3-11-8 fi-4-8 6-6-0 6-0-8 5.3-11 5-2-3 0- -13 4 3-13 Plate Offsets (X Y)- 16:0-3-00-2-41 f 109-3-00-2-41 f 19:0-4-00-0-81 123,0.4-0 0.0-121 f24:0-7-e Edael LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.20 20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.3919-20 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0:84 Horz(CT) 0.13 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.28 20 >999 240 Weight: 262 lb FT=20% LUMBER- SPACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 4-5-3 be puffins. BOT CHORD 2x4 SP M 30'ExcepV BOT CHORD Rigid ceiling directly applied or4-10-12 oc bracing. 5-25,13-16:2x6 SP No.2 WEBS 1 Row at midlet 7-23 WEBS 2x4 SP No.3 *Except* 13-18: 2x4 SP M 30 REACTIONS. All bearings 0-3-8 except (jt=length) 25=0-8-0, 16=0-7-10. (lb) - Max Ho¢ 2=255(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-496(LC 12), 25=-1488(LC 12), 16=-1030(LC 12), 14=-283(LC 12) Max Grav All reactions 2501b or less at joint(s) 2, 14 except 25=2142(LC 1), 16=1613(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=01737, 3-5=-1346/1960, 5-6=-055/316, 6-7=-280/346, 7-9=-2562/2080, 9-10=-2224/1848, 10-11=-2439/1898,11-13=-2129/1664,13-14=-373/730 BOT CHORD 2-26=-733/0, 24-25=-2107/1825, 5-24=-1834/1422, 23-24=-1870/1638, 22-23=-1107/1899, 20-22=-1107/1899, 19-20=-1597/2562,18-19=-1317/1945,17-18=-1032/809; 16-17=-1582/1207,13-17=-1302/1041, 14-16=-621/444 WEBS 3-26=-355/391, 24-26=-712/0, 3-24= 1335/1623,5-23=-1532/2205, 7-23=-1866/1433, 7-22=0/271, 7-20=-546(743, 9-20=-196/285, 9-19=-545/342, 10-19=-349/620, 11-19- 106/465,11-18=-447/441,13-18=2081/2901 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-11 to 0-7-13, Interior(1) 0-7-13 to 15-0-0, Exterior(2) 15-0-0 to 19-2-15, Intedor(1) 19-2-15 to 34-6-0. Extedor(2) 34-0-0 to 38-8-15, Interior(l) 38-8-15 to 51-6-11 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This Muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)_' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 It, uplift at joint 2, 1488 Ib uplift at joint 25, 1030lb uplift at joint 16 and 283 lb uplift at joint 14. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 AWARNING- Veril7deagnpammefereendREAGNOTESONTNWANONCLUOEOMREKREFERANCEPAGEMlp7M7 v.la=Z015aEFOREUSE. Design volld for use only with MOe4® connectors. This design b based only upon parameters shown, and b for an Individual building component not a truss system. Before use, the building designer must verity the oppleabllry of design parameters and properly Incorporate thts design Into the overall buiidingdesign. Bracing Indicated Is to prevent buckling ofricMdualtneswebend/or chord members only. Additional temporary and permonentbracing Is always required for stablity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabricator, storage, dei6,ery, erection and bracing of trusses and tmss systems, xsgAN5VIPI1 QuUTBIyClears, DSe419 and IsC51 Building Component Sa/ap mfarmatbrrwailable from Tnas Plate Institute, 218 N. we Street, Suite 312 Aiexondda. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r Oty Ply T770fi5831 75895 A4 HIP 1 7 Job Reference (optional) suec eeme Mllexlnausme5.ma. Wea MaV1b U9:1L:442U19 rant d� 45 = 22 3x5 = 4x8 i 3x6 i 5 5.00 rl2 Sx6 = 3z10 = 5x6 = 6 30 31 7 32 33 8 21 2.50112 3x6 II 3x5 3x6 9 10 14 3x8 3x6 II 4x5 = Scale = 1:90.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.51 Ven(CL) -0.19 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT) -0.41 17-18 >993 240 BCLL 0.0 ' Rep Stress Mar YES WB 0.94 Horz(CT) 0.15 14 n/a n/a BCDL 10.0 - Code FBC2017/TP12014 Mahix-MS Wind(LL) 0.26 17-18 >999 240 Weight: 260 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 44-2 oc puffins. BOT CHORD 2x4 SP M 30 'Except' - BOT CHORD Rigid ceiling directly applied or 5-0-15 oc bracing. 5-21,11-14:24 SP No.2 WEBS 1 Row at micipt 5-19, 7-19, 7-17 WEBS 2x4 SP No.3*Except* 11-16: 2x4 SP M 30 REACTIONS. All bearings 0-3-8 except at=length) 21=0-8-0, 14=0-7-10. (Ib) - Max Horz 2=-284(LC 10) Max Uplift All uplift 1001b or less atjoint(s) except 2= 543(LC 12), 21— 1431(LC 12), 14=-1006(LC 12), 12=319(LC 12) Max Gray All reactions 250 lb or less atjoint(s) 12 except 2=254(LC 21), 21=2046(LC 1), 14=1570(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 23=0/581, 3-5=-1053/1570, 5-6=-1113/862, 6-7= 964/882, 7-8=-2283/18B4, 8-9=-2518/1926,9-11=-2504/1903,11-12=-252/576 BOT CHORD 2-22=-588/0, 20-21=2010/1742, 5-20>1719/1359, 19-20=-1439/1298, 18-19=-1350/2301, 17-18— 1350/2301, 16-17=-1532/2296, 15-16= 714/557, 14-15=-1537/1157, 11-15=-1318/1049, 12-14=-481/342 WEBS 3-22=302/304, 20-22=-588/0, 3-20=-1154/1496, 5-19=1607/2399, 7-19— 1518/1151, 7-18=0/344, 7-17=-264/88, 8-17=-30a/602, 9-17=-121/265, 9-16=-340/378, 11-16=-2044/2931 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh n=151t; B=45ft; L=24ft; eave=6111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -2-0-11 to 0-7-13, Interior(1) 0-7-13 to 17-0-0, Exterior(2) 17-" to 21-2-15, Interior(1) 21-2-15 to 32-6-0, Extedor(2) 32-6-0 to 36-8-15, Intenor(1) 36-8-15 to 51-6-11 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 543 Ito uplift at joint 2, 1431 lb uplift at joint 21, 1006 lb uplift at joint 14 and 319lb uplift at Joint 12. - Walter P. Finn PE No12839 MRek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33810 Data: May 15,2019 Q WANNWG- Vedrydesignperometemaed READNOTES GNTN/SANDWCLUD£DMIFEKHEFENANCEPAGEM67Mmv. 10=01511EFONEUSE Design valid for use only with MRek® connectors. lha design Is based only upon parameters shown. and N for an IndNidual building component, not a truss system. Before use; the building designer must verify the appllcablllry, of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing IndIcated Isla prevent bucklirg of Indy1ducl Mmwelocind/or chord members only. AddIflonal temporary and permanent bracing salways required for stablIty, and to prevent collapse with passible personal Inuy and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and teas systems, seeANSVrPII Qua" 8yCMeM, D5549 and SCSI Building Component w Safety Informationaiioble from Truss Rate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. 69N Parke Ent Blvd. Tampa, FL 33610 Job Use Truss Type r Oty Ply T17065832 75895 AS HIP 1 1 Job Reference (optional) e.240 s Use 6 2018 MITek Industries, Inc. Wed May 15 09:15:45 2019 Scale= 1:90.4 5.00 12 Sx6 = 3x8 = 5k6 = 6 29 30 7 31 32 8 7x14 i 28 33 5x8 4 _5, - - - 9- 3x5 3 4xB O 18 17 16 10 m 5k12 — 3x4 II 5x8 = 2 ® 5 ch 1 5x6 11 1^ b 5x10 d14 21 20 2.50 12 13 3x5 = 3.6 11 3x8 � 4x5 = 4x5 = 3x6 11 S-te-14 10-10.0 11 -0 19-1-8 24.9-0 30-0-8 37-71-3 4410.6 45 -3 49-6-0 &10-14 4-11-2 �0.4.0 7-71-8 5-7-8 5-7-8 7-E11 6-71-3 0. -13 4-3-13 Plate Offsets (X Y)— 15:0-0-0 0-1-121 t5:0-4.4 Edeel I6:0-3-0 0-2-41 l8.0-3-0 0-2-41 19:0-4-0 0-3-01 t16:0-4-00-0-81 08.0-5-0 0-0-87 119:0-7-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.20 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.4215-16 >976 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.16 13 n/a n/a ' BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.2715-16 >999 240 Weight: 264 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc pudins. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or5-2-15 oc bracing. 4-20,10-13: 2x6 SP No.2 WEBS 1 Row at midpt 4-18, 10-15 WEBS 2x4 SP No.3 *Except* 10-15: 2x4 SP M 30 REACTIONS. All bearings 0-3-8 except Qt=length) 20=0.8-0,13=0-7-10. (Ib) - Max Hoe 2=-314(LC 10) Max Uplift All uplift 1001b or less atjoint(s) except 2= 577(LC 12), 20=-1389(LC 12), 13=-993(LC 12), 11=-339(LC 12) Max Gmv All reactions 250 lb or less atjolnt(s) 11 except 2=321(LC 21),.20=1969(LC 1), 13=1545(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-63/545, 3-4=-829/1256, 4-6=-1610/1177, 6-7=-1404/1197, 7-8=-2233/1833, 8-9=-2483/1859,9-10=-2746/2027, 10-11=-176/475 BOT CHORD 2-21=-521/13, 19-20=1932/1666, 4-19=-1639/1316, 18-19=-1045/986, 17-18=-1148/2122, 16-17=-1148/2122, 15-16_ 1657/2534,14-15— 5051394, 13-14=-1511/1124, 10-14=1333/1052,11-13=-388/281 WEBS 3-21= 269/253, 19-21=-511/45, 3-19=-1005/1394, 4-18=-1537/2413, 6-18=-55/344, 7-18=-956/709, 8-16=-297/595, 9-16=-360/388, 9-15=-267/346, 10-15=-1993/2947 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-11 to 0-7-13, Interior(1) 0-7-13 to 19-", Extedor(2) 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 30-6-0, Exterior(2) 30-6-0 to 34-8-15, Intedor(1) 34-8-15 to 51-6-11 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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 577 Ib uplift at joint2, 1389lb uplift at joint 20, 9931b uplift at joint 13 and 33911b uplift at joint 11. Walter P. Finn PE No.22839 61Tek USA Inc. FL Cad 6634 6984 Parke East Blvd. Tampa FL 33810 Date: Job Truss Truss Type Oty Ply r T170fi5833 FJbLfmrce 75895 A6 Hip 1 1 fnni'nnell a Uec b2Ule MlleKmeuslnes.mc. Weeraavlb Ue:10:4tzUle O' 4x5 = 5.00 12 5xe = 5x8 = 7 27 28 829 20 3x5 5-10.10.0 21-1-8 3I 454 s.,0.m14 ,100 -08 G87 Scale = 1:83.3 3x4 II 1 d' ,2 Iel�lm 21 1N 13 5x6 Plate Offsets (X Y)— I7:0-5-4 0-2-41 r8:0-4-0 0-1-131 116'0-4-8 0-0.81 r17:0-4-0 0-0-81 118'0-3-12 03-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.31 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.64 17-18 >637 240 BCLL 0.0 Rep Stress ]nor YES WB 0.79 Horz(CT) 0.22 21 n/a n1a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Wind(LL) 0.2914-16 >999 240 Weight: 247 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except* 4-19: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 12-21: 2x6 SP No.2 REACTIONS. (Ib/size) 2=238/0-3-8,19=2039/0-8-0,21=1171/0-5.8 Max Horz 2=481(LC 11) Max Uplift 2=-301(LC 12), 19=-1210(LC 12), 21=-742(LC 12) Max Gmv 2=308(LC 21), 19=2039(LC 1), 21=1198(LC 18) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=337/384, 3-4=-1082/1384; 4-6= 960/1363, 6-7=-1743/1523, 7-8=-2110/1857, 8-9=-2329/1909.9-10=-2897/2272,10-12= 324/242,13-21=-1198/911,12-13=-277/239 BOT CHORD 2-20=-354/242, 18-19=-2002/1645, 4-18=-352/344,17-18=-755/987, 16-17=-1121/1564, 14-16_ 1934/2633,13-14=-1957/2557 WEBS 3-20=-61/275, 18-20=-330/244, 3-18=1053/852, 6-18=-2682/2277, 6-17=-442/863, 7-1 6=-584/752,8-16=-310/547, 9-16=-643/609, 9-14=-22/274, 10-14=0/269, 10-13=-2639/2052 Structural wood sheathing directly applied or4-0-14 oc pudins, except end verticals. Rigid ceiling directly applied or 5-0-14 oc bracing. 1 Row at midpt 6-18, 10-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Ops4.h=15111; B=45ft; L=45ft; eave=611; Cat. 11; Exp C; Encl., GCpi=0.I S; MWFRS (directional) and C-C Extedor(2) -2-0-11 to 2-5.11, Intedor(1) 2-5-11 to 21-0-0, Extedor(2) 21-0-0 to 27-4-15, Interior(1) 27-4-15 to 28-6-0. Exterior(2) 28-6-0to 34-10-15, Interior(1) 34-10-15 to 45-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D01--7.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 He uplift at joint 2, 12101b uplift at joint 19 and 7421b uplift at joint 21. Walter P. Finn PE N022839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Job Truss Truss Type Oty Ply r T77065834 75895 A7 Hip 1 i Job Reference (optional) o.zav s uec b zu1b mi i ex mausmes, mc. vvea may ID ua:1 o:aa zu1 a rage 1 Scale = 1:84.1 5x8 = 5x6 = 5.00 12 7 a 3x5 4 3x5 6 9 30 4x6 — 4x8 4 10 4x5 C 3x6 4 529 71 4x10 C 31 3x5 i 4 12 - 20 19 Sx10 = 3 21 5x8 = 5x8 = 1g 13 ,b n 28 3x10 % 3x5 c � �d 2 'Iy d 1 5x10 > 2.50 12 16 15 14 1 24 23 3x4 II 4x5 = 45 = 3x5 = 3x6 11 5xB = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.17 18 >999 3160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.3318-19 >999 240 BCLL 0.0 ' Rep Stress [nor YES Wit 0.91. Hoa(CT) 0.16 14 n/a We - BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.25 18 >999 240 Weight: 26311b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc pudins, BOT CHORD 2x4 SP M 30'Excep; except end verticals. 5-23: 2x6 SP No.2, 11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-6 no bracing. WEBS 2x4 SP No.3'ExcepP WEBS 1 Row at midpt 5-21 13-14: 2x6 SP No.2 REACTIONS. (lb/size) 2=241/0-3-8, 23=2034/0-8-0, 14=1173/0-5-8 Max Hom 2--"l(LC 11) Max Uplift 2=-278(LC 12), 23=-1239(LC 12), 14=-736(LC 12) Max Grav 2=319(LC 21), 23=2034(LC 1), 14=1196(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 243/339, 3-5=-1011/1407, 5-6=-1265/1051, 6-7=-1831/1511, 7-8=-1858/1635, 8-9=-2068/1668,9-11=-2771/2184,11-12=-2873/2241,12-13=-392/353,13-14=-277/302 BOT CHORD 2-24=-326/199, 22-23=-1997/1561, 5-22=-1708/1391, 21-22=-1289/1057, 20-21=-777/1247, 19-20=-972/1629,18-19= 1764/2569,17-18=-1989/2753, 14-15=-1365/1781 WEBS 3-24=-40/282, 22-24=-312/221, 3-22=-10B2/849, 5-21=-178S/2398, 6-21=-763/715, 6-20=-295/610,7-19=390/529, 8-19=-388/541, 9-19=-860/744, 9-18=-53/307, 11-18=-3021281,12-15=616/548,12-14=-1721/1271,15-17=-1352/1791,12-17= 628/910 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=4511; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-2-0-11 to 2-5-11, Interior(i) 2-5-11 to 23-0-0, Exterior(2) 23-0-0 to 32-10-15, Interior(l) 32-10-15 to 45-1-2 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 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 278 lb uplift at joint 2, 1239 lb uplift at joint 23 and 736 lb uplift at joint 14. Waller P. Finn PE No.22839 MTak USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: Mav 15.2019 Job Truss Truss Type r Oty Ply T17065835 75895 AB Roof Special 3 1 Job Reference (optional) m o ran ex mausmes, mc. vy eo may I uu: m:ot zu i a rage s Scale = 1:80.3 5x6 = 5.0D 12 7 3z5 9 27 28 3x5 C 6 8 _ US 45 C 3x6 3z6 5 9 dz10 C 4 70 3z5 9 18 11 29 8x10 = 3 Sz8 = 19 17 12 26 m 4a12 = 3z5 c 2 d 1 5x10 = 2.50 F12 15 14 13 22 21 3x4 II 4z5 bye = 3z5 = 3x6 115x8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(CL) -0.18 17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT)-0.3616-17 >999 240 BCLL 0.0 ' Rep Stress Inor YES W B 0.99 Horz(CT) 0.17 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.26 17 >999 240 Weight: 2541b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-6 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. - 5-21: 2x6 SP No.2, 9-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5.1-13 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1Row at ril 5-19 12-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=255/0-3-8, 21=2015/0-e-0, 13=1177/0-5-8 Max Horz 2=472(LC 11) Max Uplift 2=-285(LC 12), 21=-1230(LC 12), 13=-739(LC 12) Max Grav 2=339(LC 21), 21=2015(LC 1), 13=1196(LC 18) FORCES. (lb) -Max Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-169/292, 3-5=-888/1336, 5-6=-1485/1083, 6-7= 1B89/1395, 7-8=-1890/1428, e-9=-2738/1979,9-11=-2890/2173,11-12=-395/351,12-13— 280/303 BOT CHORD 2-22=304/204, 20-21— 197B/1441, 5-20=-1687/1280, 19-20=-1207/909, 18-19=-772/1443, 17-18=-1565/2531,16-17=-1942/2792,13-14=-1320/1786 WEBS 3-22=-23/270, 20-22= 302/245,3-20=-1048/803, 5-19=-1649/2483, 6-19=-671/595, 6-1 8=-1 191491. 7-18=-668/1063, 8-18=-1022/796, B-17=-70/352, 9-17=-393/377, 11-14=-618/527,11.13=-1724/1222,14-16=-129911799, 11-16=-578/931 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=45h; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -2-0-11 to 2-5-11, Intedor(1) 2-5-11 to 24-9-0, Exterior(2) 24-9-0 to 29-3.6,-Interior(1) 29-3-6 to 45-1-2 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 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 Ib uplift at joint 2, 1230 lb uplift at joint 21 and 739 its uplift at joint 13. Walter P. Finn PE No.22839 NITek USA Inc. FL Cad 6634 6904 parka East Blvd. Tampa FL 33610 Data: May 15,2019 ,&WARNING -ladly Eeslgnpammefersand READ NOTES ON TN/SANOINCLUOEOMREKREFERANCEPAGEMbPm.,. favaclols BEFORE USE Design valid for use only with Mpek®connectors. INS ceslgn b bosed only upon parametersshown and is for an Individual building component, not a truss system. Before use, me building designer must verify the oppllccici fy of deign parameters and propedy Incorporate me design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of hdivldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stobatiy, and to prevent collapse with possible personal INuy and property damage. For general guidance regarding the M!Tek' f0bdca6on storage. delivery. erection and bracing of trusses and truss systems seeANSIM11 Qualify Cmoda, DS549 and BCSI Building Component n904 Parke fast Blvd. Sabry mlorma8omvoiloble ham Tmss Plate InstiMe. 218 N. Lee Street, Suite 31Z Alexandria VA 22314 Tampa, FL 33610' Job Tmss Type ss Typ OIy PlyT17065836 Imes 75895 SPECIAL 7 1 I —, r Job Reference (optional) 0.44U 5 Uec o [V 1 e MI I eK Inc. Wee MaVIb U9:ib:b22U19 vaeel Sx6 = 5.00 12 7 25 26 3x5 i 6 3x6 4x8 i 5 4 3x5 G 76 3 5x8 — 17 bx12 Sx10 2.50 12 3x5 4x6 89 3x5 10 Scale = 1:80.2 4x12 5 !F�143 3.5 5.6 N 21 3x5 = 3x6 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3xg? 4%5 = LOADS IMPOSED BY SUPPORTS (BEARINGS). 0.11 1768 3-4 453-14011 392 0�- 6480 I 7.0-10125-0-4 Plate Offsets (X Y)— r9:0.3-0 Edoel r13:0-3-00-1-121 r18:0-7-8 Edael LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.43 Vert(LL) -0.20 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.3915-16 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.19 21 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(L-) 0.3013-15 >999 240 Weight: 248 lb FT=20% LUMBER- BRACING - TOP CHORD 21t4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 4-19: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3'Excepr WEBS 11-21:24 SP No.2 REACTIONS. (lb/size) 2=234/0-3-8,19=2044/0-a-0,21=1170/0-5.8 Max Horz 2=370(LC 11) Max Uplift 2=487(LC 12), 19=-1515(LC 12), 21=-728(LC 12) Max Grav 2=327(LC 21), 19=2044(LC 1), 21=1170(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-82/525, 34=-1029/1444, 4-6=-1431/957, 6-7=-1861/1309, 7-8=-1861/1319, 8-10=-2711/1856,10-11=-2962/1983,12-21=-1170r791,11-12=-1144/838 BOT CHORD 2-20=-565/31, 18-19=-2007/1681, 4-18=-1715/1284, 17-18=-1301/1027, 16-17= 657/1326, 15-16=-1472/2504, 13-15=-1772/2737,12-13=-186/262 WEBS 3-20= 249/286, 18-20=-568r70, 3-18=-1096/1381, 4-17— 1645/2537, 6-17=-688/591, 6-16=-148/514, 7-16=-600/1037, 8-16=-921/759, B-15=-69/346, 10-15=-314/303, 10-13=-235/284,11-13=-1559/2430 Stwctural wood sheathing directly applied or3-10-9 be pudins, except end verticals. Rigid ceiling directly applied or 5-1-3 oc bracing. 1 Row at midpt 4-17, 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL--4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) -2-0-11 to 0-7-13, Interior(l) 0-7-13 to 24-9-0, Extedor(2) 24-M to 27-9-0, Interor(1) 27-9-0 to 45-1-2.zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 21 considers parallel to grain value using ANSVI-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2, 1515lb uplift at joint 19 and 728 lb uplift at joint 21. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 66U 6904 Parke East BNB Tampa FL 33610 Date: May 15,2019 Jab Truss Type Oily Ply TMS T17065837 75895 ROOF SPECIAL 1 1 Job Reference (optional) 0.4%U b Uec o 4u 10 MI I UK muuarnes, mc. vvea may i s ua:l=4 eu 1 u Scale = 1:87.5 5x6 = 5.00 12 7 30 31 3x5 3x5 Q 6 6 3x6 9 3x6 4x6 i_ 5. - - 9 3x5 4 10 3x5 i ie 3 4C 26. 5M6 _ 16 17 11 11 N 4x10 = 3.6 16 2 1 3x5 = 5x6 12 _J om' 5x10 2.50 12 - 1 23 22 15 14 4x5 = 3x5 = 3x6 11 3x6 II 4x5 = 0 17 5-70-14 0--11-6 I 10.00. 24-9 3.85-.77 36 441046 4-93-6-1-3014 I 8 4145-0.4 0. Plate Offsets (X Y)- f21:0-7-e Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.19 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT)-0.3618-19 >999 240 BCLL 0.0 ' Rep Stress lncr YES WE 0.93 Hoa(CT) 0.15 14 Na n/a BCDL 10.0 Code FSC2017/TPI2014 Mafi%-MS Wind(LL) 0.26 16-18 >999 240 Weight: 265 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-7 ob puffins. BOT CHORD 2x4 SP M 30 'Except* BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. - 4-22,11-14: 2x6 SP No.2 WEBS 1Row at midpt 4-20 WEBS 2x4 SP No.3 *Except* 11-16: 2x4 SP M 30 REACTIONS. All bearings 0-3-8 except Qt=length) 22=0-8-0, 14 0-7-10. (lb) - Max Horz 2=-399(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-568(LC 12). 22=-1400(LC 12), 14=-993(LC 12), 12=-337(LC 12) Max Grav All reactions 2501b or less atjoint(s) 12 except 2=335(LC 21), 22=1999(LC 1), 14=1545(LC 1) FORCES. (Ib) - Male. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1021581, 3-4=-789/1373, 4.6=-1414/944, 6-7=-1804/1205, 7-8=1803/1184, 8-10=-2567/1702,10-11=-2661/1764,11-12=-153/491 BOT CHORD 2-23- 550/50, 21-22=-1962/1540, 4-21=-1670/1171, 20-21=-1233/1020, 19-20=-420/1365, 18-19=-1167/2371,16-18=-1374/2442,15-16=-5261342,14-15=-1511/1036, 11.15=-1327/977,12-14=-403/264 WEBS 3-23=-247/276,21-23=-554/88,3-21=-1065/1383, 4.20=-1406/2453, 6-20=-661/511, 6-19=-58/479,7-19=516/996, B-19=-8481720, 8-18=-48/303, 10-16=-295/297, 11-16=-1672/2887 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -2-0-11 to 0-7-13, Intenor(1) 0-7-13 to 24-9-0, Exterior(2) 24-9-0 to 27-9-0, Interior(1) 27-9-0 to 51-6-11 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 568 lb uplift at joint 2,1400 lb uplift at joint 22, 993 Ib uplift at joint 14 and 337 lb uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 66M 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 �WARNNG-Verifyde.4gn Perametersand REAONOTES ON TN/SANOWCLUOEOMp REFERANCEPAGEM674Mn:v. 10=2015 BEFORE USE Design valid for use only with MnekSCOnnectors. This desgn 6 based only upon parametersshown antl 6 for on Individual Wilding component not a truss system. Before use, the building designer mustvedty the applicability of design parametersand properly Incorporate this design into the overall buildingdeagn. Racing Indicated Is to prevent Welding ofIndividual iweb and/or chord members only.. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erocnon and bracing of trusses and truss systemx weANSIMI1 CupIm11yy Criteria. D3549 and SCSI Building Component Safety lnfonnotiovallabie from Truss Plate Instil 218 N. Lee Street 6904 Parke East BNd. Tam F L33610 nri Suite 312 Alexandria, VA 22314. pa, Job Truss Truss Type Oty Ply T170fi5838 75895 AA ROOF SPECIAL 1 1 Job Reference o tional s vec a m 10 Ml I ex mousmes, Inc. woo maw I UV:l b:bc eul9 4.8 i 3 2 d1� Scale = 1:76.5 5x6 = 5.0b 12 7 25 26 3x4 3x4 6 8 3x4 4 -- 4a 3xe i 3x6 5 9 4 10 16 27 4x5 17 5l = 11 18 15 N 3x4 4xe axe w N 19 2.50 12 1 �+ 5%6 i N 3x6 - 21 3r a = 13 12 3%5 = 3x611 6x8.= 3%4 II 40-0 4r7-10 17-41 18-0-9 24,9l 31-6-8 38-40 38 0 43-8-0 Plate Offsets (X,Y)-- 12:0-0-2 Edgel LOADING goat) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.20 18-19 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.39 16-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB -0.77 Horz(CT) 0.15 12 Ida n/a BCDL 10.0 Code FBC2017/FPl2014 Matrix -MS Wind(L-) 0.30 18-19 >999 240 Weight: 2361b FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins, BOT CHORD 2x4 SP M 30 *Except' - except and verticals. 3-21,9-13: 2x6 SP No.2 GOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 3-19.9-15 3-19: 2x4 SP M 30 REACTIONS. All bearings 0-3-8 except (jt=length) 21=0-7-10, 13=0-8-0, 12=10echanical. (lb) - Max Harz 2=360(LC 11) Max Uplift All uplift 1001b or less atjoint(s) except 2- 237(LC 12), 21=-1120(LC 12), 13= 1128(LC 12), 12=-197(LC 10) Max Grav All reactions 2501b or less atjolnt(s) 2,12 except 21=1613(LC 1), 13=1678(LC 1) FORCES. (Ib) - Max. Comp./Mau. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-379/715, 3-5=-2816/1904, 5-6= 2774/1940, 6-7-203511486, 7-8= 2036/1483, 8-9=-1841/1311, 9-11=-65/289 BOT CHORD 2-21=-426/268, 20-21-1580/1159, 3-20=-1391/1099, 19-20-564/342, 18-19=-1705/2612, 16-18- 1591/2567,15-16=-1007/1679,14-15=-363/226,13-14=-1527/1083, 9-14=-1384/1050 WEBS 3-19=-2004/3067, 5-19=-322/346, 6-18=-15/290, 6-16=-800/676, 7-16=-731/1175, 8-16=-172/366,8-15=-524/455, 9-15-1192(1988 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 24-9-0. Exterior(2) 24-9-0 to 27-9-0, Interior(1) 27-9-0 to 43-6-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 part bottom chard live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 2, 1120 he uplift at joint 21, 1128 Ib uplift at joint 13 and 197 It, uplift at joint 12. Walter P. Finn PE No12819 kliTek USA, Inc. FL Cert 6BU 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Q WARNING -Vo`0deslyn Par4metersand REAONOTES ON 7Ma ANOINCLUDa MREKREFERANCEPAGEM&74laze✓. IGVJGOISBEFOREUSE valid for use only with Mnek® connectors. ihls design b based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must veray the applicability of design parameters and property Incorporate mth is design Into e overall building design. Bracing Indicated a to prevent bu lAlag of individual hum web and/or chord members only., Addironal temporary and permanent bracing 6 always required for stability and to prevent collapse with posvble personal lNury and property damage. For general guidance regarding me fobrlcallon, storage, delNery, erection and bracing of trusses and truss systems s reAshil 1 Qualify Cal DS549 and IICSI Buill Component Saf91y InfOmlatbmvosoble from Truss Plate InskMe, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Dal* Wek• 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r Oty Ply T77065839 75895 AB ROOF SPECIAL 1 1 Jab Reference (optional) 0,4UsUec beula MIIeKmauSMes,Inc. Wea Mavlbu9ab:byzu19 raae1 5.00 12 3x5 3x6 i 6 4 4x8 3 3x5 i 2 19 29 m 4x10 = 1 0 5xio = 2.50 12 22 21 45 = 3x5 = 3x6 II Scale = 1:86.1 Sx6 = 6 30 31 3x5 7 3x6 8 3x5 9 16 48 5X8 = 17 16 10 3x6 15 3x5 5x6 = 11 — If 614 13 4x5 = 3x6 II LOADING (psQ SPACING- 2-" CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ved(LL) -0.19 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.36 17-18 >999 240 BCLL 0.0 Rep Stress ]nor YES W B 0.94 HOR(CT) 0.15 13 n/a r✓a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(L-) 0.2615-17 >999 240 Weight: 261 lb FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 4-2-7 oc pudins. BOT CHORD 2x4 SP M 30 *Except' GOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. 3-21,10-13:2x6 SP NO.2 WEBS 1Row at midpt 3-19 WEBS 2x4 SP No.3 *Except• 10-15: 2x4 SP M 30 REACTIONS. All bearings 0-3-8 except Qt=length) 21=0-8-0, 13=0-7-10. (to) - Max Horz 1= 397(LC 10) Max Uplift All uplift 100 lb or less at joints) except 1=-375(LC 12), 21=-1421(LC 12), 13=-993(LC 12), 11=-337(LC 12) Max Grav All reactions 2501b or less at joinl(s)1, 11 except 21=2010(LC 1), 13=1545(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-121/617, 2-3=-811/1379, 3-5— 1412/937, 5-6=1803/1202, 6-7=-180211183, 7-9=-2566/1699,9-10=-2660/1764, 10-11= 153/491 BOT CHORD 1-22=-564/81, 20-21=-1977/1590, 3-20=-1668/1162, 19-20=-1237/1027, 18-19=-414/1363, 17-18=-1164/2370,15-17=-1371/2441,14-15=-526/342,13-14=-1511/1034, 10-14=-1326/976,11-13-403/264 WEBS 2-22=-248/276, 20-22=-570/124, 2-20-1103/1466, 3-19=-1415/2456, 5-19=-662/514, 5-18=-61/479, 6-18=-513/995, 7-18=-848!/21,7-17=-4a/303, 9-15=-295/297, 10-15=-1669/2886 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L-24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) 0-0-0 to 3-0-0, Intefior(1) 3-0-0 to 24-9-0. Extefior(2) 24-9-0 to 27-9-0, Interior(1) 27-9-0 to 51-6-11 zone; porch left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 1, 1421 lb uplift at joint 21, 993 lb uplift at joint 13 and 337 lb uplift at joint 11. Walter P. Finn PE No22839 NRek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Q WMNWG-VeN/yEeslgnPemmetersand READNOTES ON MWANDINCLUDEDUR KHEFEMNCEPAGEMIP74m.v.. ict,312015BEFOREUSE. Design valid for use only with MOedis connectors. this design is based only upon parameters shown and is for an individual building component not a truss system. Before use, the building designer must verify Me oppllcobUlly of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent bucking of Individual huss web end/or chord members only., Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal ln]ury and property damage. daage. For general guidance regarding the MiTek' fabrication. storage, delivery, erection and bracing of trusses and truss systems weANsVrpil QvaT CMrrda, DS549 and IICSI Building Component SalrrH Infarmalbrxrvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Aloxondda. VA 22314. 69N Parke East Blvd. Tempe, FL W610 Job Truss Truss Type Dry Ply T17065840 75895 B HIP 1 1 Job Reference (optional) maa, Inc., run rrcrce, FL 8.240 s Dec 6 2018 MiTek Inc. Wed Mav 15 09:15:59 2019 Scale: 1/4'=1' axe = 19 20 48 = 3x5 = 3x8 = I" 3x4 = 2.3 II 3x5 = Plate Offsets (X Y)-- [2:0.0-6 Edcel [5:0-5-4 0-2-01 [P0-0-2 0-0-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ved(LL) -0.11 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.22 12-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.54 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 9-18 >624 240 Weight: 120 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2--769/0-e-0, 9=1056/0-8-0, 7=248/0-3-8 Max Horz 2=-165(LC 10) Max Uplift 2=-597(1_0 12). 9=-739(LC 12), 7= 439(LC 12) Max Grav 2=769(LC 1), 9=1056(LC 1), 7=283(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1198/1074, 3-4=-901/799, 4-5=-792/811, 5-6— 358/407, 6-7=-32/311 BOT CHORD 2-12= 836/1140, 10-12=50/303 WEBS 3-12=-353/419, 5-12=-48B/589, 5-10=-4021383, 6-10=-367/715, 6-9=-917/719 Structure] wood sheathing directly applied or 6-0-0 oc pur ins. Rigid calling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCp]=0.18; MWFRS (directional) and C-C Exteror(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 9-0-0, Extedor(2) 9-0-0 to 13-2-15, Intedor(1)13-2-15 to 16-0-0. Extedor(2) 16-0-0 to 20-2-15, Interior(1) 20-2-15 to 27-0-11 zone; porch fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 2, 739 It, uplift at joint 9 and 439 lb uplift at Joint 7. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Job Truss Truss Type Oty Ply T17065841 75895 'B1 HIP 1 1 Job Reference o tional d noers I russ, Inc., Fort Piemn, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:00 2019 Page 1 ID:9t7aHXT6DUKu3t7xhuW EDOzB01a.3zk_7GmTskpyheuKl5PPekLLeagbSbr3YTUH2nzGIVT -2-0.0 5.9-14 11-0.0 14-0-0 18-B-0 1 -2 2 25-0-0 27-0-0 2.0.0 - 5944 - 5-2-2 3-0-0 4-B-0 -6- 5.9-14 2.0.0 4xB = 4x4 = 3x4 = 2x3 II JF. 3x4 = 3x8 = 2x3 II 3x5 = scale: 114-=1' LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.12 9-19 >612 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Ven(CT)-0.0713-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horl 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mafix-MS Weight: 127 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. GOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=766/0-8-0, 9=1065/0-8-0, 7=241/0-3-8 Max Horz 2=-195(LC 10) Max Uplift 2=-595(LC 12), 9= 748(LC 12), 7=-433(LC 12) Max Grav 2=766(LC 1), 9=1 065(LC 1). 7=286(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1209/959, 3-4=-683/644, 4-5=-426/499, 5-6=-502/499, 6-7=-43/314 BOT CHORD 2-13=719/1138, 11-13=-719/1138, 10-11=-263/620 WEBS 3-11=-582f510, 4-11=-222/338,4-10= 364/343, 6-10=-365/722, 6-9=-913/766 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24f ; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Inte lor(1) 0-7-13 to 11-0-0, Exteror(2) 11-0-0 to 18-2-15, Interior(1) 18-2-15 to 27-0-11 zone; porch right exposerl;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 lb uplift at joint 2, 748 lb uplift at joint 9 and 433lb uplift at joint 7. Walter P. Finn PE No32839 MTak USA Inc. FL Ced 6634 6904 Parke Fast Bind. Tampa FL 33610 Date: May 15,2019 ,&WARNING-Verlrydestgnpareme(ersendREAD NOTES ON MIS AND INCLUDEDUI KNEFENANCEPAGEMb74MJ v. fND1Q015BEFONE USE Design valid for use oNy Wn Mirek9connectors. This design b based omy upon porometersshown, and Is for an Individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parometers and proper y Incorporate this design Into the overall ��- building design. Bracing intlkated B to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me MiTek' fabrication. storage, delivery. erection and bracing of hunses and truss systems seeMSUlpir Qualtly CMe4o. Ds!-09 antl aCS16u1tlbp t:omppnmt Safety InlDanalbrgvolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandrlo. 69M Parka East Blvd. VA22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply T17065842 75895 B2 COMMON 2 1 �- -- Job Reference (optional) ••-- •••• •••• •- o.eavu vac a eura mueK mouslnes, Inc. wea May 1b uunb:ul za19 hand Scale=1:46.9 4x5 = 4 j$ 3x5 = oxr — oxo — 3x4 = 3.5 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]net YES Code FBC2Ol7/TPI2014 CSI. TC 0.29 BC 0.45 WI3 1.00 Matrix -MS OEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in .(too) I/dell L/d -0.13 10-13 >999 360 -0.2810-13 >803 240 0.02 8 n/a Na 0.14 8-16 >562 240 PLATES GRIP MT20 244/190 Weight: 114 lb FT=20% LUMBER- BRACING - TOP CHORD 21i4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur7ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - WEBS 20 SP No.3 REACTIONS. (lb/size) 2=779/0-8-0, 8=1015/0.8-0, 6=278/0-3-8 Max Horz 2=217(LC 11) Max Uplift 2=-593(LC 12), 8=-755(LC 12), 6=-427(LC 12) Max Grav 2=779(LC 1), 8=1015(LC 1), 6=301(LC 22) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11461841, 3-4=-857/643 BOT CHORD 2-10=-590/1153, 8-10=-120/545 WEBS 3-10=-420/478, 4-10=-264/603,4-8=-797/414,5-8=379/526 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15fC B=45h; L=24f ; eave=4D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 12-6-0, Extedor(2) 12-6-0 to 15-6-0, Interior(1) 15-6-0 to 27-0-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) This truss has been designedfor a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 593 lb uplift at joint 2, 755 lb uplift at joint 8 and 427 In uplift at joint 6. Walter P. Finn PE No.22839 MiTsk USA, Inc. FL Cad 66M 6904 Parke East EMd. Tampa FL 33810 Date: May 15,2019 O WARNING -Verity daelgapammetemaad READ NOTES ON TNLSAND INCLUDEDWEKREFERANCEPAGENbT4T3 rev. 104722015BEFOREUSE Dedgn valid for use only with Mae&connectors. This destgnb owed only upon parameters shown. and is for an lntlNiduci building component, not a truss system. Before use, the building designer must verity Me applicoblllty of design parameters and properly Incorporate this design Into the overall `.��(� �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal Injury and property damage. For canard guidance regarding Me WOW fabrication, storage. all erection and bracing of trusses and truss systems, seeANSVIPN 6luamy Criteria, DSB49 and SCSI Suldbp Component Safety informalbrwaiabie from Truss Plate Insill 218 N. Lee Street, Suite 312 Alexandria. VA 22314. 69N Parke East Bind. Tampa, FL 33610 Job Truss Type , Oly Ply ]7133 ]CMMONOT17065843_ 75B95 1 1 Job Reference o Tonal ,,.__, 1.—, , .,r —,w, " o.L4U s Uea 0 ZU1d MI I ex mausmee, Inc. wee May 15 U9:16:02 2019 d. Scale = 1:43.6 4x4 = 3x5 — 4zn — axo 3z4 = 3x4 = jd LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.30 Val -0.13 9-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.28 9-15 >802 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.02 7 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.17 7-12 >452 240 Weight: 111 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD- Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP Na.3 REACTIONS. (Ib/size) 6=148/0-3-8, 2=778/0-8-0, 7=1035/0-8-0 Max Horz 2=214(LC 11) Max Uplift 6= 206(LC 12). 2— 588(LC 12), 7=-80B(LC 12) Max Gray 6=171(LC 22), 2=778(LC 1), 7=1035(LC 1) FORCES. (lb) - Max.. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1144/823, 3-4=-855/623 BOT CHORD 2-9=-669/1134, 7-9= 179/526 WEBS 3-9=-420/482, 4-9=-257/603; 4-7=-788/399, 5-7=-3921539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -2-0-11 to 0-7-13, Interior(1) 0-7-13 to 12-64), Exterior(2) 12-6-0 to 15-6-0, Interior(i) 15-6-0 to 25-0-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument With anyother live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206lb uplift at joint 6, 588 Ito uplift at joint 2 and 808 Its uplift at joint 7. Wafter P. Finn PE No12839 MiTek USA, Inc. FL Ced 6634 69U Parke East Blvd. Tampa FL 33610 Date: May 15,2019 A WARNING -VerUy deslgdpsremerera.d READ NOTES ON TNLSAND WCLVDEDNITEKREFERANCEPAGEMIL7413 re¢ raaY101SBEFORE USE �■� DaSlgn valid for use only with MBek® connectors, ihls design Is based only upon parameters shown. and Is for an Individual building component, not a fiuss system. Before use, the curdling designer must verify me applicability of tleslgn parameters antl propetly Incorporate this tleslB^ Inb me overall isu"mg dasl9n. Bracing intlicated is to one buckllnB of lntllvitlual hussweb antl/or chard members only.. Atltlitlonal temporary and permananf bracing MiTek' 6 always required for sfod`"and to prevent colOpsewim posdble persondl lnlW and propedY tlamaBe. For Benerol guidance regarding the tomlCOXan, storage, delivery, erection and bracing of trusses and truss systems, saeANSI/RIt Coalflpyy Crtl�da, DSB-09 m1d SC31 Sultlbp GomponmF Sar.ty mformolbnavo6oble 69N Parke East Blvd. fiord Truss Plate Institute. 8,Lee Sneer Suite 312 Alexontlrio, VA 22314. Tampa, FL 33610 Job Truss Type OtyT17065844 ]B4 75895 COMMON 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MTek Industries, Inc. Wed May 15 09:16:03 2019 4A = Scale = 1:44.9 3x5 = J%9 — In— 3x4 = 6xB = 'Plate Offsets (XY)-- I2:0-0-6 Edger r7:0-3-8 0-3-01 LOADING (pelf SPACING- 2-0-0 C51. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.13 9-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.28 9-15 >801 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.11 7-9 >999 240 Weight: 111 Ito FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 - WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=728/0-a-0,7=1233/0-8-0 Max Horz 2=214(LC 11) Max Uplift 2=-565(LC 12), 7=-761(LC 12) Max Grav 2=731(LC 21), 7=1233(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-1048/642, 3-4=-807/473, 4-5=-849/500; 5-6=-1073/522 BOT CHORD 2-9=4913/1067, 7-9=-73/461, 6-7=412/1068 WEBS 3-9=-423/487, 4-9=-258/594, 4-7=-1009/1206, 5-7= 397/549 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Row at midpt 4-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secand gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=Aft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 12-6-0, Extedor(2) 12-6-0 to 15-6-0, Intedor(1) 15-6-0 to 25-0-0 zone; cantilever right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 5651b uplift at Joint 2 and 761 to uplift at joint 7. Walter P. Finn PE No.12639 MTek USA Inc. FL Cod 68U 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 �WARNWG- Veritydesignpans olersend REAONOTES ON TNISANDWCLUDEDM KREFERANCEPAGEMIN4]Jrev. 10=015 BEFORE USE Design volld for use only with MTek® connectors, this design Is based only upon parameters shown, and Is for an IndMdual buflding component, not a truss system. Before use, the building designer must verity the appliccUlty of design parameters and property Incorporate this design Into the overall bulldingdesign. Bracing indicated is to prevent buckling of Individual hussweb and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with posslbie personal Injury and property damage. For general guldonce regarding Me fobrication. storage. calvary, erection and bracing of trusses and muss systems seeANSViPII Qua, Cmedu, DS54t9 and SCSI Building Component Safety InfermatiorwaYable from Truss Hate Institute, 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. ��- MTek' 69N Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Diy Ply T17065845 75895 C Hip 1 1 Job Reference p tp ionai__ Uhambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:04 2019 Page 1 ID:9t?aHM6DUKu3t7xhuW EDOzB01a-yx_Ljyep_vyJOAGB56xULoaW 1 KCSQOSnff4SVBYzGIVP Scale = 1:39.3 US = 4.5 = c I6 3x5 3x4 = — — '3x4 = 4x5 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.31 'BC 0.41 WB 0.19 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl L/d -0.13 10-16 >999 360 -0.2810-16 >921 240 0.03 7 n/a Na -0.11 10-16 >999 240 PLATES GRIP MT20 244/190 Weight: 931b FT=20% LUMBER- SPACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or6-7-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=784/0-3-8, 2=905/0-8-0 Max Hoe 2=160(LC 11) Max Uplift 7=-482(LC 12), 2=-675(LC 12) 'FORCES. (Ib) -Max. Comp./Max Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1548/1354,3-4=-1227/1041,4-5=-1096/1033,5-6=-1223/1057,6-7=-1512/1284 BOT CHORD 2-10=-1202/1473, 8-10=-773/1107, 7-8=-1114/1359 WEBS 3-10=-411/472, 4-10=-117/313, 5-8=-138/287, 6-8= 349/447 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.OpsF h=15N; B=45f ; L=24N; eave=oft, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 9-0-0, Extedor(2) 9-0-0 to 17-0-6, Intedor(1) 17-0-6 to 21-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tomes &'MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 Be uplift at joint 7 and 675lb uplift at joint 2. Walter P. Finn PE Na12839 Mfirok USA, Inc. FL Cart 6636 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Q WARNING-Vedrydealgeparametenrand READNOTES ON MN ANDNCLUDEDMREKREFERANCEPAGEMX74YJmv. 1atkirs015BEFOREUSE Design valid for use only with MiTek® connectors. Phis design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Indvdual muss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the fabrication.storage, delivery. erection and bracing oftrusses We buss systems. seeAN3URlt Qua Cri DSB-89 and SCSI Building Component Safety Intennatbrywoaoble from Truss Plate Institute, 218 Sheet, 6904 Parke East BNd. Tampa, FL 33610 N. Lee Suite 312. Alexandria, VA 22314. Job Truss Truss Type „ Oty Ply T17065846 75695 C1 ROOFTRUSS 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:06 2019 4x4 = 5va - Scale = 1:39.7 3x4 = 5.8 MT1 BHS= 3x10 II 7x8 = 1-7-14 12-8-0 L 3-14 21-3-14 6-7-14 I 6.0.2 6-7-14 2.0.0 Plate Offsets (X,Y)- I5:0-3-8,0-2-81 18:Edae,0-4-41 I10:0-2-12 Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L-) -0.44 10-11 >582 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -0.8910-11 >287 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.96 Horz(CT) 0.02 8 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.6010-11 >421 240 Weight: 1151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* - 8-10:2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3*Except* 5-10,6-9: 2x4 SP M 30 REACTIONS. (lb/size) 8=974/0-3-8, 2=955/0-8-0 Max Hom 2-339(LC 11) Max Uplift 8= 331(LC 12), 2=628(LC 12) Max Grav 8=1203(LC 18), 2=990(LC 18) FORCES. (Ib) - Max. CompJMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1854/986, 3-4=-1771/1005, 4-5=-1344/710, 5-6= 1242/619, 7-8=-226/388 BOT CHORD 2-11=-1237/1765, 10-11=-747/1165, 9-10=-683/1295, 8-9=-679/1286 WEBS 3-11=-281/354, 4-11=-5271730, 4-10- 80/549, 5-10=-580/365, 6-8=-3051/1466, 6-9=-775/1913 Structural Wood sheathing directly applied or 5-0-10 oc puffins, except end verticals. Rigid ceiling directly applied or 2-2-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsb h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 10-10-0. Exterior(2) 10-10-0 to 12-8-0. Interior(1) 12-8-0 to 21-2-2 zone; cantilever left and right 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 3) 100.011d AC unit load placed on the top chord, 17-9-141Tom left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-6 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pso applied only to mom. 9-10 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 It, uplift at joint 8 and 628 lb uplift at joint 2. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. - Walter P. Finn PE No.22839 NTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 O WARNING- Ve11/ydesf9npa.m fereand READ NOTES ON THIS AND INCLUDED MREKNEFERANCEPAGEM14I471 rev. 1M3120156EFOFEUSE *�- Deslgn volld for use only with MBeM connectors. This design b owed only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcablllty of design parameters and property Incorporate this design Into the overall bullding design. Bracing hdicoted Bgo prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stoblllry antl to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fobrtcatlon. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/i911 Quplly CrBMo, DSB49 and BCSI Buldhg Component Sably b/onnalbnovoiloble ham Truss Rote InstlNte. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. f+'S�YO MiTek' 69o4 Parke East Blvd, Tampa, FL 33610 Job Truss Thus Type r qty Ply T77065847 75895 C2 ROOF TRUSS 1 1' Job Reference o tional • • • •=• r-, a.cru s ueu o zu is mil ea inausmes, mc. vvea may to ua: r o:ur Bu i e Seale =1:38.7 48 2x3 II 2x3 II 7x6 = 4 5 17 18 19 20 6 7 3x4= 2x3 II 3x4= 5x12 MT18HS= 10x10=3xi0 II LOADING (pst) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TIC0.67 BC 0.77 INS 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in floc) Well L/d -0.30 10-11 >858 360 -0.58 10-11 >438 240 0.02 a n/a n/a 0.4010-11 >635 240 PLATES MT20 Mi18HS Weight: 12516 GRIP 2441190 244/190 FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc pur ins, BOT CHORD 2x4 SP M 31 'Except' except end verticals. - 8-10: 2x6 SP 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP.No.3*Except* WEBS 1 Row at midpt 7-8 5-10,6-9: 2x4 SP M 30 REACTIONS. (Ib/size) 8=971/0-3-8,2=953/0-8-0 Max Hoe 2=377(LC 9) Max Uplift 8=-357(LC 9), 2=-628(LC 12) Max Gray 8=1204(LC 18). 2=995(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18091954,3-4=-1339/727, 4-5=-917/534, 5-6=-918/531, 6-7=-918/531, 7-8=-2196/1080 BOT CHORD 2-12= 1309/1726, 11-12=-1309/1726, 10-11=-896/1280, 9-10=-574/981 WEBS 3-11=-523/474,4-11=-542/792, 4-10=-689/727, 7-9=-1368/2690, 6-9=--779/528 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsfl h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2)-2-0-11 to 0-7-13, Intedar(1) 0-7-13 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Intedor(1) 15-2-15 to 21-2-2 zone; cantilever left and fight 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) 100.01b AC unit load placed on the top chord, 17-9-14 from left end, supported at two points, 3-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom 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). 4-5, 5-6 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 lb uplift at joint 8 and 628 lb uplift at joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3381D Date: May 15,2019 Q WARNING - Ved/ydeslgn Parame.,vand READ NOTES ON MIS AND /NCLUDEDMREr REFENANCEPAGEMS-7473rev. 10032VIS BEFORE USE �e�• Design valid for use onlywith Mffelsal connectors. This design 6 based only upon parameters shown, and Is for on Individual building component, not ife�Yr a truesystem. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of lndMducl press web and/or chord members only, Additional temporary and permonent braCing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems seeANSVIP11 Quality Cdi D55d9 and SCSI Belli Component 69N Parke East Blvd. Sabty Infamsalbnavoilable from Truss Plate Institute, 218 N. We Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I Ply T77065848 75895 C3 ROOF TRUSS 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:08 2019 Scale=1:39.4 5.00 12 4,' 4z5 = 3.4 56 17 18 19 20 7 8 3z4 = 2.3 11 5X8 MT18HS = 3x10 11 7x8 =, e-9-14 13.0-0 19-3.14 21-3.14 6-9-14 6-2-2 I 6.3-t4 2-0-0 Plate Offsets (X Y)-- [5:0-0-0 0.1-121 [5:0-3-0 0-2-41 (6:0-1-12 0-0-01 [9:Edge 0-4-8] [11:0-2-12 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl ucl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.43 11-12 >591 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(GT) -0.8611-12 >296 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.02 9 n1a DIG BCDL 10.0 Code FBC2017fTP12014 Matdx-MS Wind(LL) 0.6311-12 >406 240 Weight: 119 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 9-11: 2x6 SP 240OF 2.OE BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 7-10,6-11: 2x4 SP M 30 REACTIONS. (lb/size) 9=960/0-3-8, 2=944/0-8-0 Most Horz 2=440(LC 9) Max Uplift 9= 364(LC 9), 2=-631(LC 12) Max Grav 9=1209(LC 18), 2=990(LC18) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1830/927, 3-5=-982/526, 5-6=-851/546, 6-7=-855/544, B-9=-24PJ375 BOT CHORD 2-12=-1330/1756, 11-12=-1330/1756, 10-11= 610/928, 9-10=-606/919 WEBS 3-12=-80/367, 3-11=-921/788, 7-9=-2939/1656, 7-10=-1021/1970 Structural wood sheathing directly applied or 5-3-3 oc purins, except end verticals. Rigid ceiling directly applied or 5-2-12 oc bracing. 1 Row at midpt 7-9 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 13-0-0, Extedor(2) 13-0-0 to 17-2-15, Intedor(1) 17-2-15 to 21-2-2 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) 100.01b AC unit load placed on the top chord, 17-9-14 from left end, supported at two points, 3-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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 pal) on member(s). 5-6. 6-7 ' B) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to. room. 10-11 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 9 and 631 Ito uplift at joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East ENd. Tampa FL 33810 Dale: May 15,2019 ,&WARNING-Vanlydealptparametereand BEAD NOTES ON TNISAND INCLUDEDMREKBEFEBANCEPAGEARI rev. InIpUtOISBEFOREUSE Design valid for use only with MrIels3connectors. This design is based only upon parametersshown, and h for an Indlvitlual bullding component, not a hum system. Before use, the building designer must verify the opplicabeity of design parameters and properly Incarporate this desgn Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only, Additional temporary and permanent bracing Is always required for stabllity, and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the . fabrication, storage. delivery, erection and bracing of trusses and hum systems, seeANSVIPII Quo'CrBedo, DS&89 and SCSI BukdNp Component Safety Informatlorrovailobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. ��- pp D� 19 GIC 69" Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T17065849 FjobRPfPfPnfP 75895 C4 ROOFTRUSS 1 1 fantnnAh Chambers Truss, inc., ron rierce, FL 6Y4U a UCC 5 2U1 a MI I ek Industries, Inc. Wed May 15 09:15:u9 ZU19 Page r ID:g1?aHXT6DUKu3t7xhuW EDOzB01a-IinN?Lt7kVxgG143vU4W VeOpfDIN3ZuOcMAGtIzGI VK - 7.9-14 13-3-14 15.0.0 18-2-13 19-3-14 21-3-14 2-0-0 7.9-14 5-6-0 1-8-2-3-2-13 1 1-1-1 2-0.0 • 3x6 i Scale=1:42.5 5.00 12 2z3 11 Sz8 = 6 17 1e 7 e 2x3 II 5 3x6 16 3.4 i 4 3 2 _ dr 01 12 11 10 9 3" = 2x3 11 5x12 MT18HS = 10x10 =4x10 7-9-04 13-3-14 15-0-0 19-3-14 21-&14 7-9-14 5-6-0 1-8-2 4-3-14 2.0.0 Plate Offsets(XY)-- d6:0-4-20-0-011B:Edge0-1-121 f9£doe0,3-81 f10:0-3-80-5-01f11:0-6-00-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.51 11-12 >501 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ved(CT)-0.9811-12 >260 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.77 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matdx-MS Wind(L-) 0.7311-12 >347 240 Weight: 123 lb FT=20% LUMBER- 'BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc pudins, BOT CHORD 2x4 SP M 31 'Except/ except end verticals. 9-11- 2x6.SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP M 30 *Except* WEBS 1 Row at midpt 8.9 3-12,3-11: 2x4 SP No.3 REACTIONS. (Ib/size) 9=959/0-3-8, 2=944/0-8-0 Max Horz 2=504(LC 9) Max Uplift 9=-357(LC 9), 2=-629(LC'12) Max Gray 9=1225(LC 18), 2=991(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1774/876, 3-5=-887/474, 5-6=-739/499, 6-7=-751/519,7-8=-751/519, 8-9=-2538/1392 BOT CHORD 2-12=-1263/1715, 11-12= 1263/1715, 10-11=-580/835 WEBS 3-12=-151/421, 3-11= 10431799,8-10=-1708/2975,7-10=-731/567 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 15-0-0, Extenor(2) 15-0-0 to 19-5-10, Intedor(1) 19-5-10 to 21-2-2 zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.01b AC unit load placed on the top. chord, 17-9-14 from left end, supported at two points, 3-0-0 Span. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent 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 psf) on member(s): 5-6, 6-7 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psi) applied only to. room. 10-11 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 357 lb uplift at joint 9 and 629 lb uplift at Joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE NoI2839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: May 15,2019 AWARNING -Ve&ydeslgnparame]ersandREADNOTES ONMISANDINCLUDED MnEKREFEIaANCEPAGEMN-7473rev. 1003,2015SUOREUSE. Design valid for use only with MRekio connectors. IDls design Is bored only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Wildingdesign. Bracing Indicated is to prevent buckling of individualtrucsweband/or chord members only, Addiflonoltempororyondpe"cnentbrechg MiTek' a always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualIMMyy Cd fold. 038419 and SCSI 6ulding Component 6904 Parke East Blvd. Salary htlomtatbmvallable ham truss Plate InstihAe, 218 N. Lee Street Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type , Oty Ply T77065850 75895 C5 ROOF TRUSS 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:10 2019 Page 1 10:9t?aHXT6DUKu3t7xhuW EDOZBOla-muLmDhtlVo3XuBfFTCbl2d_3c6so_bXrOvpPCzGIVJ -2-0-0 61-3 11.6-10 17-0-0 21-3-14 2-0-0 64-3 5-5-6 S-5-fi 43-14 d 5x6 = 5 n0 R-9 3.4 = 21 8 22 5x10 II Scale =l:4B.9 4x4 = 14 3xd 3x4= 5xa MT1aH5= 5x1011 = 12x12 = 8-9-14 15-0-12 17-0.0 19.3.14 21-3-14 8-9-14 .. 17-1A 6-2-14' 1-11-4 -3-14 2-0-0 Plate Offsets (X Y)-- f2:01 le,ui ge LOADING (psQ SPACING. 2-0-0 CSI. DEFL. in (Joe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.39 12-13 >656 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.75 12-13 >341 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.93 Horz(CT) 0.02 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matadi Wind(LL) 0.54 12-13 >471 240 Weight: 1471b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc puffins, BOT CHORD 2x4 SP M 30 'Except* except end verticals. - 10-12:24 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-4-6 oc bracing. WEBS 2x4 SP No.3 'ExcepP WEBS 1 Row at midpt 9-10, 11-14 9-10,7-14,11-16,6-12: 2x4 SP M 30 JOINTS 1 Brace at Jt(s): 16 REACTIONS. (lb/size) 10=975/0-3-8, 2=945/0-8-0 Max Horz 2=567(LC 9) Max Uplift 10=-340(LC 12), 2=-625(LC 12) Max Gran, 10=1262(LC 18). 2=991(LC 18) FORCES. (Ib) - Max. Comp./Max Ten. -All tomes 250 (Ili or less except when shaven. TOP CHORD 2-3=-1776/898, 3-5=-1540/769, 5-6=-973/576, 6-7=-719/454,7-8=-867/1337, 8-9=-879/1395,10-14=-2228/1131 BOT CHORD 2-13=-1298/1751, 12-13=-822/1178, 11-12=-580/852 WEBS 3-13=-335/368, 5-13=-409/657, 5-12=1029/733, 7-15=-1977/1157, 15-16=-1312/974, 14-16=-1271/948,8-15=-817/612,9-15=-991/671,11-16=-981/729,11-14=-1539/2768, 6.12=-370/683 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15f ; B--45ft; L=24ft; eave=4N; Cat. II; Exp C; Encl., GCpi-0.18;.MWFRS (directional) and C-C Extehor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 17-0-0, Extedor(2) 17-0-0 to 21-2-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.01b AC unit load placed on the top chord, 17-9-14 from left end, supported at two points, 3-1-3 apart. 3) Provide adequate drainage to prevent Water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 pso on member(s). 6-7, 7-15, 15-16. 14-16 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 It, uplift at joint 10 and 625 Its uplift at joint 2. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Waller P. Finn PE No22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 Q WARNING - Verify Cecl9nsaeurefersend REAONOTES ON TNISANOwCLUOEDMmEKREFERANCEPAGEMIF14".. 1e1001,2015BEFORE USE Design valid for use orry with MITeM connectors. eels design Is based any upon parameters shown, and b for an individual building component, not a truss system, Before use. the building designer must verify the opplicability of design parameters and properly Incorporofe this design Into the overall bulldingdesign, BrocIngIndicated Istoprevent bUCWingofIndividual trussweband/or chord members only., Additional temporowand permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and puss systems, seeANSVWII Quality Criteria, DSB-89 and 801 Building Component SahN Nlormatbrnavoaoble from Truss Ro}e InstiMe, 2IS N. Lee Street. Suite 312. Alexohdrla. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 3361D Job Truss Truss Type Oly Ply T17065851 75895 D HIP 2 1 Job Reference (optional) _ Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Inc. Wed May 15 09:16:11 2019 Scale=1:46.5 46 = 18 19 4x8 = 3x5 4 3x9 = 3x6 = 3x4 = 3x5 Q Plate Offsets (X Y)-- 12:0-3-0 0-1-81 f5:0-5-4 0-2-01 17:0-3-0 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(L-) -0.13 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.28 9-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.05 7 n1a n/a BCDL 10.0 'Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.11 9-11 >999 240 Weight: 116 lb FT=20% LUMBER- _ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1011/0-3-8,7=1011/0-3-8 Max Harz 2= 155(LC 10) Max Uplift 2= 790(LC 12), 7=-790(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250111 or less except when shown., TOP CHORD 2-3=-1812/1634, 3-4= 151411337, 4.5=-1366/1319, 5-6=-1514/1337, 6-7=-1812/1633 BOT CHORD 2-11= 1342/1651, 9-11=-975/1366, 7-9=-1381/1651 WEBS 3-11=-363/450, 4-11=-102/364, 5-9=-140/364, 6-9=-363/449 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45f1; L=24ft; eave=oft; Cat. 11; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Intedor(1) 0-7-13 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(l) 13-2-15 to 15-4-0. Extenor(2) 15-4-0 to 19-8-6. Intedor(1) 19-8-6 to 26-4-11 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This Imss has been designed fora live load of 20.0ps1 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 tmss to bearing plate capable of withstanding 790 lb uplift at joint 2 and 790 lb uplift at joint 7. Walter P. Finn PE No.22839 NTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Q WARNING -Veutydesign Parametemend READ NOTES ON TFI SAND INCLUDED MREKREFERANCEPAGEM674T3 rev. MAX3I7015 BEFORE USE Design valid for use only with MBek® connectors. This design 6 based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, ire building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. seeANSVWII Cua18v CIfr.M; DSB89 and SCSI Soltlhp Camponeent 6904 Page East Blvd. Safety Infermatlonarvallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply 75895 D1 HIP 1 1 Job Reference (optional)T17065852 Unambers I mss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wee May 15 09:16:12 2019 a 4x5 = 45 = 4 5 3x4 = 2x3 II 3.6 = 3x4 = 3x4 = 2x3 It 3x4 = Scale = 1:46.5 LOADING (psp TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.33 BC 0.29 WE .0.40 Matrix -MS DEFL. in Vert(LL) -0.08 Vert(CT) -0.15 Horz(CT) 0.05 Wind(LL) 0.10 (loc) Udefl Ud 9-10 >999 360 9-10 >999 240 7 n/a n/a 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 1181b FT=20% LUMBER- BRACING- - TOP CHORD 2i4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 5-3-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-7 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1011/0-3-8, 7=1011/0-3-8 Max Horz 2=185(LC 11) Max Uplift 2= 790(LC 12), 7=-790(LC 12) FORCES. (lb) - Max.. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1827/1480,3-4=-1302/1142,4-5=-1154/1121,5-6=-1302/1142,6-7=-1827/1479 BOT CHORD 2G3=-1189/1642, 11-13=-1189/1642, 10-11= 716/1154, 9-10=-1229/1642, 7-9=-1229/1642 WEBS 3-11=-588/571, 4-11=-214/309; 5-10=-214/309, 6-10=-588/570 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 11-1-11, Extenor(2) 11-1-11 to 17-5-4, Intedor(1) 17-5-4 to 26-4-11 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) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 lb uplift at joint 2 and 7901b uplift at joint 7. Walter P. Finn PE NoI2639 MTek USA, Inc. FL Cart 6614 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Job Truss Truss Type 1 Ory Ply T17065853 75895 E Roof Special 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:13 2019 klfE Ree 4x4 = Scale = 1:23.2 4,66 = 5 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) -0.21 6 >730 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ven(CT) -0.39 6 >399 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Hoii 0.31 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.24 6 >650 240 Weight: 50 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 5-4-10 oc puffins. BOT CHORD 2x4 SP M 30 GOT CHORD - Rigid ceiling directly applied or 7-1-14 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. Al bearings 0-1-8 (Ib)- Max Horz 1=97(LC 11) Max Uplift All uplift 100 Ile or less at joint(s) except 3=-307(LC 12), 1=-280(LC 12) Max Grev All reactions 250111 or less at joint(s) except 3=536(LC 1), 3=536(LC 1), 1=489(LC 1), 1=489(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 1-2=-1465/1162, 2-3=-1475/1148 BOT CHORD 1-7=-908/1277, 6-7=-970/1366, 4-6=-963/1358, 3-4=-908/1277 WEBS 2-6=-614/952 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; B=451t; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-8, Exterior(2) 66-8 to 9-6-8, Intedor(1) 9-6-8 to 13-1-0 zone; cantilever left and right 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 3, 1, 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307111 uplift at joint 3 and 2801b uplift at joint 1. Walter P. Finn PE No.22839 li USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 ,&WARNING- Ventytleslgripaiamefarsend READNOTES ON MIS AND INCLUDED MREKREFERANCEPAGEM67413rev. 10�03rz015 BEFORE USE �■� Design void for use only with MBekits connectors. Ihls design Is based only upon parameters shown, and Is for an individual building component. not a huts system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate tr,6 design Into Me overall buiidingdesign. Bracing Indicated is to prevent buckling of Individual trussweb and/or hard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent coliopse with possible personal injury and property damage. For general guidance regarding the fobricalion. storage. delivery, erection and bracing of trusses and truss systems, seeAlas iPll Guolyy Cii DSB-89 and BC918ueding Component Safety INarmalbmvoilable from Truss Plate Insnture, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. - 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type Of Ply T17065854 IJob 75895 FGEA Floor Supported Gable 1 1 Job Reference (optional) wwnuers I runs, inc., Ion name, I1- B.24U 5 UDC B 201a Mi I ek IndUStneS, Inc. Wed May 15 U9:1 B:15 2U19 Valle 1 ID:gaa9iKgsbEbomXBgyGH W TBzsd2-7sBfG PxuKLhq_yXCFIAvAvTzTdODTT?H_Ida4PzGI VE 1 2x3 II 2 2x311 3 2.3 II Scale = 1:7.8 6 5 4 2,6 II 2x3 II 2.3 II Plate Offsets (X Y)-- :13:0-1-e Edge? f4:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Utleft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Ved(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ved(CT) n1a - rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hom(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 10lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 2-1-10 be pudins, BOT CHORD 2x4 SP M 30(flat) - except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 Sic No.3(flat) REACTIONS. (lb/size) 6=65/2-1-10, 4=32/2-1-10, 5=124/2-1-10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Gable requires Continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).. 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 on and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634, 6904 Parke East Blvd. Tampa FL 33010 Date: May 15,2019 O WARNING- Verify design parome(ers and READ NOTES ON THIS AND INCLUDED MITI REFERANCE PAGE M674Td rev. ibD.Y20f6 BEFORE USE. Design valid for use only with MRek® connectors. IDB design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is olways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVWII poo88iyy. Criteria, PS349 and SCSI Building Component Safety Infoenotbnavoiiabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. M!Tek* 6904 Palle East Blvd. Tampa, FL a3610 Job Truss Thus Type , Oty Ply T17065855 75B95 FLA Floor 1 1 Job Reference (optional) d.zrus sec 0IVI0mrrex mausmes, Inc. wild may It, us; to: i o zu ra rage ID:gaa9jKgsbEbomXBgyGHWTBnd2.b2ilTkyW 4eghc66PpSi9H6?_91 GwCh?ODyMBdrzGIVD 0.1-B H H2.6.0 1-5.2 2-0-0 2-1-10 O 4- 4 0-UrT.8 acel= 1:36.9 4x12 = 3.6 = 3x6 = 3x6. Fp= 4x12 = 3x6 = 1 2 3 4 5 6 76 9 10 11 12 23mI9 6x8 =: 3x6 FP= 4x6 II 3x6 II 5x10 = 3x6 FP = 5x10 = 6xa = 3.4 SP= 6x10 = LOADING (Pat) SPACING- 2-0-0 CS1. DEFL. in floc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.45 18-20 >494 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.62 18-20 >362 360 BCLL 0.0 - Rep Stress [nor YES WB 0.94 Ho¢(CT) 0.03 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Mai Weight: 1361b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc pudins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. REACTIONS. (lb/size) 21=1001/0-7-4, 14=138810-8-0 Max GTav 21=1021(LC 3); 14=1388(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2,3=-4636/0, 3-4=-4636/0, 4-5=-5644/0, 5-6=-5644/0, 6-7=-4479/0, 7-9=-4479/0, 9-10=-1/546, 10-11=-1/546 BOT CHORD 20-21=0/3013, 18-20=0/5557, 17-18=0/5644,16-17=0/5644,.14-16=0/2656, 13-14=-326/0 WEBS 2-21=-3118/0, 9-14=-2845/0, 2-20=0/1705, 9-16=011971, 4-20= 966/0, 4-18=-301/547, 11-13=0/336, 11-14=-445175, 6-17=-74/324, 6-16= 1607/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x3 MT20 unless otherwise indicated. 3) The Fabrication Tolerance at joint 19 =11% 4) Required 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 31') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Walter P. Finn PE No.22839 NiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: May 15,2019 O WARNWG-Verifydealghpareibeferland RE D NOTES ON TNISANDWCLUDEDMmEKREFERANCEPAGEMIP74M., 10031015BEFORE USE Design valid for use only with Weld, connectors. This design a based only upon parameters shovm, ants for an individual building component not a fuss system. Before use, the building designer must verify me appllcobiltiy of design parameters and properly Incorporate this design Into me overall buildingdesign. Bracing Indicated Is to prevent buckling ofindividual pan web and/or chord members only.. Addlionaltemporaryondpermonentbracing Is always required for stability and to prevent collopse with poscale personal lnlury and property damage. For general guidance regarding me storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII CuaIMyDSB49 and SCSI Building Component safety lnformationovallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandtla, VA 22314. MiTek' fi904 Parke East Blvd.fabrication pa, FL 33610 Tampa, Job Truss Truss Type ri pry ply T77065856 7 BB95 FLB Floor 11 1 Job Reference (optional) "•••`••••'_ � • ••^'�...... � _ �• a.29U s uec a Curia Mi lex Inatennes, Inc. wea May lb U9nb:ib 2u19 Page 1 ID:gaa9jKgsbEbomXBgyGHWTBn62-b2ilTkyW 4eghc66PpSi9H6?6U1 MLCVFODyMsdmGIVD 1-10-10 1 3.4 = 2 2x3 11 Scale = 1:7.8 4 2x3 II 91 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 4 "" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 H0rz(CT) 0.00 3 n1a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 12lb FT=20%F, IME LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 2-1-10 do purlins, BOT CHORD 20 SP M 30(flat) - except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=111/Mechanical, 3=111/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Walter P. Finn PE No22839 MTek USA, Inc. FL Cod 66U 6904 Parka East Blvd. Tampa FL 33610 Date: May 15,2019 QWARNNG-Verify Eeslgdparemetersand READ NOTES ON MIS AND INCLUDED MmEKREFENANCEPA0EMII-7473rev. 11ADSAV15BEFORE USE. valid for use only with MBaM connectors. IDIs design a based only upon parameters shown, and Is for an Individual building component, not Let 0 areas system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent bucIdIng of individual truss web and/or chord members only.. Additional temporary and permanent bracing p�I MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSU1Pl1 GualBy Cdteda, DSB49 and BCSI Building Component Safely Informations from Tem Plate Beat Perte East BNd. ailoble Institute. 218 N. Lee Street, Sulfa 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type , Oty Ply F75895 T17065857 FLC Floor 3 1 Job Reference o tional 0.1.8 26-0 H 1 62s UBC b 2Ula MI I eK Industries, Inc. Wed May 15 U9:16:1] 2019 Page 1. ID:gaa9)KgsbEbomXBgyGH W TBmH2.3EGPh4z8ryyY0 FhbNADOgKY9PRYGx8dZWh9lzGI VC _ 1-5-2 2-0-0 1-9-0 OF 9-61 0-��1Ir8 Seale = 1:36.9 4x10 = 3x6 = 3x5 = 3x6 FP= 4x12 = 3x6 = 1 2 3 4 5 6 7 B 9 10 11 12 0 23. o- x� f 6 6x8= 3x6 FP= 4n6 II 3x6 II 6x1D = 3x6 FP= 5x10 = 6.8 = 2.3 SP= 6x10 = Plate Offsets (X Y)-- f2:0-3-12 Edael 15:0-1-8 Edggj 16y-1-8 Edgel 112:0-1-8 Edael 114:0-4-4 Edael 11T0-3-0 0-Ml 118:0-3-0 Edael 122:0-1-8 0-0-81 123:0-1-8 0 0-81 LOADING (pso SPACING- 2-0-0 CSI. DEPL. in floc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.67 VerI(LL) -0.44 18-20 >495 480 MT20 244/190 TCDL '10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.6018-20 >363 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Hom(CT) 0.04 14 n/a Na BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 136 Ib FT=20%F, 115BE LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc puffins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No-3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. REACTIONS. (Ib/size) 21=972I0-7-4, 14=1418/0-3-8 Max Grav 21=997(LC 3), 14=1418(LC 1) FORCES. (Ila) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4506/0, 3-4=-4506/0, 4-5=-5363/0, 5-6=-5363ro, 6-7=-4312/0, 7.9=-431210, 9-10=01718, 10-11=0/718 BOT CHORD 20-21=0/2940, 18-20=0/5335, 17-18=0/5363, 16-17=0/5363, 14-16=0/2556, 13-14=-350/0 WEBS 2-21=-3043/0, 9-14= 2826/0, 2-20=0/1644, 9-16=0/1919, 4-20=870/0, 6-16=-1530/0, 4-18=-355/490, 11-13-0/361, 11-14=-509/3, 6-17=-49/368 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x3 MY20 unless otherwise indicated. , 3) The Fabrication Tolerance at joint 19 =11 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other mews. 5) CAUTION, Do not erect truss backwards. Waller P. Finn PE No.22839 I iTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 15,2019 O WARNING- Wdrydesl9nyarOmerersancl NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMIF74Ta rev. 14TasVISBEFOREUSE. Design valid for use only with MRek® connectors. This design k based only upon parameters shown. and is for an Individual building component, not �� a muss system. Before use: the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonol temporary and permanent bracing MiTek- isalwaysrequiredfor stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage. delivery. erection and bracing of musses and truss systems, seeANSVTPll Quality Cmieft DSB49 and BCSI BuldhD Component 6904 Parke Easi Blvd. Sably Informalbrpvailable from Buss Plate Institute, 218 N. Lee Sheet, Suite 372. Alexonbrlo. VA 22314. Tampa, FL 33510 Truss Type City Ply �FLD T77065858 ;75895 Floor 5 1 Jab Reference o tional 0-1-8 2.6.0 H 2.3 II 2x3 17 410 = 2 d.z4u s Ueo a 2U1 is MI eK mdUSmes, Inc. Wed May 15 09:16:19 2019• Page 1. ID:gaa9jKgsbEbomXBgyGHWTBzsd2-OdO96m_ONZCGT2:_UbFsvldZOFFrP4fsvwboDAzGIVA Ora- 2-0-0 10F3-$ 0-�1r8 Scale=1:31.5 2x3 11 2x3 II 4xlO = 4x10 = 2x3 I 4x10 = 2x3 = 3_ _ 4 _5_ _.6- 7 _ _ 8 - -- _9— - - 10 6x8 = Salo = 3x6 II 3,15 II 6x10 = 6x8 = .LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grid DOL 1.00 TIC 0.45 Ve art -0.41 13-14 >530 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.54 VerI(CT)-0.5713-14 >385 360 BCLL 0.0 Rep Stress Incr YES WE 0.82 Horz(CT) 0.03 11 Na Na BCDL 5.0 Code FBC2017frP12014 Matrix-S Weight: 1141b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims, BOT CHORD 2x4 SP M 30(flat) - except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or. 10-0-0 oc bracing. REACTIONS. (lb/size) 16=1000/0-3-8, 11=1000/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4494/0, 3-4=-4494/0, 4-5=-5466/0, 5-6=-5466/0, 6-7=-5466/0, 7-8=-4494/0, 8-9=-449410 BOT CHORD 15-16=0/2933, 14-15=0/5431, 13-14=0/5466, 12-13=0/5431, 11-12=0/2933 WEBS 5-14=-393/160, 6-13=-392/160, 2-16= 3035/0, 2-15=0/1639, 4-15=-1109/0, 4-14=-283/583, 9-11= 3035/0, 9-12=0/1639, 7-12=-1108/0, 7-13=-283/583 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dater May 15,2019 Q WARNING- Veriyde.U9nparamefNsmrd READ NOTES ON TN/SANDWCLUDWM"KREFERANOEPAGEM674mJ . 1aN32015BEFOREUSE gn valid for use only with MBeM connectors. This design a bused only upon parameters shown and Is for on Individual building component, not sotOe, a tma System. Before use, the building designer must verify the applicability of design parameters and properly Incommode this design Into the overall buong design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for slobilify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrpI1 Qua'INyCMrrdo, DS9419 and ICSI Building Component ms Safoly Infoationavoilable from ins Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. 69M Parke East BNd. VA 22314. Tampa, FL 33610 Job Truss Truss Type x Oty Ply T77065859 75895 FLE Floor 2 1 tio Job Reference o nal 0.1-8 H 1 2-6-0 4x10 = 2 a.Z4Us Use 0[Ul 8 MD eK Industries, Inc. Wed May 15 09:16:19 2019 Pagel ID:gaa9jKgsbEbomXBgyGHWTBud2.OdO96m_ONZCGTZr UbFsvfdZOFFrP4fsvwboDAzGIVA 0r(5 2-0-0ors 018 Scale =1:31.5 2x3 II 2x3 II Uri) = 4x10 = 2x3 II 4xIO = 2x3 = 3. 4 5 6. T 8 9 10 6X8 = 6x10 = 3x6 II 3.6 II 6x10 = 6x8 = I p-'-G 9.3-5 10-3-5 I to-fi-10 Plate Offsets (X Y)-- 12:0-3-12 Edael r5.0-4-13 Edge] 15:0-0-12 0-0-01 16:0-4-13 Edger 16:0-0 12 0 0 01 19:0 3 12 Edge] (10:0 1 8 Edael 117 0 1-8 0 0 81 11 B 0 1 8 0 0 el LOADING (psf) SPACING- 2-01 CSI. DEFL, in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.41 13-14 >530 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 .BC 0.54 Vert(CT) -0.57 13-14 >385 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.03 11 Na Na BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 114 to FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(flat) - except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=100010-3-8, 11=100010-3-8 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 4494/0, 3-4=4494/0, 4-5=-5466/0, 5.6=5466/0, 6-7=-5466/0, 7-8=-4494/0, e-9=-4494/0 BOT CHORD 15-16=0/2933, 14-15=0/5430, 13-14=0/5466, 12-13=0/5430, 11-12=0/2933 WEBS 5-14=-0931160, 6-13=-392H60, 2-16=-3035/0, 2-15=0/1639, 4-15-1109/0, 4-14=-283/583, 9-11= 3D35/0, 9-12=0/1639, 7-12=-1108/0,7-13=-283/583 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3°) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Walter P. Finn PE No12939 NiTek USA, Inc. FL Ced 6634 69U Parke East Blvd. Tampa FL 33010 Date: May 15,2019 QWARNWG-Vedfyde9SnPaiemerersend READNOTESONTNLSANDMCLUDEOMWEKREFERANCEPAGEMIP74M.r .lpD.Y1015BEFOREUSE. Design valid for use only vnth MBaIkD connectors. This tlesign Is based only upon parameters shown and Is for on Individual building component, not �� Nil' 0 Truss system. Before use, the building dedgner must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling desgn. Brocing lndlcoted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and muss systems. seeANS9Rl1 Quoltly Criteria, DSB49 and SCSI Building Component 5abry Inlormatbmvolloble raom Truss Plate Insfltute. 218 N. Lee Street Suae 31Z Mexondrla, VA 22314. 690,1 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type , OIY ply T17065860 75895 GEE Roof Special Structural Gable 1 1 „�__�__ r_ _ Job Reference o tional .4 P,.,w• �L 6.24U s Vec 6 2018 Mi rex mdustdes, Inc. Wed, May 15 09:16:21 2019 I 4x5 = 3x6 = 4x5 = 11 19 3x6 = Scale=1:23.3 6e-6 a7-12 2 8 ase 6Fe ea9 1069 Is" 1zdE 1z 4 o-1-1z 1-to-o z-0O zoo z-0-0 zU0 1-1a-0 12 OAl2 o-nz LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) 'do" L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.20 14 -793 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.37 14 >429 240 BCLL 0.0 Rep Stress [nor YES WB 0.14 Horz(CT) 0.28 8 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(L-) 0.2214-15 >729 240 Weight: 541b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-8-8 oc bracing. WEBS 2x4 SP M30 - REACTIONS. Allbeadngs0-1-8. (lb) - Max Ho¢ 2=-106(LC 10) Max Uplift All uplift 100 Ito or less at joint(s) except 2= 322(LC 12), 8=-358(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=514(LC 1), 2=514(LC 1), 8=571(LC 1), 8=571(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1292/959, 3-4=.1351/1060, 4-5=-1305/1083, 5-6=-1315/1072, 6-7=-1365/1035, 7-8=-1298/933 BOT CHORD 2-17=-803/1184,16-17=-766/1149, 15-16=-859/1263, 14-15= 873/1278, 13-14=-872/1267, 12-13=-846/1256,10-12=-75111132, 8.10=-803/1184 WEBS 5-14=-663/933, 3-16=-256/245, 7-12-281/255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=45ft; L=240; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -0-6-11 to 2-6-8, Intertor(1) 2-6-8 to 6-6-8, Extedor(2) 63-8 to 9-0-8. Intedor(1) 9-6-8 to 13-7-11 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 gdp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 2, 8, 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322lb uplift at joint 2 and 3581b uplift at joint 8. Walter P. Finn PE No22639 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: May 15,2019 Job Truss Truss Type 1 Oty Ply T17065861 75695 GFA Floor Girder 1 1 Job Reference (optional) '•-•••••••••• ••••�� •••••' •�^••�••-�e.zaus Use b zui u MI I eK Innuaine6, Inc. Wen May 15 uun U:232019 raga1 ID:gaa9j KgsbEbomXBgyGH W TBnd2.uOdgx82vRoihxABljRKo3bo0XsacLtbSgYZ7Mx2G I V6 0-1.B H 2��. �fi 1' 2-6-0 1.4.9 1-4-13 -�1r6 kale = 1:36.9 Special Special Special Special 5,04 = Special 4x12 = Special Special 3x8 = Special 3x5 = .Special 3x6 FP= Special 3x5 = Special 1 28 2 29 3 30 4 5 6 31 7 32 8 9 33 10 3411 35 12 21W1b 6x8 = 3x6 II 3x6 FP= 3.6 II 5x6 II 3x6 II 5x10 = 3.6 II 5x10 = 3x6 It 6x8 = 3.4 SP= 3x6 FP= 600 = 204 9 2.9-0 53e 7-IDa 104-e In? n118-1e8 I I 12 18- 1i 22-1.2 x-nn o.an I I I I ._ Plate Offsets (X Y)— f5:0-1-8 Edge] f6'0.1-8 Edqel f 12'0-1-8 Edgel (15'0-3G 2 Edgel f 18'0 3 12 Edgel f19'0 3 0 0 0-01 [20 0 3 0 Edge] f26 0 1 8 0 0 81 [27 O 1 8 0 0 8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Mail Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.43 20-21 >517 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) -0.6220-21 >362 360 BCLL 0.0 Rep Stress [nor NO WB 0.88 Horz(CT) 0.04 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 1411b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD BOT CHORD 2x4SP M 30(flat) WEBS 2x4 SP No.3(8at)'Except' BOT CHORD 9-18:2x4 SP:M 30(flat) REACTIONS. (Ib/size) 25=1039/0-7-4, 15=1497/0-8-0 Max Grav 25=1046(LC 3), 15=1497(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-3=-4678/0, 3-4=-4678/0, 4-5=-5665/0, 5.6= 5665/0, 6-7=-4447/0, 7-9=-4447/0, 9-10=01615, 10-11=01615 BOT CHORD 24-25=0/2913, 23-24=0/2909, 21-23=0/5788, 20-21=0/5788, 19-20=0/5665, 18-19=0/5665, 16-18=0/2411, 15-16=0/2411 WEBS 2-25=-301PJ0, 9-15=-2974/0, 2-23=0/1856, 9-18=0/2164, 7-18=-277/0, 4-23=-1165/0, 6-18=-1369/0, 4-20= 398/178, 6-19=0/253, 11-15=-458/0 Structural wood sheathing directly applied or 5-9-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 14-15,13-14. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x3 MT20 unless otherwise Indicated. 3) The Fabrication Tolerance at joint 22=11 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 Ib down at 2-1-12, 91 Ito down at 4-1-12, 91 Ib down at 6-1-12, 91 Ib down at 8-1-12, 91 Iq down at 10-1-12, 91 Ito down at 12-1-12, 91 Ito down at 14-1-12, 91 lb do= at 16-1-12, 86lb down at 18-0-12, and 91 Ib down at 20-0-12, and 971la down at 21-6-4 on top chord. The designtselection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 13-25=-10, 1-12=-100 Concentrated Loads (lb) - Vert: 8=-11(B) 4=-11(B) 5— 11(B) 28=-11(B) 29=-11(B) 30=11(B) 31=-11(B) 32-11(B) 33=-11(B) 34=-11(B) 35=-41(B) Walter P. Finn PE No12839 Mi rek USA Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 Job Truss Truss Type , OtY Ply 717065862 75895 GR1 ROOF TRUSS 1 1 Job Reference (optional) au nerce, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:25 2019 Page 1 1D;gt7aHXT6DUKu3t7)MuW EDOzB01a.gnlRMp39zPyPBUl7nMG9OtVFfHOpoyllr26RgzGIV4 21a14 -2Da 5-0e 10-0-0 13314 teoo 1 314 20-0 SLB d-YB 30.1d Is 0 4 200 Scale = 1:57.4 16 3x5 = 3x6 = 3x4 = 5.00 12 g 9 10 17 3x4 = 2C1 II 4x8 = 5x6 = 3x10 11 7xB = SNP3 21-a14 13-314 0 19314 b0 1s-O0. . zoS Plate Offsets (X Y)-- (8:0-3-0 0-2-41 if I:Edoe 0-4-01 113 0-2-8 0-1-121 116.0-5-0 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.27 13-14 >951 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(CT) -0.5113-14 >501 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Hom(CT) 0.03 11 Na ril BCDL 10.0 Code FBC2017/TP12014 Matnx-MS Wind(LL) 0.3813-14 >662 240 Weight: 151 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 11-13: 2x6 SP 240OF 2.0E GOT CHORD WEBS 2x4 SP No.3•Except• WEBS 6-13,12-16,7-17: 2x4 SP M 30 JOINTS REACTIONS. (lb/size) 11=963/0-3-8, 2=1142f0-8-0 'Max Horz 2=631(LC 5) Max Uplift 11=-483(LC 8), 2=-801(LC 8) Max Grav 11=1298(LC 26), 2=1257(LC 26) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2476/1227, 3-4=-1672/837, 4-6= 1801/1001, 6-7=-777/439, 7-8=-669/1301, B-9=-593/1213, 9-10=617/1249, 11-17=749/1499, 10-17=-754/1456 BOT CHORD 2-15=-122512415. 14-15=-122512415, 13-14=-467/984, 12-13=-463/988, 11-12=-459/960 WEBS 3-15=-46/425,3-14=-836/524,4-14=-537/400,11-16=-3511/1448,12-16=-31211172, 7-16=-2105/1187,16-17=-361/362, 6-14=-831/1365, 9-16= 641/439,10-16=-18251956 Structural wood sheathing directly applied or 4-1-8 oc puffins, except end verticals. Rigid ceiling directly applied or 6-7-10 oc bracing. 1 Row at midpt 10-11,11-16 1 Bruce at Jt(s): 16 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 3=45ft; L=24ft; eave=oft; 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 gdp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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) Ceiling dead load (5.0 psf) on member(s). 6-7, 7-16, 16-17 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room.12-13 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4831b uplift at joint 11 and 801 lb uplift atjoint2. 8) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder 8 6-8d x 1-1/2 hails Into Truss) or equivalent at 5-4-8 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines. 11) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted.. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 13) 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 Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6BU 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 15.2019 Q WARNING- Vedrydesign Ireamelersand READ NOTES ON THIS AND INCLUDED 11IREKHEFEBANCEPAGEM11-7473 ney 10I1,2015BEFOBEUSE. Design valid for use ody, with Mne'e® connectors. INS design Is based only upon parameters shown, and is for an Individual building component, not a muss system. Before use, Me building designer must verify the appilcablllty Of design parameters and property Incorporate Mis design Into the overall building design. Bracing Indicated is to prevent buckling of lndivldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabalty and to prevent collapse wih possible personot hjury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and muss systems. seeANSVIPR Quality Cmedn, DS549 and SCSI Building Component Safety Infoenationevollable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. 69M Parke East Blvd. Tampa, FL VA 22314. 33610 Job Truss Truss Type Div Ply T77065862 75895 GR1 ROOF TRUSS 1 1 Job Reference (optional) on Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:25 2019 Page 2 ID:91yaHXT6DUKu3t7AUW EDOzBOla-gNRMp39zPyPBU17uMG9OtVFfHOpoy1126RgzGIV4 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6_ 54. 6-7=-64, 7-8=54, 8-10=-54,13-18=-20, 12-13=-30, 11-12=-20; 7-17= 10 Concentrated Loads (lb) Vert:3=-101(B) 15=-184(B) Q WANNWG-Vedtydaas.P..afersand6EADNOTES ON MSANDWCLUDMMmEKBEFEBANCEPAGEMx7v3.v. 1aNA4201SBEF0BE USE �■� Design valid for use only with MlfekO connectors. Phis design a based only upon parameters shown, and Is for an Individual building component not a truss system, Before use, the building designer must verity the applicability of design parameters and properly Incorporate this deslgn Into the overall `.�■ bullding design. Bracing Indicated B to prevent bucWing of lndMdual truss web and/or chord members only. AddlMonol temporary and p6rmonent bracing 6 always required for stobllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the WOW fabrication, storage. delivery, erection and brocing of trusses and cuss systems seeANSVWj1 Quo' S1yy CdMdo, DSB49 and SCSI Building Component Safety Nformationovolloble from Thus Plate Institute, 218 N. Lee Sceef. Sulte 312. Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 4 ,I Dry Ply T77065863 75895 GR2 COMMON GIRDER 1 2 Job Reference (optional) Jobe, r1u., run rieme, rL 5.00 12 3ii5 3 Sx14 6 2 01 21 22 2316 24 THD46 3xB II THD46 4x8 4 6241.) S Use B ZUI8 MI IeK Industries, Inc. ID:9t?aHXT6DUKu3t7xhu W EDOzB01a-FMRZ?r51 GKK_2y1 15.7-0 - 18-8-0 21-11-0 3-0-0 - 3-1-0 3-3-0 5x6 II 5 J�_�4z4 C 6 6x8 7 25 26 15 27 28 1 Q9 13 3 THD46 10x10 = 8x10 = 10x10 = THD46 THD46 THD46 3x5 B lb Ua:1528 ZU1 U Scale = 1:45.5 NAILED 9 31 12 32 33 tt�d 36 37 393E 40 THD46 7x8 _ 34 5 8x10= 10 4s8 = 3xII THD46 THD46 THD46 THD46 Special 4-7-3 8-6-10 12-1 15-7-0 111-0 21-01-0 25-b-0 aaa a-n-e I arils a.1-n vf.n vvn vr.n I< e Plate Offsets (X n-- f2:04-3 0-3-01 rl l:0-44 0-6-41 r12V-3-8 0-4-121 r1370-5-0 0-6-01 r15:0-3-8 0-6-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Ill Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.17 15-16 >999 360 MT20 2441190 TCDL TO Lumber DOL 1.25 BC 0.53 Vert(CT) -0.31 15-16 >728 240 BCLL . 0.0 ' Rep Stress Incr NO WB 0.91 HOR(CT) -0.07 11 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wmd(LL) 0.36 15-16 >622 240 Weight: 349111 FT=20% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E - WEBS 2x4 SP No.3 *Except' 5-13,7-12: 2x4 SP M 30, 7-11: 2x6 SP No.2 REACTIONS. (Ib/size) 2=6091/0-8-0, 11=7146/0-8-0 Max Hom 2=220(LC 7) Max Uplift 2=-6234(LC 29), 11=-11160(LC 5) Max Gray 2=6483(LC 24). 11=10302(LC36) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-8-15 oc bracing. FORCES. (lb) - Max. Comp./Max: Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-14836/14404, 3-4=-12111/11727, 4-5=-79491/652, 5-6=.-791617656, 6-7=-7782/7335, 7-8=-4412/4544, 8-9=-1432/1553 BOT CHORD 2-16=-13298/13677, 15-16=-13298/13677, 13-15=-10762111158, 12-13=-664417166, 11-12=-4204/4065,10-11=-1412/1343, 9-10=-1412/1343 WEBS 3-16=-2086/2047,3-15=-2830/2821,415=4803/4811, 4-13=-5211/5142, 5-13=-5726/5900, 6-13=-2992/2680, 6-12= 2760/3103, 7-12=-8047/7585, 7-11=-741717886,8-11=-2965/3068,8-10=-M5/2028 NOTES- 1) N/A 2) 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. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-10 2x4 - 2 rows staggered at 0-2-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been Considered for this design. 5) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf, h=151t;.B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=C.18; MWFRS (directional); porch fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent 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 62341b uplift at joint 2 and 111601b uplift at joint 11. 9) Use USP THD46 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent spaced at 2-0-0 oc mal starting at 2-2-8 from the left end to 21-7-0 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-10d (0.148'x3") or 3,12d (0.148"x3.25") toe -nails per NDS guidlines. Wafter P. Finn PE No.22839 Mil USA Inc. FL Cart II 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 Q WARNING -Verify deign"m.c(efsend READ NOTES ON THISAND INCLUDED MITEKREFIERANCEPAGEM674M rev. 10/012015aEFORE USE. Design valid for use only with MOeW connectors. This design Is based only upon parameters shown, and k for an individual building component, not ��- a husS system. Before use, the building designer must verity me applicability of design parameters and property incorporate this design into the overall bulldingdeslga. Bral lndiceted is to prevent buckling of Individual buss web and/or chord members only. Additional tompormy and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of husses and truss systems. seeANSVIPII Quality Cdfeda, ell and BC51 Building Component 690,1 Parke East Blvd. Safety Informalbnavollobie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r f pry Ply T17065863 75895 GR2 COMMON GIRDER 7 2 Job Reference (optional) Chambers Truss, Inc., Pon Pierce, PL 6.240 s Dec 62018 MiTek Industries, Inc. Wed May 15 09:16:28 2019 Page 2 NOTES- ID:9t?aHXT6DUKu3t7xhuWEDQzBOla-FMRZ?r51 GKK u 2yl iW_vneV_ktKB-p 07UBGm29zGIV1 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 266 Ib down and 261 lb up at 1-1-13, 262 lb down and 257lb up at 3-1-13, 321 Ito down and 314 lb up at 5-1-13, 1996 lb down and 19531b up at 7-0-12, 1024 Ito down and 10021b up at 9-0-12, 1024 Ito down and 1002lb up at 11-2-7. 1024 lb down and 1002 lb. up at 134-2, 1996 It, down and 1953Ib up at 15-4-2, 321 Ib down and 314Ib up at 17-2-11, 262 lb down and 257 Ib up at 19-2-11, and 266Ib down and 261 Ib up at 21-2-11. and 2550 Ito down and 33101b up at 22-3-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=54, 5-9=-54, 2-39=-198(F=-178), 9-39=-20 Concentrated Loads (Ib) Vert: 14=-1011(F).13=-10(F) 12=-1970(F) 20=-263(F).21 10(F)22=-259(F) 23= 10(F) 24=-317(F).25=-10(F) 26=-1970(F) 27=-10(F).28=-1011(F) 29=-10(F) 30=-1011(F) 31= 10(F)32=-10(F) 33=-317(F) 34=-10(F)35=-259(F) 36=-10(F) 37=-263(F) 38=-10(F)39=1464(F) 40=-8(F) A WARNWG-V-dfydeslgnperemetem.nd REAONOTES ON TN/SANOWCLUOEOMR REFERANCEPAGEM670TJrev. iDT.Y1015BEFOREUSE �■� Design valid for use only win MI connectors. This design is based only upon parameters shown, and is for an lntlivldual building component. not a huss system. Before use, the building designer must verify the oppilcobllity of design parameters and properly Incorporate this design Into the overall �'�i■w building design. Bracing Indicatetl is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlredfor stability and to prevent collapse wlM possible personal Injury and property damage. For general guldonce regarding the fabricaflon. storage. delNery, erection and bracing of trusses and truss systems. seeANSVIPII Qua' tryy Cdbda, DS549 antl BCSI Building Component Safety Infomlafbmvaucble from 69M Parke East Blvd. inra Plate Institute. 218 N. Lee Sheet, Suite 312 Nexontlna. VA 22314. Tampa. FL 33610 Job Thus Truss Type s PlyT17065864 75895 GR4 Roof Special Girder 1 r Job Reference optional rues, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:29 2019 Page 1 ID:9_ t?aHXT6DUKu3t7xhuW EDOzB01a.jV?xCB6g1 eSrg5ov4hRGJs2HOGeQ[dYKDTOKabzGIVO 41-0 7-7-8 i 4-40 3-fi-8 64 = HUS26 3z10 h HUS26 Special LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 7.0 Lumber DOL 1.25 BC 0.66 BCLL 0.0 ' Rep Stress Incr NO WB .0.73 BCDL 10.0 Code FBC2017/FPI2014 Matrix -MP DEFL. in floc) Udell Ud Vert(LL) 0.06 6-7 >999 240 Verl(CT) -0.07 6-7 >999 240 Horz(CT) -0.05 4 n/a Na LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x6'SPNo.2'Except' - 2-6: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-7: 2x4 SP M 31 REACTIONS. (lb/size) 7=146310-3-8, 4=1154/Mechanical 'Max Hou 7=-502(LC 6) Max Uplift 7=-1272(LC 4), 4=-1073(LC 5) Max Grav 7=1585(LC 26), 4=.1313(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=801/645, 1-2=-909/740 BOT CHORD 5-6=-635/977, 2-5=-7651943, 4-5= 895/995 WEBS 5-7=-432/432, 1-5=-807/1042, 2-4=-141211217 Scale = 1:50.3 PLATES GRIP MT20 244/190 Weight: 801b FT=20% 'Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 7-1-3 oc bracing. 1 Row at midpt 1-7 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45H; L=24H; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate gripDOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other, members. 5) Refer to girderfs) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12721b uplift at joint 7 and 10731b uplift at joint 4. 7) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 1-9-8 oc max. starting at 0-9-6 from the left end to 2-6-14 to connect trusses) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5191b down and 3721b up at 3-11-4, and 5141b down and 374lb up at 5-9-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 6-7=-20, 4-5=-20 Walter P. Finn PE No22839 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 3381D Date: Mav 15.2019 Q WARNING- aledrydeslgnpammetemand READNOM ON TNISANDWCLUDWMREKREFERANCEPAGEMX74n.y- nVs32015BEFORE USE. �■� Design valid for use only with Kiska connectors. This design is based only upon parameters shown, and is for an Individual building component not a bussth system. Before use, e bustling designer must verity Me applicability of design parameters and properly incorporate this design Into the overall buildingdeslgn. Bracing lndicatedistoprevent bucking ofIndividual truss web and/or chord members only. Additional temporary and peananentbracing Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guldonce regarding the fabrication. storage: delivery, erection and bracing of trusses and truss systems seeANSVIPt1 Cualy8yy Cmeno, DSB-69 and BCSI Welding Component Safety Infarmallonovailoble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Aiexondrla, VA 22314. Ia.,■O MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type t .� Ory Ply T17065864 75695 GR4 Roof Special Girder 1 1 Job Reference optional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=-519(F) 8=-522(F) 9=-519(F) 10= 514(F) 8.240 s Dec 6 2016 MiTek Industries, Inc. Wed May 15 09:16:29 2019 Page 2 ID:9t?aHXT6DUKu3t7xhuW EDDzB01a-IN?xCB6g1 eSrg5cv4hRCJs2HOGeDIdVKDTOKabzGIVO ®WARNWG-VerHy Eenign PAremer..d NEADNOTES ON THISANDWCLUDEDM?EKBEFEBANCEPAGEMX74M.v. 1aI03201SBEFORE USE Design valid for use only with M6eig connectors. This design Is hosed only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design into the overall bulldingdesign. Bracing lntlicotel is to prevent buckling of lntlivitlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent. collapse with possible personal Injury and properly damage. For generol guidance regarding Me 69MPa 69D4 Parker Eest Blvd.fobncanort storage, delivery, erection and bracing ofbusses and truss systems.see/WSVIPII CugIXy CMnb, D5B-69 and SCSI Building Component rk Safety DrformatbFpvailabie from Truss Plate Institute, 218 N. We Sheet Sulte 312, Almandtla, VA 22314. Ta.l 33s10 Job Truss Truss Type , x Oty Ply T17065865 75895 GR6 HALF HIP GIRDER 7 2 Job Reference (optional) shear ere T,eae. ma, 2-0-0 4740 Fort Pierce, FL 9-6-7 14S 19-4-0 624u s ueo a aVltf MI I eK Inausine9, Ina. Vyea May ioUaao:33 Zulu rage l ID:91?aHXT6DUKu3t7xhuWEDOzB01a-bJES2Y9A4tzGejvgJXV8TiCscu 3hOyw75_XiMzGIUy 244-0 24-9r0 28-10-0 31.7.1 33-]-013 5-1 383-0 99--6-441-644 43-8-0 2-0-0 4-]-f0 4-10-13 4-10-13 4-10-13 4.90 B 4-1-0 2-9-0 1 2-0-0 1-11d 2-9-12 -25 4 2-0-0 2.1-12 Scale = 1:79.7 5x8 = 44 II 5x6 = 44 = 45 = 6.8 = 6.8 = 6x8 = 8 41 42 9 43 44 10 45 1146 12 47 13 48 50 1916 51 17 52 18 5.00 12 35 37 6 _ 3x6 5253 k33336 dx8 i 4 2726 7x8 = 24325 4x8 = 4x5 = 234x4 = Special 5x6 2 29 2.50 12 ex10� 1 0 5x6 = d DO 31 4x10 = 20 19 3x5= 3x611 5x12 MTi6H511 7xB= 38-Bd 4-0U 0.]90 9B) 14-53 19i-0 24-B-0 2&lea 31]-0 375 31p� 4380 4- 80 0. 4-0613 410.13 SSO 41-0 4-9-0 31l 5-0a Plate Offsets (X,Y)-- V:0-5-80-2-121 fl3:0-4-00-4-41 f13:0-0-00-2-121 f14:0-1-120-0-01119:Edge0-4-121 f21:0-7-120-5-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ion) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.41 25-27 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.3925-27 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress that NO WB 0.95 Horl -0.19 20 n1a n1a BCDL 10.0 Code FBC20171TP12014 Matdx-MS Weight: 745 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD 8-13.13-18: 2x6 SP No.2 BOT CHORD 2x6 SP No.2'Except' BOT CHORD 2-31: 2x4 SP M 30 JOINTS WEBS 2x4 SP No.3 *Except* 3-29,15-23: 2x4 SP M 30 REACTIONS. All bearings Mechanical except at=length) 2=9-3-8, 31=0-7-10, 20=0-8-0. (lb) - Max Horz 2=617(LC 8) Max Uplift All uplift 1001b or less at joint(s) except 19-32911), 2=-451(LC 26), 31=-2645(LC 8), 20=-7966(LC 8) Max Gray All reactions 2501b or less atjoint(s) except 19=2505(LC 8). 2=394(LC 5), 31 =3056(LC 1), 20=9231(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1701/1618, 3-5=-4348/3411, 5-6=-6015/5035, 6-7=6409/5558, 7-27=-821/1111, 7-8=-426/502,8-9=-866/801, 9-10=-5529/4749,10-11= 3058/2494,11-12=-305B/2494, 15-16=-2566/3003,16-17=-2566/3003,17-18=-2566/3003,18-19= 2503/3201 BOT CHORD 2-31 =-1 357/1068, 30-31=-3037/2593, 3-30=-2403/2138, 29-30=-2174/1711. 28-29=-3531/4034,27-28=-4993/5652,25-27=-5325/5972, 24-25=-2549/3130, 22-23=-3062/2623,21-22=-2944/2527,20-21=-918317870, 15-21=-4988/4340, 19-20=-307/239. WEBS 3-29=-513316033, 5-29=1160/1105, 5-28=-1468/1661, 6-28=523/592, 6-27- 1074/986, 7-9=-4721/3987,7-25=-757/523;10-25=-3006/3292,10-24=-3255/2871, 24-37=-3394/3988,12-37=-3476/4083,12-23=-3860/3284, 23-36=-3826/4652, 35-36=-3846/4679,15-35- 3710/4517,21-32=-280/349,19-32=256/340, 21-34= 4408/3771,33-34=-4867/4171,18,33=-4930/4208,16-34=-524/603 Structural wood sheathing directly applied or 6-0-0 op puffins, except end verticals. Rigid ceiling directly applied or 4-7-14 oc bracing. 1 Brace at Jt(s): 32, 33, 36, 37 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 raw at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 on. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as.(F) or (B), unless otherwise indicated. 3) Unbalanced mof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu11=1701(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; End , GCpi=o.18; MWFRS (directional); patch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water panting. 6) All plates are MT20 plates unless otherwise indicated. Walter P. Finn PE No12639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 O WARNING -Vedlydese paremetersend READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMI474M rev. 14,034U115BEFOREUSE. Design valid for use only with MBeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verlty me applicabllity, of tlesign parameters and properly Incorporate this design Into the overall bulltlingdeslgn Bracing Indicated IS to prevent bucWingofIndividual trussweband/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of husses antl taus systems sewkNSVTPIT Quo' CItteW, Di and BCS1 Puldbp ComDonmt 6904 Parke East Blvd.SabN hl/ormalbrrovoaoble ham Truss Fate Institute, 218 N. We Sheet Suite 312, Alexandre, VA 22914. Tampa, FL 33610 Job Truss Truss Type Ply T770658fi5 75895 GR6 HALF HIP GIRDER 1 2 Jab Reference (optional) Truss, ine, ron rlerce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:33 2019 Page 2 ID:91PaHXT6DUKu3t7)MuW EDOzB01a-bJ ES2V9A4tzGejvgJXVBTiCscu_3hOyw75_XiMzGIUv NOTES- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) - This truss has been designed for a live load of 20.0psi on the bottom chord In all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32901b uplift at joint 19, 451 lb uplift at joint 2, 26451b uplift at joint 31 and 7966 lb uplift at joint 20. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 529 Ib down and 410 Ib up at 19-5-12, 191 lb down and 321 Ib up at 20-5-13, 176 He down and 265 lb up at 22-5-13, 239 lb down and 280 Ib up at 24-5-13. 308 Ito dawn and 306 lb up at 26-4-12, 308 lb down and 306 It, up at 28-4-12, 330 lb down and 342 to up at 30-4-12, 330 It, down and 3421b up at 31-6-0, 330 Ib down and 342 to up at 32-7-4, 330 He down and 342 Its up at 34-7-4, 330 lb dawn and 342 lb up at 36-7-4, 263.lb down and 340 lb up at 38-6-3, 2051b down and 332 lb up at 4076-3, and 241.lb down and 435 lb up at 42-6-3, and 497.He down and 390.Ito up at 43-6-4 on top chord, and 1195 lb dawn and 1093 Ib up at 19-3-4 on bottom chord. The design/selection of such connection devices) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=54, e-18=-54, 31-38= 20, 25-30=-20, 21-25=-20,19-20= 20 Concentrated Loads (lb) Vert: 27=-1134(B)18= 330 15=-263 7=-292 9=-23911= 330 41=-191 42=-176 43=-308 45=208 46= 330 47=-330 48=-330 50=-330 51=-205 52=-241 Q WARNING-9eNry@s1gnparametsrsandaEAO NOTES ON MMMDMCLUDEDMmEKREFERANCEPAGEM674n.K RiMalzOfSBEFORE USE �■■ Design valid for use only witss h Woke connectors. ThIs design Is based only upon parameters shown, and Is for an Individual building component, not Rol a trusystem. Before use, the building designer must yell the appllcablllty, of design parameters and properly Incorporate this design Into he overall building design. Bi Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 4 always required for stability and to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection antl bracing of muses and truss systems seeANSITIPII Cual6yCMn1o, DS349 and BCSI Wldhig Comporunt Safely Informutionavallable from Truss Plate Instituto, 218 N. Ise Street, Suite 312 Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , Oty Ply T770658fifi 75895 GRA HIP GIRDER 1 1 Job Reference (optional) �._.._. r. C.L4u s uec o Lulo ml l ex lnausmes, Inc. W eo May Te ae:lb:J/ 2Ule vage l ID:9t7aHXT6DUKu3t7xhuW EDOzB01a-U4UzuwCh85TdKDRYNa4eYNZhVNMdArW2jylr8zGlUu -,1-0 7-0.0 10-N 15-10-11 20.11-5 2fi-0-0 31-0-11 3fi-1-S 41-2-0 2-fi- 49-fi-0 51-fi-0 2-0-0 - 7-0.0 3.10-0 - 5-0-11 5.0.17 5-0-11 5-0-11 5%. 1 5-0.11 -0- 7-0-_0 Scale = 1:87.5 NAILED NAILED NAILED NAILED NAILED NAILED 5x8 MT18HS= NAILED NAILED NAILED NAILED NAILED 3x6 = NAILED 3x5 II 5.00 F12 Special II 6x10 = 3x4 II US = SIB MT18HS = 3x8 = 3x4 II 6%IO = NAILED NAILED3x4 NAILED NAILED Special 3 33_ 4 34 355 36 37 6 38. 7_ 39.8 4041. 42. 9 43 10. 11 44 496 47 12 ]3 1 iil 2 14 1^I� c 26 48 25 4924 5023 51 5222 53 54 21 20 55 56 19 57 18 8g 59 60 16 61 4x5 = 3.4 11 642 = 3x6 =3x4 11 NAILED4xl2 - 3a4 11 NAILED 4x12 3x4 11 NAILED 6x12 = 4x5 = Special NAILED NAILED NAILED NAILED 4x6 = NAILED 3x6 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 7 I13010-00 I 155-1011 25P-1-15 25fi-0-0-1-1 351--00--1111 35-E0.11-51 10--0 9-6-0 7-00-00 0.0-7 .01 5.2-1 8-4-0 Plate Offsets (X Y)-- f3:0-5-12,0-2-81 17:0-3-0Edoel 113:0-5-00-2.41 LOADING (pso SPACING- 2-0-0 CS]. DEFL. in floc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.71 Vert(LL) -0.21 21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ven(CT) -0.39 21-22 >923 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO W e 0.96 Horz(CT) 0.04 16 n1a rda BCDL 10.0 Code FBC20177TP12014 Matdx-MS WincifLL) 0.34 21 >999 240 Weight: 251 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP.No.3*Except* 4-25,12-16: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. WEBS 1 Row at micipl 5-25, 5-22, 11-19, 11-16 REACTIONS. All bearings 0-3-8 except (t=length) 25=0-8-0,16=0-8-0. (lb) - Max Hoe 2=135(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-719(LC 25). 25=-2959(LC 8), 16=2878(LC 8), 14=-877(LC 25) Max Grav All reactions 250 lb or less at joint(s)'2 except 25=4076(LC 17), 16=4072(LC 18), 14=406(LC 7) FORCES. (Ib) - Max. Comps Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-641/1340,3-4=-1872/2913;4-5=-1872/2913,5-6=-2549/1845,6-8=-2549/1845, 8-9=-2619/1906,9-11= 2619/1906,11-12=-1631/2632,12-13=-1631/2632, 13-14=-1393/2324 - - - --- BOT CHORD 2-26=-12151755, 25-26=-11971741, 23-25=-201/481, 22-23=-201/481, 21-22=-2073/3250, 19-21= 2073/3250,17-19=-307/599,16-17= 307/599,14-16=-2119/1445 WEBS 3-26= 271/544, 3-25=-T287/1752, 4-25=-545/513, 5-25=-3927/2677, 5-23=0/400, 5-22=-1630/2397, 6-22=-552/552, 8-22=-815/563,8-21=0/393, B-19=-732/492, 9-19=-549/549,11-19=-1584/2344,11-17=0/311,11-16=-3745/2515,12-16=-493/439, 13-16=-1383/1079 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=45ft; L=24R; eave=6ft; Cat.. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.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 7191b uplift at joint 2, 2959 lb uplift at Joint 25, 2878 lb uplift at joint 16 and 8771b uplift at joint 14. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s).or other connection device(s) shall be provided sufficient to support concentrated load(s) 2741b down and 436 lb up at 7-0-0, and 154 lb down and 183 lb up at 41-0-12, and 274 lb down and 436 IS, up at 42-6-0 on top chord, and 494lb down and 36 Ib up at 7-0-0, and 493 It, down and 37 lb up at 42-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 hhTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 0 WARNING- yerRydeslgn peramefers and READ NOTES ON TNISANDINCLUDED MIiEKREFERANCEPAGEMX74M rev. 10113V2e15eEFORE USE Design valid for use only with Mired® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must vary cite applicability of design parameters and properly Incorporate this design into the overall bulldingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of husses and truss systems seeANSVMII QualMryyy Ciffarb, GSB-09 and BCSI Building Component Sehfy Nleenallorpvallable hom Truss Plate ImliNte, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. ��• WOW 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type r r pty Ply T17065866 75895 GRA HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:37 2019 Page 2 ID:9t?aHXT6DUKu3l7xhuW EDpzB01a-U4UzmCh85TIdKDRYNa4eYNZhVNMdArW 2jylrezGlUu LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (pit) Vert: 1-3=-54, 3-13=-54, 13-15— 54, 27-30i Concentrated Loads (Ib) Vert: 3=-225(B) 7=-110(B) 13=-225(B) 26=-241(B)4=-110(B)22=-57(B)6=-110(B)9=-110(B) 19=-57(B) 12=-110(B)33=-110(B)34=-111)(13)35=-110(B) 36=-110(B)37=-110(B) 39=-110(B) 40i 10(B)42=410(B)43=-110(B) 44=-110(B) 46=-110(B) 47=-1 10(B) 48=-57(B) 49=-57(B) 50=-57(B) 51=-57(B)52= 57(B) 53=-57(B).54=-57(B) 55=-57(B) 56=-57(B) 57=-57(B) 58= 57(B) 59— 57(B) 60=-57(B) 61=-241(B) A WARNNO-Verity Oeslgnpa efcmmlREADNOTES ON TN/SANDNCLUOEOM/TEKFEFEBANCEPAGEM67O me 10,032015BEFOHE USE ■ Design valid for use only with Mrtek@) connectors. Th6 design Is based only upon parameters shown, and b for an Individual building component, not q■ a muss system. Before usa' the building designer must verify Me applicability of design parameters and properly Incorporate MI5 design Into the overall building design. Brecing Indicated is to prevent buckling of Individual muss wb and/or chord members only. Additional temporary and bmcing M(Tek* permanent Ls always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and huss systems, seeANSU1PIt Cualryy CMnb, D5549 antl BCSI BWOND Componrint 69N Parke East Blvd. Sai Infermatio ovoloble from Truss Plate Institute, 218 N. Lee Steep Suite 312, Alexandria VA 22314. Temp., FL 33610 Job Truss Truss Type , . Oty Ply T17065867 75895 GRB HIP GIRDER 1 1 .-.__._ Job Reference (optional) cuss. Eric., Von Fierce, rL 8.240 s Dec 62018 MiTek Inc. Wed May 15 09:16:39 2019 Pagel iQseNgfocYjzS_015V545pW 1 RmOzGlUs Scale: 1/4°=l' Special NAILED 4.8 —_ Special NAILED NAILED 2x3 II NAILED NAILED Sz8 =3x5 5 nn 3 19 20 214 22 23 24 5 6 3x4 = 2.3 II axe — Ni 5x12=NAILLO NAILLU 6z8 = 31 = Special NAILED NAILED Special N3-9-74 1_01 12-6.0 18-0-0 19-0-0 21-2-2 25-0-0 4 3-2-2 5-60 5-a-n 1.n.a 9.p.9 n.oee Plate Offsets (X y)-- f3'0.5-4 0-2-01 f5:0-4-0 0-1-131 17'0-0-10 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 VertfLL) 0.14 9-18 >588 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.16 12-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Hom(CT) 0.03 9 Na n/a BCDL 10.0 .Code FBC2017/TP12014 Matnx-MS Weight: 116 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1220/0-8-0, 7=-18/0-3.8, 9=2632/0-8-0 Max Hom 2=-135(LC 6) Max Uplift 2=-930(LC 8), 7=-711(LC 25), 9=-1832(LC 8) 'Max Grav 2=1226(LC 17), 7=286(LC 14), 9=2fi32(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 1 Row at midpt 5-10 FORCES. (lb) - Max. Comp✓Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2292/1517, 3-4=-1731/1272, 4-5=-1731/1272, 5-6=-502/932, 6-7=-481/934 BOT CHORD 2-12=-1225/2133, 10-12=-1229/2159, 9d0=-568/452, 7-9=-785/569 WEBS 3-12=-71/602,3-10=-481/225, 4-10=-739/734,5-10= 1666/2562, 6-9=-379/528, 5-9=-2069/1433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=42psf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ff7Cat. II; Exp C; Encl., GCpi=0.18; Ml (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 DO bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 930 lb uplift at joint 2, 711 lb uplift at joint 7 and 1832 In uplift at joint 9. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2741b down and 436 lb up at 7-0-0, and 274 lb down and 436 lb up at 18-0-0 on top chord, and 3891b down and 111. lb up at 7-0-0, and 424 lb down and 89 lb up at 17-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UniformLoads (plo Vert: 1-03 54,3-5=-54,5-8=-54,13-16=-20 Walter P. Finn PE No.22839 Concentrated Loads (lb) 67il USA, Inc. FL Cod 6634 Vert: 3=-225(B) 5=.225(B) 11= 57(B) 12=-241(B) 10=-57(B) 4=-11CIE) 1911O(B) 20— 11O(B) 23=-11 O(B) 24=-11 O(B) 6904 Parke East Blvd. Tampa FL 33610 25=-57(B) 26=-57(B) 27=-57(B) 26=-241(B) Date: May 15,2019 AWARNWG-VdtydeslgOParam.falsendREADNOTESOMMMANDWCLUDEDMMEKREFERANCEPAGEMIP74Mni1OiAYL015BEFOREUSE Design valid for use only with Mifek611 connectors. This design a based only upon parameters shown, and is for on Individual building component. not li•��Fi a huss system. Before use, the. building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �■F building design. Bracing Indicated 6 to prevent buckling of lntlivldual buss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with posbble personal Injury and property damage. For general guldance regarding the fabrication, storage, dell erection and bracing of trusses and hues systems, seeANSUIPit Quoit Cmeda, DSB49 and BCSI Building Component 69o4 Parke East BNtl. Safety mform011onavailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17065868 75895 GRC Hip Girder 1 7 Job Reference o tional Hass"' i u.' FL 8.240 is Use 6 2018 MlTek Industries, Inc. Wed May 15 09:16:41 2019 Page 1 I ID:9t7aHXT6DUKu3t7xhuW EDOzB01a-MsjUjIFBCKz86xW CnCeODOYIH6k7ZAu 0.0 3-9-14 ]-00 2 2755zLwy_vzGlUq 3" 0-0 3914 -2-2 08 3-2-2 723 3-in 3-1Scale = 1:39.2 Special NAILED 48 = Special NAILED 2x3 II NAILED 4x8 = 3 17 4 1819 20 5 If 4x5 = 2.3 II — - 3x8 = 1i 2x3 II 4x8 = Special NAILED NAILED Special 3-9-14 7-0.0 10-10-0 14-8-0 17-70-2 21-3-14 3.9-14 3.P-� a.sn-n Plate Offsets (X,Y)- f3:0-5-40-2-41 f5:0-5-4 0-2-41 f6:0-0-0 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vital L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(L-) 0.20 7-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.24 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.08 6 n/a nta BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 941to FT=20% LUMBER - TOP CHORD 2x4SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=1510/0-3-8, 2=1608/0-8-0 Max Horz 2=131(LC 24) Max Uplift 6=-1003(LC 8), 2=-1179(LC 8) Max Grey 6=1549(LC 30), 2=1627(LC 29) FORCES. (lb) - Max. CompJMax- Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3330/2144, 3-4=-3396/2322, 4-5=-3396/2322, 5-6=-3255/2118 BOT CHORD 2-10=-1873/3D81, 8-10=-1877/3107, 7-8=-1849/2955, 6-7=-1846/2931 WEBS 3-10=-77/548, 36= 414/560, 4-8=-476/473, 5-8=-459/666, 5-7- 58/500 BRACING - TOP CHORD Structure[ wood sheathing directly applied or 36-5 be puffins. BOT CHORD - Rigid ceiling directly applied or 5-4-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eaveri 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 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 1003 lb uplift at joint 6 and 1179 lb uplift at joint 2. 7) "NAILED" Indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 271 lb down and 414 lb up at 7-0-0, and 271 lb down and 414 Ib up at 14-8-0 on top chord, and 422.lb down and 1301b up at 7-0-0, and 422 lb down and 130111 up at 14-7-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S)'section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Inerease=1.25, Plate Increaseri Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 11-14=-20 Concentrated Loads (lb) Vert: 3=-224(F) 5= 224(F) 9= 57(F) 10=241(F) 4=-11Off) 8=-57(F) 7=-241(F) 17=-11 O(F) 18=110(F) 21=-57(F) Walter P. Finn PE No12039 MITA USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 O WARNING - Vedlydeslsn Parameters end READ NOTES ON T WMD INCLUDED MIFEKREFFAANCEPAGEM674YJ rev, 10=N115BEFOREUSE Design valid for use only with Mnel,® connectors. this design Is based only upon parameters shown, and u for on Individual building component, not ��• a truss system. Before use, the building designer must verity me appicclaIrly of design parameters and properly Incorporate Mis design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Acf0lonal temporary and permanent bracing M(Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me tobdcatlon storage, calvary, erection and bracing of trusses and truss systems seeANSVIPI I CualMryyy CM�M, D564W antl BC51 EUldhp Component Sooty mfalma6erpvailableham Truss Plate 690,1 Parke East Blvd. Im11Me. 21 B N. Lee Sheet, Suite 312, Alexandda. VA 22314. Terroa, FL 33610 Job Truss Truss Type . r Oty Ply T17065869 75895 GRD HIP GIRDER 2 i Job Reference (optional d �bar Tr.s, Inc., Fort Pierce, rIL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:44 2019 Page 1 •22-0--00 3-9-14 7.0-20 D:gt7aHXr6DUKu3t7xhuW EDOTBDia-nRPCMJI4UFLjzPFnSLCI00AngJIJmT7VfJ8cbEzGlUn -0 .2 174-0 2 240 26.4.0 3.9-14 3-2 55-2-0 23.I0 -44 2-0-0 NAILED Special NAILED 6xe = Special NAILED NAILED 2.3 II NAILED 6x8 = o.. I- r u ax10 = rvHii-eu 2x3 11 3x8 = 3xB 2x3 II NAILED NAILED Special Special NAILED 3-9-14 7-0-0 12-2-0 1]-4-0 20-6.2 24-0-0 &944 3-2-2 5-2-o I s-�-n I zn.p v.oee Scale = 1:46.5 Plate Offsets (X,V)-- f2:0-8-0 0-0-101 13:0-5-12 0-2-81 f5:0-5-12 0-2-81 f6'O-8-0 0-0-101 LOADING (lost) SPACING. 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) 0.33 9 >892 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ven(CT) -0.38 8-9 >762 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(CT) 0.11 6 Iva n/a BCDL 10.0 .Code FBC2017/rP12014 Mafnx-MS Weight: 110 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1895/0-3-8, 6=1899/0-3-8 Max Harz 2=-127(LC 6) Max Uplift 2= 1411(LC 8),,6=-1417(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4040/2680, 3-4=-4525/3176, 4-5= 4525/3176, 5-6=-4046/2696 BOT CHORD 2-11= 2270/3753, 9-11=-2274/3781, 8-9=-2289/3716, 6-8= 2285/3687 WEBS 3-11= 78/593,3-9=-759/1087, 4-9=-7227727,5-9=-741/1077, 5-8=-89/600 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=20ff; B=45D; L=24ff; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) a 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 1411 Ib uplift at joint 2 and 14171le uplift at joint 6. 7) "NAILED" indicates 3-1 Dd (0.148"4") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or ether connection devices) shall be provided sufficient to support concentrated load(s) 2761b down and 4101b up at 7-0-0, and 273 Ib down and 412 Ib up at 17-4-0 on top chord; and 422 Ib down, and 130111 up at 7-0-0. and 426 lb down and 136 Ile up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5= 54, 5.7=-54, 12-15=-20 Walter P. Finn PE No.22839 Concentrated Loads (lb) MiTek USA, Inc. FL Cart 6634 Vert: 3=-224(B) 5=-222(B) 11=-241(B)91 4=-110(B)8=-248(B) 19=-11 O(B) 20=11O(B)21=-I1 O(B) 22=-1 OB(B) 6904 Parke East Blvd. Tampa FL 33610 24=-57(B) 25=-57(8) 26=-57(B) 27_ 63(B) Cate: May 15,2019 ,&WARN/NG-Vetlrxdesp.P.rameter .ecAEADNOTES ON TNLSANDINCLUDEDMr KREFERANCEPAGEU674m Z.10AUQ015BEFOREUSE Design valid for use only with Mltek® connectors. This design b based only upon parameters shown, and Is for an Individual buitlln0 component, not �• a huss system. Before use, me building designer must veafy Me appllcabillty of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent bucking of individual buss web and/or chord members only. Addlllonal temporary and permanent bracing Is always required for stablily and to prevent collapse with possible personm Injury and property damage. For general guidonce regarding the MiTek' fabrication, storage. delivery, erection and bracing of trusses and muss systems seeANSVWI1 Quo111y CIBMo, D36E9 and IICSI Building Component SafetyNformatbrrnolloble from 7. Plate Insfil 218 N. Lee Street Suite 312 Ajexandrim 22314. 6904 Parke East Blvd. VA Tampa, FL W610 Job Truss Truss Type . . Oly Ply T17065870 75895 J1 JACK -OPEN 20 1 Job Reference (optional) s Uea ozoiomuex inousmes, mc. weamay mur:To;4D'zune rages ID:9t7aHXT6DUKu3t7xhuW EDOzB01a-Fdy-ZfJiFZTaaZgz02jyzEitdjDtV1 ghuzuA7gzGIUm LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.97 Ved(CL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BIG 0.16 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP W1nd(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=-28/1vlechanical, 2=263/0J-0, 4=-51/Mechanical Max Hoe 2=110(LC 12) Max Uplift 3=-28(LC 1), 2=-428(LC 12), 4=-51(LC 1) Max Grav 3=74(LC 12), 2=263(LC 1), 4=121(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale -1:8.2 PLATES GRIP MT20 2441190 Weight: 6lb FT=20% BRACING - TOP CHORD Structure[ wood sheathing directly applied. GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4D; Cat. 11; ENT C; Encl., GCpl=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) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3, 428lb uplift at joint 2 and 51111 uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 66U 6004 Parka East Blvd. Tampa FL 33610 Date: May 15,2019 Q WARNWG-Velifytleslgnperemeeerse dRa DNOTES ON MMANDINCLUPWMREKREFERMCEPAGEMII74m., 1NpY1015SEFONE USE Deygn valid for use only with MTek® connectors, iNs design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall Mat bulaIngdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pertnonentbmcing Welk' Is always required for slobIrly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dervery erection and bracing of musses and muss systems seeANSURII Qua" ty Cieedo. DSEd9 and SCSI Raiding Component 69N Parke East Blvd. Sably N/oenotbnrrvailable mom Trust Plate IrttHtute. 218 N. Lee Smeet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type , ply Ply 7—C 75895 Jack -Open 1 1 Inc..url , ,use, F�Pie , FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:47 2019 Page 1 ID:gaa9jKgsbEbomXBgyGHWTBmd2-BO41_LKynAkHgs M7TIp2enRSXxVzxK_LGNHCYzGIUk 1-0.0 Scale =1:6.5 3r4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 4 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.00 6 >999 240 Weight: 3lb FT-=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=37/0-8-0, 2=20/Mechanical, 3=17/Mechanical Max Ho¢ 1=25(LC 12) Max Uplift 1=-17(LC 12), 2— 18(LC 12), 3=-11(LC 12) Max Grav 1=37(LC 1), 2=20(LC 17), 3=18(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directlyapplied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCOL=3.Opsf; h=15ft; B=45ft; L=241t; save=oft; Cat. II; Exp. 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 she=; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171b uplift at joint 1, 18lb uplift at joint 2 and 11 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA Inc. FL Ced 6634 69U Parke East Blvd. Tampa FL 3361D Date: May 15,2019 Job Truss Truss Type . City Ply T77065872 75895 J3 JACK -OPEN 20 7 Jab Reference (optional) ""••' "'^ "_'� �� 1124u 5 UeC Is ZUI6 Mil l ek Industries, Inc. Wed May 15 09:16:47 2019 Page l ID:917aHXT6DUKu317#mWEDOzB0la-B041_LKynAkHgs M7TI02enC7XUAzld(_LGNHCYzGIUk Scale-1:12.4 Plate Offsets (X,Y).- I2:0-0-2 Eddel LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) Vtlefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.97 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Hoa(CT) 0.00 2 n/a Iva BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=50/Mechanical, 2=259/0-3-0, 4=20/Mechanical Max Horz 2=163(LC 12) Max Uplift 3=-42(LC 9), 2=-316(LC 12) Max Gray 3=54(LC 17), 2=259(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max_ Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsfl h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(l) 0-7-13 to 2-11-4 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 3161b uplift at Joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Data: May 15,2019 WARNWG- VedtydssiSnpammetemend READNaTES ONMSANDWCLUDWMR KREFEMNCEPAGEM674TJmv. 100Y21715BEFDNEGSE Design valid for use only with MlTeke1 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must venty the appllcabOlry of design parameters and properly Incorporate" design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. AddlHonal temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication ,storage, delivery, erection and bracing of trusses and truss systems seeANSanPi1 Dually Criteria. 03849 and 9C31 Building Component 69W Parke East BNd. Safety mfarmalbtgvo0oble from Truss Rate IrtQltute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL M610 Job Truss Truss Type . Oty Ply T77065873 75895 J3C Jack -Open 1 1 Job Reference (optional) 3x4 = 3.0.0 ro s uec o m ro mnex mausmes„Inc. vvea Nlay Tb ua:To:bu Zulu Pagel ID:gaa9jKgsbEbomXBgyGHW TBnd2-cbmtcMMr456shKixpbJ7gHPvekuHA1302EbxutzGlUh Scale = 1:10.8 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 WE n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 Weight: 9lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lh/size) 1=109/0-8-0. 2=68/Mechanical, 3=40/Mechanicm Max Horz 1=74(LC 12) Max Uplift 1=-51(LC 12), 2= 71(LC 12), 3=-13(LC 12) Max Gray 1=109(LC 1), 2=72(LC 17), 3=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; 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 fight exposed; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions she=; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 1, 71 Ib uplift at joint 2 and 13lb uplift at joint 3. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: May 15,2019 OwARN/NG-Ve1lydaslgnparemetorsendRE4DNOTES ONTNISANDDlCLUDEDMIfEKRUMANCEPAGEMAT4M3 v.1&VSs?s15BEFOHEUSE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and b for an hclMdual building component, not a truss system. Before use, the bullding designer must verity the oppllcobaity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or 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 the fabrication, storage, delivery, erection and bracing of trusses and hum nrau) 5, Se0ANSVrPII CGOI1ty Cmeda, DSB49 and SCSI fwedby Component 69N Parke East Blvd. Safely Informalionovo6oble from Truss Plate Institute, 218 N. Ise Sheet. Sulte 312 Alexondrla. VA 22314, Tampa, FL 33610' Jab Truss Truss Type . 1 Cry Ply T17065874 75895 J5 JACK -OPEN 20 1 Job Reference o tional runs, Inc., Fort nerce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:50 2019 Page 1 10:9I7aHKT6DUKu3t7xhu W EDOzB01a-cbmlcMMr456shKixpbJ7gHPjMkolA13D2EbxotzGlUh Scale =1:16.4 LOADING (ps1) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 .Code FBC2017/TP12014 Matdx-MP Wind(LL) 0.06 4-7 >960 240 Weight: 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=107/Mechanical, 2=317/0-3-0, 4=53/Mechanical Max Hom 2=216(LC 12) Max Uplift 3=-112(LC 12). 2=-324(LC 12). 4=-1(LC 9) Max Grav 3=109(LC 17), 2=317(LC 1).4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsi; h=20ft; B=45ft; L=24ft; Bayeaft; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 zone; cantilever left and fight 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) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom. chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1121b uplift at joint 3, 324lb uplift at joint 2 and 1 lb uplift at Joint 4. Walter P. Finn PE NoINH MDek USA Inc, FL Ced 6630 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 AWARN/NG-VerKyde,eiaaramefereandREADNOTES ONTNISANDWCLUDWMITEKREFERANCEPAGEMX74mmv.INAi2015BEFOREUSE Design valid for use only with MgeldDconnectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a trusssystem. Before use, the building designer munvemy Me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to preventcollapse with possible personal Njury and property damage. For general guidance regarding Me fabrtcation storage. delivery. erection and bracing of trusses and truss systems seeANSVIPII Quay Cdfedo, DSB419 and SCSI building Component 6904 Parka East Blvd. Safety Nfonmtbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Oty Ply T17065875 75895 JSC Jack -Open 1 1 Job Reference o tional Truss, inc., Ton Tierce, rL 3x4 = 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:52 2019 Page 1 ID:9t7aH%T6DUKu3t7xhuW EDOzB01a-Yzuel2O5ciMawesKwOLblIVSOYSYeBZj VY42tmzGlUf Scale=1:15.1 5.0-0 LOADING (pso SPACING- 2-M CSI. DEFL. in ([cc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.03 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC0.80 Vert(CT) -0.07 3-6 >902 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.08 3-6 >767 240 Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purl BOT CHORD 2x4'SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. REACTIONS. (lb/size) 1=183/0-8-0, 2=118/Mechaniml, 3=65/Mechanical Max Ho¢ 1=125(LC 12) Max Uplift 1=-87(LC 12), 2-125(LC 12), 3=-15(LC 12) Max Grav 1=183(LC 1). 2=124(LC 17), 3=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10;.Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87lb uplift at joint 1, 125 lb uplift at joint 2 and 15lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: May 15,2019 AWARNING-VeriydesfgnparameferaendNEAONOTESONMISANDINCLUDEDMREKNEFERANCEPAGEW7413mv,1NAaiBEFOREUSE Design valid for use only with MRek® connectors. little design Is based only upon parameters shown and 4 for on Individual bustling component, not a fuss system, Before use, me building designer must verify the applicability at design parameters and property Incorporate Utis design Into the overall bullding design, Racing Indicated is to prevent buckling of Individual truss web and/or chord members only.McItlonal temporary and permanent bracing MiTek' e always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII QualM9yy Create. DS6-09 and InGS111W ding Component Sabfy, Informational Informations from Truss Plate Institute. 218 N. Lee Streat. Suite 312, Alexandria. VA 22314, 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type . . Qty Ply T17065876 75895 J7 Jack -Open 27 1 Jab Reference (oplonap VnamDers i russ, ri Fort Pierce, FL 6.240a Dec 62018 MiTek Industries, Inc. Wed. May 15 09:16:53 2019 Page ID:9t?aHM60UKu3l7xhuW EDQzBOla-09ROEOPjNOURYnRW UksgHvl LPyltNeptkCgbPCzGIUe LOADING ii SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.09 4-7 >925 360 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ved(CT) -0.20 4-7 >408 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.17 4-7 >490 240 LUMBER - TOP CHORD 2x4SP M 30 BOT CHORD 2x4'SP No.3 REACTIONS. (Ib/size) 3=164/Mechanical, 2=384/0-8-0, 4=77/Mechanical Max Hom 2=254(LC 12) Max Uplift 3=-167(LC 12),.2=-326(LC 12) Max Grant 3=173(LC 17), 2--384(LC 1), 4=120(LC 3) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:20.6 PLATES GRIP MT20 244/190 Weight: 251b FT-=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDC=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft;-Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-13, Interior(1) 0-7-13 to 6-11-4 zone; cantilever left and fight 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 167 lb uplift at joint 3 and 326lb uplift at joint 2. Walter P. Finn PE No.21639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 15,2019 Q WARNING- Ver/yydesrImparemetersanEBFAD NOTES ON THISAND INCLUDED MIrEKHEFEBANCEPAGE11O-7473 rev. 10b.1/3015 BEFOBEUSE Design valid for use only with MOek® connectors. This design b based only upon parameters shown. and Is for an Individual building component, not � a hum system. Before use, the building designer must verify the oppilcabliity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buclaing of Individual hum web and/or chord members only. Additional temporary and bracing p� permanent Is always required for stability and to prevent. collapse with possible personal injury and property damage. For general guidance regarding the IV11Te�• fabrication, storage, delivery, erection and bracing of husses and hum systems, maANSUlpl1 QualIitByy Cmonent edo, DSB49 and SCSI Building Comp 69M Parke East Blvd. Safety Infotmationovoiioble from Truss Plate Inshfute, 218 N. Lee Sheet. Suite 312. Alexontlrlo. VA 22314. Tampa, FL 33610 Jab Truss Truss Type , Oty Ply T17065877 75895 J7A Jack -Open 76 1 Job Reference (optic Chambers Truss, Inc.,. Fort Pierce, FL 8.240 s Dec 62016 MiTek Industnes, Inc. Wed May 15 09:16:55 2019 Page 1 ID:9t?aHXT6DUKu317xhuW EDQzB01a-yYZmf4Qrvdk9n5bub9ulMK7hulQLrYJ9BWJiU5zGIUc LOADING (pso SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ve I(CL) -0.09 4-7 >925 360 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.20 4-7 >408 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 .Code FBC2017/TP12014 Matrix -MP Wind(-L) 0.17 4-7 >490 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4'SP No.3 REACTIONS. (lb/size) a=164/Mechanical, 2=384/0-3-8, 4=77/Mechanical Max Horz 2=254(LC 12) Max Uplift 3=-167(LC 12), 2=-326(LC 12) Max Grav 3=173(LC 17), 2=384(LC 1), 4=120(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 gla) or less except when shown. Scale = 1:20A PLATES GRIP MT20 244/190 Weight: 25 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf;.h=15f ; B=45f ; L=24f; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Intenor(1) 0-7-13 to 6-11-4 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live leads. 3) • This truss has been designed for a live load of 20.Opsf on the bottomchord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint and 326 lb uplift at joint 2. Walter P. Finn PE No.22839 MITek USA Inc. FL Cid 6634 6904 Parke East Blvd. Tampa FL 3361D Date: May 15,2019 Job Truss Truss Type . . Day Ply T17065878 75895 J12 Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:462019 Page 1 ID:91?aHXT6DUKu3t7xhuW EDOzB01a.jpW Nm?JKOsbQgPAamEBVRF7c7a_EU4r7ddjf6ZGIUl LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (IGc) I/deft Ud TCLL '20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES W6 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wind(ILL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-14/Mechanical, 2=213/0-3-0,.4=-32/Mechanical Max Horz 2=92(LC 12) Max Uplift 3=-14(LC 1), 2= 314(LC 12), 4=-32(LC 1) Max Grav 3=44(LC 12),'2=213(LC 1), 4=78(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 6lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=4fl; Cat. II; Exp 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141b uplift at joint 3, 314 lb uplift at joint 2 and 321b uplift at joint 4. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 d964 Parke East Blvd. Tampa FL 33610 Data: May 15,2019 ,&WARNING-Verny4eelgnparametersand READ NOTES ON THISANGINCLUDED MITEKREFERANCEPAGEMX7473re.. 1GV3110f5BEFORE USE. Design valid for use only with MBeW connectors. Ws design Is based only upon paameters shown, and Is for an Intlividuol building component, not �� a truss system. Before use, the building designer must vetify the appllcablply of design parameters and properly Incorporate this Owen Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual tnuv web and/or chord members only. AddiMonal temporary and bracing MiTek* permanent Is always required for stability and to prevent collapse with passable personal injury andproperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII au Criteria. D3849 and SCSI Buldhp Component 6904 Parke East Blvd.Safety tnfaanationavaroble from Truss Plate Institute, 218 N. Lee Sheet. Suite 31; Alexontltla. VA 22 14. Tampa, FL 33610 Job Truss Tri Type . . Orly Ply ]J�32 T77065879 75895 Jack -Open 1 1 Job Reference (optional) runs, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:49 2019 Page 1 ID:9t?aHXT6DUKu3t7k1uWEDOzB01a-70CVP7MCJn_?3A71Fuou73terKaVRrpHpa NGRzGIUi -1-8-14 3.0-0 1-B-14 - - 3-0-0 Scale = 1:11.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HOrz(CT) -0.00 3 111a n/a BCDL10.0 Code FBC2017/TPI2014 Matfiz-MP Wind(LL) -0.01 4-7 >999 240 Weight: 12 Ito FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3d5/Mechanical, 2=230/0-3-0, 4=26/14lechanical Max Horz. 2=141(LC 12) Max Uplift 3=-47(LC 12), 2=-249(LC 12) Max Gray 3=60(LC 17). 2=230(LC 1), 4=48(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exted0r(2)-1-8-14 to 1-3-2, Interior(l) 1:3.2 to 2-11-4 zone; cantilever left and fight exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designedfor a 10.0 last bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 47 It, uplift at joint 3 and 249 Ib uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 669 6904 Parke East Blvd. Tampa FL 33610 Data: May 15,2019 Q WARNING -Vedtydesi9npar mefersand NEADNOTES ON TNISANOINCLUOEDMREKREFERANCEPAGEMIF74"3 . ledea2p15BEFORE USE Design valid for use only with MOeke) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, fire. building designer must verily the opplicabeity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual has web and/or chord members only: Additional temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse with passible personal Injury and properly damage. For general guidance regarding the fobricallon, storage, delivery, erection and bracing of trusses and truss systems, seeAN5VrP11 Quality Criteria. DS549 and BCSI Bull Component Seamy Informatbr avvolobie from Truss Plate Institute, 218 N. Lea Sheet. Suite 312. Alexandria, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , pry Ply T17065880 75895 J52 Jack -Open 7 1 Job Reference (optional) on rlerce, rL 8.240 s Doc 6 2018 MiTek Industries, Inc. Wed May 15 09:16:51 2019 Page 1 ID:9t7aHXT6DUKu3t7xhuW EDpzB01a-4nKGgiNTrPE11UH7MJgMCUyxW BBKvlJaGuLULKzGI Ug Scale: 3/4'=l' 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC0.67 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hons(CT) -0.00 3 Na n/a BCDL. 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.06 4-7 >930 240 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied ors-0-0 oc pudins. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=110/Mechanical, 2=293/0-3-0, 4=56/MechanimI Max Holz 2=192(LC 12) Max Uplift 3=-111(LC 12), 2=-264(LC 12),.4=-2(LC 9) Max Gmv 3=117(LC 17), 2=293(LC 1), 4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2)-1-8-14 to 1-3-2, Interior(1) 1-3-2 to 4-11-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 111 It, uplift at joint 3, 2641b uplift at joint 2 and 2lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 O WARNING-Vedfydeafgnparemereraend READNOTES ON MSAND/NCLUDEDMIFEKBEFEBANCEPAGEMIPI4Mr4 fatrasso SBEFONE USE Design valid for use only with MTek® connectors. This design b bosed only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Brocing lndicoted is to prevent buckling of lndMducl truss web and/or chord members only. Addlflonal temporary and bracing MiTek' permanent Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For General guidance regarding Me fabrication, storage. delivery, erection and brocing of trusses and truss systems, seeAN31/il ll Quo' ryry Criteria,DSB29 and SCSI Bidding Component Saflfy Nformationovoroble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. 69M Parke East Blvd. Tampa. FL 33610 Job Thus Truss Type f , Dry, ply T77065887 75895 J72 Jack -Open 2 1 „1__� _ Jab Reference (optional) Fuss, Inc., Fort Pierce, FL 6.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:54 2019 Page 1, ID:9l7aHXT6DUKu3t7xhuW EDOzBOla-UM70SkOL8Kcl9xOi2RN3g7aW KLFI6530ysZexezGlUd Scale=1:19.9 Plate Offsets IX VI— f2:0-1-6 Edoel LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) VdeD Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.53 Vert(L-) -0.07 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.17 4-7 >483 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaWx-MP Wind(LL) 0.16 4-7 >530 240 Weight: 251b FF=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=162/Mechanical, 2=362/0-3-0, 4=83/Mechanical Max Horz 2=242(LC 12) Max Uplift 3= 169(LC 12), 2=-291(LC 12), 4=-7(LC 12) Max Gray 3=171(LC 17), 2=362(LC 1), 4=124(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-O Exterior(2)-1-8-14 to 1-3-2, Interor(1) 1-3-2 to 6-11-4 zone; cantilever left and fight 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at Joint 3, 291 lb uplift at joint 2 and 7 Ito uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 15,2019 AWARNING - Verity desfernparemefers arid IiNOTES ONTHIS AND wCLUDEDMIIEKREFERANCEPAGE Na-Tus"".1aTJ1T015BEFOREUSE. Daslgn valid for use only with MG91:9 connectors, This design is based only upon parameters shown, and Is for an Individual building component. not a muu system. Before use, the budding designer must verify fie applicablliN of design parameters and properly Incorporate this design Into the overall Nil building design. Bracing indicated is to prevent buckling of lndlvlEual truss web and/or chord members only. Adtlmonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fob,cotlon, storage, delivery, erection and bracing of trusses and muss systems. seeµSUlP11 Qugd r Cdbdo, OSB-89 and BCSI BuldklO Component Sabtar Inf000atbrnvcilobie fram Truss Plate Institute, 218 Lee 6904 Parke East Blvd. FL N. Street. Suite 312. Alexandria, VA 22314. Tampa, 33610' Job Truss Truss Type i Oty Ply T77065882 75895 KJ7 DIAGONAL HIP GIRDER 11 1 _..__ .__ �__...___ _. Job Reference o tional nuaa, !Tic., run name, r� 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:56 2019 LOADING (psf) TOLL 20.0 TOOL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2k4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inar NO Code FBC2017/rP12014 NAILED NAILED NAILED 3x4 = NAILED NAILED Scale = 1:22.4 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TO 0.43 Vert(LL) -0.08 7-10 >999 240 MT20 244/190 SO 0.38 Vert(CT) -0.07 7-10 >999 180 WB 0.18 Hord(CT) ti 5 n/a n/a Matrix -MP Weight: 341b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 4=191/Mechanical, 2=369/0-10-15, 5=212/Mechanical Max Hoa 2=224(LC 24) Max Uplift 4=-21.5(LC 13), 2=-379(LC 8). 5=-62(LC 5) Max Grant 4=191(LC 1), 2=578(LC 28), 5=324(LC 28) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 761/92. BOT CHORD 2-7=-147/656, 6-7=147/656 WEBS 3-7=-32/333, 3-6=704/158 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=2411; eave=4lq 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) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 2151b uplift at joint 4, 3791b uplift at joint 2 and 62 lb uplift at joint 5. 6) "NAILED' indicates 3-1 Od (0.148"x3") or2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=.20 Concentrated Loads (lb) Vert: 7=4(F=2, B=2) 6=-71(F=-36, B=36) 11=49(F=25, 3=25) 12— 120(F=-60, B=-60) 13=73(F=37, B=37) Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: May 15,2019 O WARNING -W1Wdeslgnpemmetenard READ NOTES ON TMSANDMCLUDEDMITEKREFERANCEPAGEM&74PJ®v.. 10VOS20159EFORE USE Design valid for use only with MBelde connectors. This design is based only upon parameters shown, and Is for an Indlvldual building component not a truss system. Before use, the building clestgner must verity Me applicoblllty, of design parameters and properly Incorporate this design Into Me overall buiidingdesign. Bracing Indicated Is to prevent buckiingofIndividual kucsweband/or chord members only. Additional temporary and petmanembrocing MiTek' Is dwcys tequiredfor stobilry and to prevent collopsa with poseble personas injury and property damage. For general guidance regarding the fabricator, storage. delil erection and bracing of trusses and truss systems, seeANSVWII Quality Cril D11419 and SCSI Building Component Sooty Infermatbrpvollobie 69D4 Padre East Blvd. from Truss Plate Instifute, 218 N. Lee Street Sulte 312, Alexandria wA 22314. Temps, FL 32610 Job Truss Truss Type / Oty Ply T17065883 75895 M Monopitch 2 1 Job Reference o tional russ, mc., ron rlerce, YL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed May 15 09:16:57 2019 ID:9t?aHXT6DUKu3t7xhuWEDOzB01a-uxhX4mSERF t1PIHiaxmSIC2FZDuJHaSf0001 5.00 12 7 Scale =1:45.9 3x4 = 3.6 II 3x4 11 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.48 BC 0.53 WB 0.72 Matnx-MS DEFL. Ve art Vert(CT) Horz(CT) Wind(LL) in (too) I/defl Ud -0.29 10-11 >604 360 -0.59 10-11 >299 240 0.05 8 n/a n/a 0.04 8-9 >999 240 PLATES GRIP MT20 244/190 Weight: 121 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 *Except* - except end verticals. 3-12: 2x6 SP No.2, 6-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS IRow at micipt 7-8 7-8: 2x4 SP M 30 REACTIONS. (Ib/size) 8=530/Mechanica1, 2=259/0-3-8, 12=733/0-7-10 Max Hoe 2=635(LC 11) Max Uplift 8=-352(LC 12), 2=-289(LC 12), 12=-412(LC 12) Max Grew 8=569(LC 17), 2=260(LC 18), 12=769(LC 17) FORCES. (Ib) - Max. Camp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-629/521, 3-4=-306/209, 4-6=-668/344, 6-7=-638/461-, 7-8= 640/677 BOT CHORD 11-12=-722/558, 3-11=-352/398, 10-11=-1118/1099; 6-10=-292/417 WEBS 4-10=-280/435, 8-10=-304/361,7-10=-971/1042, 4-11=-846l768. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 19-0-12 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 8, 289 lb uplift at joint 2 and 412 lb uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 8904 Parke East SNd. Tampa FL 33610 Date: May 15,2019 Job Truss Truss Type ) Oty Ply T77065884 75895 M1 Monopitch 1 1 Job Reference (optional) russ, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:16:58 2019 Page 1, ID:9t?aHXT6DUKu3t7sdluWEDOzBGla-N7Fvl6TsBY6jeZJTHH57 z!D?rZ72krctUYM5DzGIUZ 4-Z40 9.7-10 14-7-10 19-2-8 4-7-10 ~ 5-0-0 l 5.0.0 1 4-fi-14 r Scale = 1:45.6 `s'r4 = 3x6 II 3x4 II 6x8 _ LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress her YES Code FBG2017/TP12O14 CSI. TO 0.48 BC 0.53 WB 0.72 Matrix -MS DEFL. in Vert(LL) -0.29 Vert(CT) -0.59 Hom(CT) 0.05 Winci 0.04 (loc) Udell L/d 9-10 >604 360 9-10 >299 240 7 n/a n/a 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 1171b FT=20% LUMBER- BRACING - TOP CHORD Zx4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 'Except* - except end verticals. 2-11: 2x6 SP No.2, 5-8: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 6-7 6-7: 2x4 SP M 30 REACTIONS. (lb/size) 7=529/Mechanical, 1=120/0-3-8, 11=761/0-7-10 Max Harz 1=607(LC 11) Max Uplift 7= 351(LC 12), 1=-84(LC 13), l l=-464(LC 12) Max Gras, 7=569(LC 17). 1=212(LC 18), 11=794(LC 17) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-617/513, 2-4=-304/183, 4-5=-667/341, 5-6=-637/461, 6-7=-040/676 BOT CHORD 10-11= 732/570, 2-10=-359/408, 9-10=-1 115/1097, 5-9=-293/417 WEBS 4-9=-280/426, 7-9— 304/361, 6-9=-970/1041,4-10=-849/772 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24f ; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 19-0-12 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 7, 841b uplift at joint 1 and 464 lb uplift at joint 11. Walter P. Finn PE NIS22839 61iTek USA, Inc. FL ced 6634 6904 Parke East Blvd. Tampa FL 33010 Date: May 15,2019 QWARNING-VeU/ydeslgnpomosrfersand READ NOTES ON THISANU INCLUDED MITEKREFERANCEPAGE11firT479rev. 14703¢O15 BEFORE USE Design valid for use only with MOekO connecters. Phis design b based only upon parameters shown and la for an Individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buadingde9gn.&acing Indicated 6 to prevent buckling of Individual trunweb and/or chord members only. Additional temporary and bracing WOW permanent Is always required for stobuty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrPII Quota CdMM, BSBd9 and SCSI Budding Component Sa1Ny hformallonavo0able from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type • Dty 75895 M2 Monopitch 7 Ty7�T17065885 factional) russ, Inc., ran rieme, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 15 09:17:00 2019 Page i ID:9t7aHXT6DUKu3t7xhuW EDOzBOlaJW MfinU6jAMRusTsOiUT3OgZnmEuW cguLo1T91zGIUX -2-0-0 7-0.0 12-11-8 19-2-8 2-0-0 5-11-B 6.3.0 3x4 II Scale: 1/4'=l' 19 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171-rPI2014 CSI. TC 0.46 BC 0.58 WB 0.89 Matrix -MS DEFL. in Ved(LL) -0.15 Ved(CT) -0.32 Horz(CT) 0.04 Wind(L-) 0.16 (loc) Vdefl Ud 7-9 >999 360 7-9 >720 240 7 n/a n/a 9-12 >999 240 PLATES GRIP MT20 244/190 Weight: 891b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 4-7-3 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. - WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. REACTIONS. (lb/size) 2=822/0-3-8, 7=699/Mechanical Max Hoe 2=509(LC 9) Max Uplift 2=-585(LC 12), 7=-468(LC 12) Max Gran, 2=822(LC 1). 7=743(LC 17) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 2267/1499, 3-5=-1745/1077, 6-7— 158/259 BOT CHORD 2-9=-1885/2246, 7-9= 1082/1197 WEBS 3-9= 553/588, 5-9=330/812, 5-7=-1138/982 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45R; L=241t; eave=4fh Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 1-0-7, Interior(1) 1-0-7 to 19-0-12 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) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPl t angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 585 lb uplift at joint 2 and 468 lb uplift at joint 7. Walter P. Finn PE No.22039 Valk USA, Inc. FL Ced 8634 6904 Parke East Blvd. Tampa FL 33810 Date: May 15,2019 Q WARNING-Vedif desigrPerameteraerdREADNDTES ON TNISANOWCLUDEDMREKREFERANCEPAGEM674Mmv. 1011340159EFORE USE. Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not far a truss system. Before use, the purple designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Wading lndicatedB o prevent budding of lndvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is ciwoys required for stoblity, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcaHan storage, delivery, erection and bracing of trusses and Into systems, seeANSURiI QualMryyy Cdfedo, D5349 and SCSI SuldbD Component Safety mformaaonavallobie from inns Plate Institute. 218 N. Lee Street State 312 Alexandria. VA 22314, e904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type • ) Oty, Ply T17065986 75895 V2 Valley 4 1 Job Reference (ool'onall b.zvusuec bembmlleKmausmes,mc. vveamaylauvn,:uuzulu rages ID:917aHXT6DUKu3t7x u1WEDOzB01a-JWMfinU6jAMRusTsOiUT30gfzmNUWpYuLo1T9lzGIUX s nn fsa 2 3 3x4 4 Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n1a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) rVa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 2 We n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 5lb_FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD "2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=47/2-0-0, 2=3412-0-0, 3=13/2-0-0 Max Horz 1=32(LC 12) Max Uplift 1=-23(LC 12), 2=-40(LC 12) Max Gray, 1=47(LC 1), 2=36(LC 17), 3=25(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 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 farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has beendesigned 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1 and 40 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: May 15,2019 Q WARNXG-VaNlydestgn Ganmefen.d READNOTES ON TNXMDWCLUDEDM/TEKREFER4NCEP4GEM67W3.v. 113N.M01SBEF0RE USE Dedgn vaild for use only with Mnei� connectors. As tledgn a based only upon pammefers shown, antl Is for on Indt"ducl building component not �'- a truss sydem. Before use, fbe bulltling tleslgner must ve" me Oppof deslgn parameters antl properly Ncarpbrote this tledg^Into the overall bulltling deslgn Bracing Intllcaletl Ls fo prevent buckling of lntl'v .1 truss web and/or chord members only. Addleon.1 temporary and MiTek' permonembrocing Q always required for stablilty and topavecdlapse wim postlble perso_ injury antl property damage. .,go r general guidance regarding the fobricaflon storage. delNery, erection and bacing o} trusses and truss systems, see�NSMII Qua1ds. Cdlodq, OSM9 and BCSI auadhp Cgmpgnm} Saf�ry Inlomlg6msavoroble from True Plate Inatilufe. 21 a N. Lee Street, 5ulfe 31 z AlexondAa, VA 22314. 6904 Pella East Blvd. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply T17065887 75895 V4 Valley 2 1 Job Reference (optional) s.Omnuers cuss, Inc., an rrerce, " b24u 5 uea b zuia MI I ex mousur es, mc. wea Mav 1 b u9:1 /:ul zul u rage l 3x4 G 3.4 II A Stale = 1:11.1 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(-L) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BIG 0.19 Vert(CT) rda - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a rJa BCDL 10.0 Code FBC2017ITP12014 Matdx-P Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=116/4-0-0, 3=116/4-0-0 Max Ho¢ 1=99(LC 11) Max Uplift 1=-69(LC 12), 3= 75(LC 12) Max Grav 1=116(LC 1), 3=123(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc punins; except end verticals: BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave it;; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedur(2) zone; cantilever left and fight exposed; end vertical left and right exposed;C-C for members and forces & MI for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beefing. 3) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 751b uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA Inc, FL Celt 8634 6904 Parke East Blvd. Tampa FL 3381D Date: May15,2019 AWARNING - Verify designparemstersandREAONOTESONTHISANOWCLUOEOMREKREFERANCEPAGEMIL74T4rev.lMlYz015BEFOREUSE �■� Design volld for use only with Mnek®connectors. nlis design is based onlyupon parameters snows, and is for on lndNldual building component, not fi•�Yp a truss system. Before use, the building designer must verify the applicoblllty, of design parameters and properly Incorporate this design Into the overall buildIngdesign.Brocing Indicated is to prevent buckling of Individual hcraweb and/or chord members only. AddlVonai temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and truss syslems, seeANSVIPiI Q lBy CRnb, DSB49 and SCSI lesill Component 69M Parke East Blvd. ery Safety Inlbmlalbrwailobla from Truss Rate Institute, 218 N. Lee Street Sure 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type c 'V City Ply T1706588B 75895 V6 Valley 1 1 Job Reference (optional) a.z4u s uec a Lulff MI I eN Industries, Inc.. wed May lb uea /:V2 zuly Scale = 1:16.4 3x4 II 2 3 3x4 i 3x4 II LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n1a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 Horz(CT) 0.00 3 Na n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=190/6-0-0, 3=190/6-0-0 Max Horz 1=163(LC 11) Max Uplift 1=-113(LC 12), 3=-123(LC 12) Max Grav 1=190(LC 1), 3=202(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-190/352 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-M oo bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; S=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 113 lb uplift at joint 1 and 123 In uplift at joint 3. Walter P. Finn PE No]2839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: May 15,2019 Q WARNING- Verllydes/gnparemetera end READ NOTES ON TNLSAND WCLUDED MREKREFERANCEPAGEM674rarev. 1d%I3f20159EF0RE USE Design valid for use only with MRek® connectors. This design a based only upon parameters shown. and Is for an Individual building component, not a fi system. Before use, the building designer mustverity the opplicobility of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek- fabrication, storage, delivery, erection and bracing of vusses and puss systems seeANSUTP11 CuoBly Crill 03549 and BCSI ttuldbO Component 6904 Pahl East Blvd. Safety Informolbrnvolloble from Truss Plato Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Typt�� Oty Ply -T170fi5889 TV,.Ul 75895 VA 2 1 Job Reference (optional) 5.00 12 2 kR-• a.cVae Uec oaa l bml r explausmes, Inc. wed may lb Uu:1T:U3Lulu Pagel IKu317xhuW EDOzB01a.j52oLp%705101KCR3g2AhOS90_MbjAHL1 mF7mdzGIUU 4.0.0 3 B 3.4 i 3x4 Q LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TIC0.12 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Ven(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - Scale =1:7.5 PLATES GRIP MT20 244/190 Weight: 10lb FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural woad sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 - GOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (Ib/size) 1=94/4-0-0, 3=94/4-0-0 Max Horz 1=-19(LC 10) Max Uplift 1=-59(1-C 12), 3=-59(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=176mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; fi=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 59lb uplift at joint 1 and 591b uplift at joint S. Walter P. Finn PE No.22839 hliTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: May 15,2019 AWARNING -VerllydcearmpammeferiendREAD NOTES ONTHIS AND INCLUDEDMREKREFERANCEPAGE MILT4TJrew.rGma4)USREFOREUSE Design valid for use only with M9ek& connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a nulls system. Before use, the. building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a t0 prevent buckling of IndMducl hues web and/or chord members only. AddInanal temporary and permanent bracing WOW always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fobdcallam stereos, delivery, erection and bracing of trusses and truss systems. seeANStmil OualNy Crtbdu, DS5419 and BCSI Building Component 6904 Parke East Blvd. Safety lnformaroaovolloble from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexandria, VA 22314, Tampa, FL 33610 Truss Truss Type eL Oly PlyT77065890 F5895 VB Valley 1 1 Job Reference o tional . . ' ""' '_"- • �L b.L4u s wed a 2Ola MI I eB Industries, Inc. Wed May 15 09:17:04 2019 Page 1 ID:9t7aHXT6DUKu3t7xhuW EDOzBOla-BHcAY9xdnORMUnddYZPEE7EHNIOSCCUG07g13zGIUT 3x4 i 5PE 2 4 4z4 = 3x4 Scale = 1:14.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(I-Q rtla - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) rt/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 HOrz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP ND.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=118/8-0-0, 3=118/8-0-0, 4=248/8-0-0 Max Horz 1=49(LC 11) Max Uplift 1=-90(LC 12), 3=-90(LC 12)• 4=-122(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. WEBS 2-4=166/286 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;PC for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 901b uplift at joint 1, 90 lb uplift at joint 3 and 122 lb uplift at joint 4. Walter P. Finn PE No.22639 MTek USA, Inc. FL Con 6834 6904 Parke East Blvd. Tampa FL 33610 Dater May 15,2019 O wAANWG- Venlydesignparemeversand READ NOTES ON THISAND rNCLUDEO MREK REFERANCEPAGEMP-7473re1. 16,19,14015REFORE USE Design valid for use only win MBek® connectors. This design Is based only upon parameters shown and Is for an IndlNdual building component, not ��- a truss system. Before use, Me building designer must verity the applicability of design parameters and papery Incorporate this tlesign Into the overall building design. Bracing Indicated B to prevent buckling of Individual truss, web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication storage. delivery. erection and bracing of trusses and buss systems MOANSVTPII QuelMMyy CrBrrM, D5549 and BCSI Bull Component Sabty Nformatbrnvollable from Tmss Plate Institute, 218 N. Lee Street, SLlte 312. Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610' Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-In-slxteenths. Apply plates to both sides of truss and fully embed teeth. �-171 dr For 4 x 2 orientation, locate plates 0-1n4' from outside edge of truss. This symbol Indicates the required direction of slots in connector' plates. Plate location details available in MTek 20/20 software or upon request. PLATE SUE 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 Lf/ 7 Indicated by symbol shown and/or by text in The bracing section of the output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supportsoccur. Icons vary but reaction s) ection indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing. of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown InTfsixteenths tscale) Ill (Drawings not to scale) 1 2 3 TOP CHORDS 0 Of O U o_ O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 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 ANSI(TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury - 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/ -PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of Truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or 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 E not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Qualify Criteria.