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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design vat re in accordance with ANSI/TPI 1 section 6.3 These truss desigFILI er lj'd by others. RE: 1452443 - M'T k USA e a nc. Site Information: 6904 Parke East Blvd. Customer Info: Pace 2000 Project Name: Marshall Res Model: n/a Tampa, FL33610-4115 Lot/Block: n/a Subdivision: n/a SCANNED Address: n/a, n/a City: Port Saint Lucie State: FL tt II BY}}��'' Name Address and License # of Structural Engineer of Record, If thereSS isii�'%rrYWOIYuilding. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: 65.0 psf This package includes 138 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# I Truss Name I Date I No. I Seal# Truss Name I Date 1 IT16534866JAl 3116/19 118 1 T16534883 I B13 3/16/19 I2 1 T1 6534867 1 A2 13/16/19 119 1 T1 65348841 B 14 13/16/19 1 I3 T16534868 I A3 13/16/19 120 I T165348851 B15 13/16/19 1 14 IT16534869IA4 13/16/19 121 1 T165348861 B16 13/16/19 5 T1653487011311 13/16/19 122 1 T165348871 B17 13/16/19 6 1 T1 65348711 B2 3/16/19 23 II65348B8 818 3/16/19 7 T16534872 B3 3/16/19 24 T16534889 B19 3/16/19 8 IT16534873IB4 13/16/19 125 1T165348901-B20 13/16/19 1 19 T16534874 I B5 13/16/19 126 1 T1 6534891 1 C1 13/16/19 110 I T1 6534875 1 B6 13/16/19 127 1 T1 6534892 1 C3 13/16/19 1 Ill I T16534876 1137 13/16/12 28 I 11 §5348931 C5 13/16/19 112 T165348771 B8 3/I6/19 I29 I T165348941 C5T 13/16/19 13 T16534878 B9 3/16/19 130 1 T1 65348951 CJ2A 3/16/19 14 1 T16534879 1 B9T 3116/12 31 T16534896 E7 3/16/19 15 T16534880 B10 3/16/19 32 T16534897 E7T 3/16/19 16 T1 65348811 B11 3/16/19 133 IT16534898IF2 3/16/19 17 1 T16534882 11312 3/16119 134 IT16534899IF3 3/16/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer's Name: Albani, Thomas 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 judsdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek 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 ANSVTPI 1, Chapter 2. 39380 r ,t ,t :9 STATE OF •,'S'S/0NAL 00%% Tbomas A Albant PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke Past Blvd. Tampa FL 33610 Date: March 16,2019 Albani, Thomas 1 of 3 RE: 1452443 - Site Information: Customer Info: Pace 2000 Lot/Block: n/a Address: n/a, n/a City: Port Saint Lucie Project Name: Marshall Res Model: n/a Subdivision: n/a State: FL INo. I Seal# ITruss Name I Date No. I Seal# ITruss Name I Date 35 IT16534900IF4 3/16/19 178 1 T16534943 1 UA4 3/16/19 136 I T16534901 I F5 13/16/19 179 I T16534944 I UA5 .13/16/19 I 37 I T16534902 I F6 13/16/19 180 I T16534945 I UA6 13/16/19 I 38 I T16534903 I F7 13/16/19 181 I T16534946 I UA6A 13/16/19 I 39 _ I T16534904 I F8 13/16/19 182 I T16534947 I UA6B 13/16/19 I 140 i T16534905 I F9 13/16/19 183 I T16534948 I UA7 13/16/19 I 41 I T16534906 I F11 13/16/19 184 I T16534949 I UA8 13/16/19 I 142 I T16534907 I F12 13/16/19 185 I T16534950 I UA9 13/16/19 I 143 1 T16534908 I FG1 13/16/19 186 I T1 6534951 I UA10 13/16/19 I 144 i T16534909 I FG2 13/16/19 187 I T16534952 I UA11 13/16/19 I 145 T16534910 I FG3 13/16/19 188 i T16534953 I UA12 13/16/19 I 146 T165349111FG4 13116/19 189 1T165349541UA13 13/16/19 I 147 T16534912 I FG5 13/16/19 190 I T16534955 I UA14 13/16/19 I 48 116534913 FG6 13/16/19 191 I T16534956 I UA15 13/16/19 I 49 T16534914 FG7 13/16/19 192 I T16534957 I UA16 13/16/19 I 150 I T16534915 I FG8 13/16/19 193 I T16534958 I UA17 13/16/19 1 51 T16534916 FG9 3/16/19 94 T76534959 UB1 3/16/19 52 T16534917 F610 13/16/19 195 1T165349601UB2 13/16/19 1 153 IT165349181 FG11 13/16/19 196 1T16534961 I UB3 13/16/19 1 154 I T16534919 I FG 12 13/16/19 197 I T16534962 I U B4 13/16/19 1 55 T16534920FT5 13/16/19 �98 T16534963IUC1 13/16/19 56 T1653492i FT8 - 3/16/19 i99 T76534964 UC3 3/16/19 i 157 I T16534922 I FT7 13/16/19 1 100 I T16534965 I UC5 3/16/19 i 158 T16534923 I FT8 13/16/19 1101 I T16534966 I U D 1 13/16/19 159 I T1 6534924 I FT9 13/16/19 1102 I T7 6534967 I U D2 13/16/19 160 I T16534925 I FT10 13/16/19 1103 I T16534968 I UD3 13/16/19 161 I T16534926 I FT11 13/16/19 1104 I T16534969 I UD4 13/16/19 162 I T1 6534927 I H3 13/16/19 1105 I T16534970 I UE7 13/16/19 i 163 I T16534928 I H7 13/16/19 1 106 I T1 6534971 I UH5 13/16/19 164 I T16534929 I 1-17T 13/16/19 1 107 I T16534972 I UH7 13/16/19 165 I T16534930 I J1 13/16/19 1 108 I T16534973 UJ1 13/16/19 166 I T16534931 I J2 13/16/19 1 109 I T16534974 I UJ2 13/16/19 I 167 i T16534932 I J3 13/16/19 1110 I T16534975 I UJ3 13/16/19 I 168 i T16534933 I J4 13/16/19 1111 I T16534976 I UJ4 13/16/19 I 169 I T16534934 I J5 13/16/19 1112 I T16534977 I UJ5 13/16/19 I 170 I T16534935 I J6 13/16/19 1113 I T16534978 I UJ6 13/16/19 I 171 I T16534936 I J7 13/16/19 1 114 I T16534979 I UJ7 13/16/19 I �T1647 PPB1 _ //9 3/ �115 T16534980IUJ8 13/16119 6 IUJ9732 3/16/19 174 IT16534939I T1 13/16/19 117 T1 6534982 I UPB1 13/16/19 175 I T1 6534940 I UA1 13/16/19 1118 I T16534983 I UPB2 13/16/19 176 1T16534941 I UA2 13/16/19 1119 1T165349841 UPB3 13/16/19 177 I T1 6534942 I UA3 i 3116/19 1120 I T16534985 UPB4 13/16/19 2of3 V RE: 1452443 - Site Information: Customer Info: Pace 2000 Lot/Block: n/a Address: n/a, n/a City: Port Saint Lucie Project Name: Marshall Res Model: n/a Subdivision: n/a No. I Seal# I Truss Name I Date 121 1 T16534986 1 UPB5 3/16119 1122 1 T16534987 I U PB6 13/16/19 1123 1 T16534988 I U PB7 13/16/19 I 1124 1 T16534989 I UP138 13/16/19 I 125 I T16534999 UT2 13/16/19 126 �T16534991 I UT3 3/16/19 1127 1T16534992 I UV2 13/16/19 1128 1T165349931UV2A 13/16/19 I 1129 _ I T16534994 I UV3A 13/16/19 I 1130 I T1 6534995 1 UV38 13/16/19 1 1131 I T16534996 1 UV4 13/16/19 1 132 I T16534997 I UV5 13/16/19 1 133 I T16534998 I V3 3/16/19 134 T16534999 V4A 13/16/19 135 T16535000 V5 13/16/19 I 1136 T16535001 I V6A 13/16/19 137 T16535002 V8 13/16/19 1138 1 T16535003 I V 10 13/16/19 I State: FL 3of3 Truss Truss Type Cry Ply ;14524�43 T76534866 �Jb �(,pfima Al Common Supported Gable 1 isullaers -lust boumA, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries. Inc. Sat Mar 16 13:07:25 2019 4x6 = Ia scale=1:38.5 Plate Offsets (X Y)-- 12:0-2-6 0-1-81 f8:0-2-6 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.02 9 rdr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Ven(CT) -0.03 9 r/r 90 BCLL 0.0 ' Rep Stress Incr YES WE 0.10 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 67 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oa bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-10-0. (lb) - Max Hom 2=319(LC 9) Max Uplift All uplift 1001b or less at jojnt(s) 8 except 2=-140(LC 6), 13=-284(LC 10). 14=-111(LC 10). 11=282(LC 11). 10=-109(LC 11) Max Grav All reactions 2501b or less atjoint(s) 12, 14, 10 except 2=327(LC 1). 8=327(LC 1). 13=309(LC 17). 11=306(LC 18) FORCES. (Ile) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. BOTCHORD 2-14=-121/302, 13-14=-121/302, 12-13=-121/302, 11,-12=-121/302, 10-11=-121/302, 8-10=-121/302 WEBS 4-13=-298/295, 3-14=-318/180, 6-11=-298/293,7-10=-318/180 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDLr4.2pst BCDL=S.Opsf; Irl Cat. II; Exile C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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) 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, orconsult qualified building designer as per ANSVrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chard bearing. 6) Gable studs spaced at 2-0-0 Go. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=140, 13=284, 14=111, 11=282, 10=109. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 8. Thomas A Albanl PE No.39380 h1Rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING - per/y dead pammefemand REAONOTES ON TN/SAND MCLUOEO WEKREFERANCEPAGEM/F7473 rev. laT32015 BEFORE USE ��- Deslgnvalid for use only with Mrek® connectors. this design Is based only upon parameters shown, and Is for on hdMduol building component, not a buss system. Before use, the building designer must verify the appllcabllity of design parameters and property Incorporate this design Into me overall building design. BrocIng Indicated u to prevent buckling ofheNlduol muss web and/or chord members only. Addlflanal temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabricotian, storage, delivery. erection and bracing of trusses and muss systems saeANSlnPll Quality Cmrrdo, DSB49 and SCSI Building Component 6904 Parks East Blvd. Solely lefarmn6onovaaable from Truss Rate Institute. 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL W610 Oly Ply ;24�:3 ::�A2��PlggybakSa, T16534867 atmna0 Structural Gable COMMON I 1 1 1 Job Reference tlmlders first Source, Groveland, FL. 34736 8.240 a Mat 10 2019 MiTek Industries, Inc. Sal Mar 1613:07:28 2019 6.12 MT20HS 5x6 = Sea = t 0-0.0 10 -0 16US a 105 10-0-0 0- -0 6-3-3 6-0-13 Scale = 1:66.9 Plate Offsets(X,Y)- 12:0-0-0,0-0-01 I5:0-8-15Edgel f6:0-0-40-1-121 f8:0-1-90-1-87 f17:0-3-00-0-121 LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.21 2-18 >565 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.43 2-18 >283 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 8 n1a n1a BCDL 10.0 Cade FBC2017/TPI2014 Matrix-S Weight: 240 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 2-18: 2x4 SP M 31 1 Row at midpt 5-17 WEBS 2x4 SP No.3 WEBS 1Row at micipt 5-13.6-13 OTHERS 2x4 SP No.3 . REACTIONS. All bearings 14-4-0 except O length) 2=0-8-0, 16=0-3-8, 16=0-3-8. (lb) - Max Horz 2=AB9(LC 8) Max Uplift All uplift 100111 or less atioint(s) 15 except 2=-314(LC 11), 8=277(LC 11). 13=-438(LC 11). 16-327(LC 10) Max Gmv All reactions 250 lb or less at joint(s) 14, 15, 12, 11, 10 except 2=809(LC 21), 8=499(LC 22), 13=984(LC 1), 16=756(LC 17), 16=602(LC 1) FORCES. (lb) - Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-614/352, 3-4=-315/277, 4-5=-191/304, 6-7=-94/285, 7-8=-354/146 BOT CHORD 2-39=-279/458, 39-40=-279/458, 18-40=-279/458, 17-18=-244/476, 16-17=-202/3B2, 15-16=-202/382,15-41=-202/382,14-41=-202/382,13-14=-202/382 WEBS 3-18=-453/386, 3-17=-317/420, 5-13=-295/212, 6-13=-543/194, 7-13=-455/414 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) 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) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) 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. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 15 except (jt=lb) 2=314, 8=277, 13=438, 16=327. Thomas A. Albani PE No.39380 MiTek USA, Ina FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 ---------------- QWARNING-Verlfydesl9nperpmefer44nd READ NOTES ON TN/SANDWCLUDEDMIrEKNEFERANCEPAGEMI474MMK 10=VISHEFONE USE. Design valid for use oNy wdh Mmek®connectom mu deslgn stalled only upon parameters shown. antl Is for an Indvidual building component, not a truce system. Before use, me Witting designer must verity the applicability of design parameters and property Incorporate this all Into ma overall building tlesigb. Bracing indicated is to prevent bucNing of NdMdual truss web and/or chord members only. AddiXcnal temporary and permanent bracing Isalways required for stability and toprevent collapse will possible personal Injury and property damage. For general guldonce regarding me fabdcaaon, storage. dellvery, erection and bracing of trusses and truss systems, seeANSVWII Quality Chub, DSB49 and BC81 Bultlhp Component Safety Infomla6ergvo0oble from Truss plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. �'- MiTek* 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534868 1452443 A3 Piggyback Base 5 1 Job Reference o tional Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:07:29 2019 Page 1 10:QZd40JagbHpRkN5mN7pOOyylG_v-IOW UN 1 BTQYd_P4YIjQO4TvzgwtMX4z6ltUPVglnmii -14-0 5-2-0 10-0-13 i6-5-3 1210.14 23-8-0 4 28-0-0 1-0-0 5-2-6 44P12 B-.J 3-5-10 3-9-2 -10- 1-&D 4x6 = 4x6 O 1P nn`—,, 20 ear 1. unr — aa. — .ssa — < 4 n 5.2-0 10-0-13 1G5-3 iD-10-14 23-8-0 2A-6-0 F 5-2-0 4-10-12 6-4-7 3-5-10 3-&&�,D Scale=1:60.9 Plate Oftsets(X,Y)— f2:0-1-9,0-1-81,[5:0-4-40-1-12] (9:0-6-00-1-21111:0.6-40-2-81 LOADING (psf) .SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.75 Vert(LL) 0.23 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,86 Vert(CT) -0.25 15-17 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 HOrz(CT) 0.06 9 n/a r/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 2041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* — 5-6: 2x4 SP No.1 BOT CHORD 24 SP No.2 *Except* 8-12: 2x4 SP No.3, 9-11: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1541/0-8-0, 9=1551/0-8-0 Max Ho¢ 2=A91(LC 8) Max Uplift 2=-617(LC 10), 9=-588(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or4-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-7-15 oc bracing: 2-17 8-7-10 oc bracing: 15-17. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1687/600, 3-4=-1259/616, 4-5= 1159/643, 5-20=-975/562, 6-20=-975/562, • 6-7=-1232/673,7-8=-1319/507, B-D=-1361/374 BOT CHORD 2-17=-565/1230, 16-17=-565/1230, 15-16=-565/1230, 14-15=-280/837, 13-14=-1461713, -8-11=-87/318, 9-11=-117/633 WEBS 3-17= 101/269,3-15=-688/562, 15-18=-239/483, 5-18=-239/485, 14-19=-275/537, 6-19=-276/538, 7-14= 347/416, 7-13=-588/318, 11-13=-1291734,7-11=.71/331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 pat bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=617, 9=588. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=90, 5.6=-90, 6-10=-90, 2-15=-20, 14-15=-40, 12-14=.20, 9.11= 20 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING-ver/rydesfgn Paremetenon READNOTES ON MIS ANDINCLUOEOMREKREFERANCE PAGE6tw7sin rev. fa9112OtSBEFOREUSE ��' Design valid for use only with MiTek® connectors. This assign Is based only upon parameters shown, and Is for an individual building component not a had system. Before use, the building deal must verity me 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. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal inury and properly damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of husses and truss systems seeANSVrPII Quo1Xy Criteria, DS349 and SCSI Suldhp Component 6904 Parke East Blvd. Safely mlpenolbmvo0oble from Truss Rate Institute. 216 N. lee Street Suite 318 Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type city Ply T16534869 1452443 A4 Piggyback Base 6 1 Joh Reference o tional builders First Source, Groveland, FL. 34736 d 8.240 s Mar 10 2019 MiTek 4x6 = 06 O 12.00112 241-0 52-0 10413 165-3 19&14 23-00 52-0 41612 6-0-) &1.1p 3S2 M15 n Inc. Sat Mar 1613:07:31 2019 x4 II 3x20 MT20H5 = Scale = 1:60.9 Plate Offsets (X,1)- r2:0-1-9,0-1-81, 15:04-4,0-1-121, r9:Edge.0-3-51 110:0-1-12.0-0-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.24 16-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.25 16-18 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/1PI2014 Matrix-S Weight: 2041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' -TOP-CHORD-Structural wood- sheathingdirec8y applied or4-3-5-oc-pudins. SP No.1 BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. Except: BOT CHORD 2x6 SP No.2 *Except* 10-0-0 oc bracing: 11-13 8-13: 2x4 SP No.3, 10-11: 2x4 SP ND.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1535/0-8-0, 10=1373/0-3-0 Max Harz 2=510(LC 10) Max: Uplift 2=-609(LC 10), 10=-476(LC 11) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1681/590, 3-4=-1250/599, 4-5=-1138/626, 5-21=-959/552, 6-21=-959/552, 6-7=-1212/663,7-8=-1239/664, 8-9=-1150/408 BOT CHORD 2.18=-631/1183, 17d8=-631/1183, 16-17=-631/1183, 15-16=-30N/84, 14-15=-194!/04, 8-11=-338/330 WEBS 3-18=-101/268,3-16=-096/566, 16-19=-227/469, 5-19=-228/471, 15-20=-270/534, 6-2D=-270/535, 9-10=-1308/457,7-15=-374/434, 7-14=-634/373, 11-14=-187l742, 7-11=-218/291. 9-11=-320/942 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to provent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 2=609. 10=476. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-5=-90, 5-6=-90, 6-9=-90, 2-16=-20, 15-16=-40, 13-15_ 20, 12-13=-20, 10-11=-20 Thomas A Albani PE No.39380 hit ek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-VedfydeslgrpramefersendREADNO)ESOMTHSANDMCLUDEDMREKREFERANCEPAGEMb)4)Jrev. 10117341015BEPOREUSE Design valid for use only Mth Mmek® connectors. IDIs design Is based only upon parameters shovm, and Is far an Individual bulltling component not a truss system. Beforeuse, the building designer must verify the applicab0ty cf design parameters and properly Incorporate Ni Into the ovemll building design.&acing Indicated Is to prevent bucking of individual puss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and puss system% seeANSUIPI I Quality CMnb, 09849 and 101 Building Component SpM1ty Infam allonavaacbie from Truss Plate Immune. 218 N. Lee Sheet Suite 312 Alexandre, VA 22314. ��' MiTek' 69N Parke East Bind. Tampa, FL 33610 Truss ;14524�43 �Gvdwe �71 T16534870 B1 1 Job Reference o tional builders HIM bounce, Groveland, FL. 34736 12. 8.240 5 Mar 10 2019 MiTek Industries, Inc. fiat Mar 16 13:07:33 2019 US = US = 15 5 oxo — 1 1-2-15 1-2-15 8.2-3-5 I 14A-81.0 1.ra ]f 55182-0 - Scale=1:36.3 Plate Offsets (X,Y)— f2:Edge,0-4-31,12:0-7-4,0-2-71, f2:0-1-3,0-1-31, f4:0-0-0.0-2-01,15:0-4-0,0-2-01.17:0-19.0-1-31,17:0-7-4.0-2-71, f7:Edge 0-4-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.83 Vert(LL) 0.03 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.03 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 1031b FT=20% LUMBER - TOP CHORD 2x4 SPNo.2 _ SOT-CHORD-2x6 SPTlo.2 WEBS 2x4 SP No.3 WEDGE Left: 2x8 SP 240OF 2.OE, Right: 2x8 SP 240OF 2.0E BRACING- TDP.CHORD--Structural mod sheathing directly applied or4=8=12 o"udina.— BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. REACTIONS. (lb/size) 2=1016/0-8-0, 7=830/0-8-0 Max Horz 2=281(LC 5) Max Uplift 2=855(LC e), 7=-734(LC 9) Max Grav 2=1031(LC 41). 7=934(LC 40) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1045/734, 3-12=-1100/942, 12-13=-1143/930, 13-14= 977/921, 4-14=-881/809, 4-15=-770/793, 5-15=-770/793, 5-16=-865/800, 16-17— 963/911, 17-18=-1128/921, 6-18— 1103/942,6-7=-1084/825 BOT CHORD 2-11=-625/707, 11-19=-610//12, 19-20=-610/712, 10-20=-610//12, 9-10=-677/874, 9-21=-467/630, 21-22=-467/630, 8-22=-467/630, 7-8=-477/627 WEBS 3-10=-277/282, 6-9=-289/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; hill 5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and tight exposed ; end vertical left and tight exposed; 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 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-M 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) except 611=11a) 2=855, 7=734. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2341b down and 289 lb up at 1-7-11, 182 lb down and 131 Ito up at 2-1-10, 251 lb down and 296 lb up at 4-11-9, 2641b down and 328 Ib up at 6-5-4, 264 lb down and 3281b up at 8-2-12, 251 It, down and 296 Ib up at 9-8-7, and 182lb down and 131 lb up at 12-6-6, and 198 lb down and 2371b up at 13-0-5 on top chord, and at 1-7-11, 5 lb down at 2-1-10, 221b down at 4-11-9, 108lb down at 6-4-8, 1081b down at 8-2-12, 2.21b down at 9-8-7, and 51b down at 12.6-6, and at 13-0-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A Albani PE No.39380 &ITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2019 glnWARRIN-WA9deslgnperemerev40d REAONOTESONTNIS AND UICLUOEOM/IEKREFERANCEPAGEMLL74rare¢ 1a=u15BEF0RE USE Design valid for use only with Mir connectors. Ibis design Is based only upon parameters shown. and Is for an Individual bull6ing component not ��- a puss system. Before use, me building designer must verily the appilcablllty of design parameters and Properly Incorporate this design Into me overall building design. Bracing Indicated Is to prevent buckling of Individual thm web and/or chord members any. Additional temporary and permanent bracing MiTek' e 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, seeANSUWII duality C4fedo. DS549 and SCSI leddhD Component Safety Nformationowdloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. 6904 Parke Ent Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T16534870 1452443 B1 Hip Girder 1 1 Job Reference o twnal nunaers nrsl Source, uravelano, FL. U4736 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 4-5=-90, 5-6=-90, 6-7=-90,2-7=-20 Concentrated Loads (lb) Vert: 4=-81(B) 5— 81(B) 10=-54(B) 9=-54(B) 12=84(B) 18=69(B) 20=-6(B) 21=-6(B) 8.240 s Mar 10 2019 MITek Industries, Inc. Sat Mar 16 13:07:33 2019 Page 2 ID:OZd4OJagbHpRkN5mN7pO0yylG v-AZmOCOh_Un70ujsWyF5Oel7UVt70vOLo6Nip3mMje QWANN/NG-VerlfytleelgOPeremetersen3READNOTES ON TN/SANDWCLUDEDMREKREFFAANCEPAGEW74mlr 10=015BEFOREUSE Design valltl for use only Wn' MRek®c d---tOn. this tlsegn Is bOSetl only upon parameters shown no 6 for On NtlNitlual bu0tling component, not D true system. Belore use, me bulltling tlesigne! must verify the applkabllity o/tlesign parameters ono propeAy Incorporate this tleggn Info me overall p bulltling tleslgn.&acing intlkafetlbto prevent bucklingof IntlMtlual tons web antl/or chord members only. Atldl'.n.I temporary and pertnanenf bracing ryliT®k' b always required forstablllN and to preventcdlapeewlth possible personal Injury antl prapeM domage. For general gultlance regartling the tabrlcn8on, storage. tlelNery, erection and bracng of husses and huss systems seeANSURII G-.18yCOMM, D5 5 49 antl afSl aultlhg Component 6904 Parke Easi BNO. Sobh Nfomso8pmvoilpble hom Truss Plate Insllfute, 218 N. Lee Sheet, Sulle 312. Alexontlrla VA 54. Tampa, FL W610 Job Truss Truss Type Oty Ply ]JbRf,,,c, T16534871 1452443 B2 Hip 1 6unaers First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:34 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyyIG v-elKmOkicF5FHWrRiW=FAzgXlu9 IM8U7 m6GLVzalvid 7-5-9 3-5 9 6-5 9 7-2-7 8-2-7 11-2-7 14-e-0 3-59 3-0-0 8-1�3 -6-1 3-0-0 &5-9 3x8 MT20HS I Scale m 1:49.0 8.68 12 4x5 9 4 5 4.6 O Ia 3xB II e ° 3x8 II 30 = 3x4 = 6- 6.5.9 8.2-7 14-8.0 6- 5.11.7 1.8-14 6.5.9 Plate Offsets(X,Y)-- 11:0-0-30-0-31.11:0-0-70-5-41 fl:Edae0-0-71 f7:0-0-30-0-31.17:0-0-7,0-5-4117:Edge0-0-71 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) 0.07 1-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Ved(CT) -0.13 1-9 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.17 Hom(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP -CHORD —Structural -wood sheathing directly applied or6-0-0 o"uTilds. --BOT-CHORD`2z4 SP No.2 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x8 SP 240OF 2.OE, Right: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=780/0-3-13, 7=780/0-8-0 Max Harz 1=-335(LC 6) Max Uplift 1=-267(LC 11), 7= 270(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-876/359, 2-3=-778/393, 3-4=-52PJ311, 4-5=527/312, "= 775/394, 6-7=-868/357 BOT CHORD 1-9=-296/669, 8-9=-100/479, 7-8=-1541516 WEBS 3-9=-169/361, 5-8=-166/346, 2-9=-367/372, 6-8=-335/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0pst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) 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 grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 4 = 12 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-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except Qt=lb) 1=267, 7=270. Thomas A Albahl PE No.38380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Job Truss Truss Type Oty Ply T16534872 1452443 B3 Common 3 1 Job Reference (optional) Builders First Source, Gmveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:35 2019 44 = Scale: 1/W=1' 3x4 = e , o 3x12 MT20HS 11 2x4 II 3x8 = 3x4 = 2x4 11 E 3-9.10 7.4-0 10.5-4 13-10-0 1A-4r0 6- 3-3-103-1-4 ~ 3-4-12 d-6b Id Plate OBsets(X,Y)- f1:0-4-0,0-0-21.11:0-0-4,Ed4el LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(L-) 0.02 1-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.02 8-9 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.39 Horz(CT) 0.01 6 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 961b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP_CHORD—StmduraFwood sheathing directly applied or5-"-8-oc pudins, _ _ _ - BOT CFI0FD 2x`4 SP No.2 except end verticals. WEBS 2x4 SP No.3 -Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6:2x4 SP No.2 WEDGE Left: 2x8 SP 2400F 2.0E -REACTIONS. (lb/size) 1=74410-4-0, 6=74410-6-0 Max Horz 1=362(LC 7) Max Uplift 1=-252(LC 11), 6=-269(LC 10) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-899/322, 2-3=-698/376, 34- 701/384, 4-5=-727/297, 5-6=-709/281 BOT CHORD 1-9=-285/676, 8-9=-285/676, 7-8=-107/452 WEBS 2-8=-467/376,3-8=-373/682, 4-8=-338/314,5-7=-103/431 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=252, 6=269. Thomas A. Mbani PE No.39380 Mirek USA, Inc. FL Cart 8634 6904 Parka East BNd. Tampa FL 33610 Date: March 16,2019 Job Truss Tess Type cry Ply T16534873 1452443 B4 Half Hip Girder 1 1 Job Re�C,nal tlWiers Yust bourse, Uroveiana, FL. 34735 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:36 2019 46 = 2x4 11 3x4 = 2x4 11 3x4 = 3x4 = Scale=1:40.6 3-9-11 _ 7-0-0 8.2-0 6.8.0 12-8-3 17-2-5 22-0-0 22-6-0 3-9-11 3.2-5 1-2-0 & 4-03 4E3 4-9-11 t�h Plate Offsets (X,Y)-- I4:0-4-0.0-2-01, f74:0-6-12.0-3-81 LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 15-16 >999 240 . MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.0411-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.30 Horz(CT) .0.01 10 n/a his BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 154 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 _— TOP-0HORD—Structuralweodsheathing-directhjepplled or B-O=0 oc pudins, except —BOT CHORD-2x6 SP No.2'Except* end verticals. 5-15:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 Do bracing: 13-14,12-13. 9-10,6-13: 2x4 SP No.2 REACTIONS. (lb/size) 10=627/0-6-0, 2=636/0-8-0, 13=1826/0-4-0 Max Horz 2=321(LC 5) Max Uplift 10=-312(LC 5), 2=-341(LC 8), 13=-1017(LC 5) Max Gray 10=627(LC 1), 2=684(LC 29), 13=1826(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 660/246, 3A-353/349, 4-5=-233/286, 5-6=-213/281, 6-7- 393/266, 7-8= 393/266, 8-9=-653/372, 9-10=-580/324 BOT CHORD 2-16=340/530, 14-15=-177/387, 5-14=-238/343, 13-14=-347/293, 12-13=33B/288, 11-12= 375/653 WEBS 14-16=-295/448,3-14=-402/260, 6-12=-561/791, 7-12=352/275, 8-12= 311/142, 8-11= 286/260, 9-11=-372/741, 4-14=-483/352, 6-13=-982/548 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 3-8-0 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 1001b uplift at joint(s) except Qt=lb) 10=312, 2=341, 13=1017. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 Its down and 2771b up at 7-0-0 on top chord, and 4541b down and 275lb up at 7-0-0 on bottom chord. The desigrdselecgon 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+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 4-9=-90, 2-15=20, 10-14=-20 Thomas A. Albani PE No.36360 MiTek USA, Inc. FL Cod 6634 $904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Ln17AN&%n_WWjdgn paramefensand HEAD NOTES ON WISAND INCLUDED MI7EKHEFEHANCEPAGEUX7423MV.. lBAUMV15BEFOHEUSE. Design valid for use only with MBek® Connectors. Ins design Is based orry upon parameters shown, and 6 for an Individual bulicong component, not a truss system. Before use, the building designer must verify the applicability of design parameters and praperiy Incorporate rids design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual truss web antl/or chord members only. Addlllonal temporary and permanent bracing 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the SaHry N/emrOtbmvol able fromTrruss Plate Instion and tute, 2 B N. Lee 6hoftamosiond oo.systems, lte 312. Alexv�aa, Vua'VA 22314Ue� D9E49 and EC6I auldarp Component �'' MiTek' floes Parla, East Tampa, FL 33610�d 7 b Truss Truss Type City Ply r145244:3:::: T16534873 B4 Half Hip Girder 1 �Jqb rence fnnfinnal) Bui does First Source, Grovmand, FL. 34736 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-171(B) 17=-377(B) 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:36 2019 Page 2 ID:OZd40JagbHpRkN5mN7pOOyylG_v-b8RXrOksni V719b5dOejGOlyOisZDEYnU4bMOOmMib AWARNING- VedtydesraApmemeleraend READN07ES ON TNISANDtNCLUDEDMR KREPERANCEPAGEMIP747aray. 1aNa4rp158EFORE USE. ' Design volld for .aa only wim Mfir connectors. Ns design B based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, fine buiding designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Brochg Indicated 6 to prevent bucWing of individual truss web and/or chord members any. AddlMonol 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 fobdcaflon storage, delvery, erection and bracing of trusses and Muss systems seeANSVIPII Quality Cmefia. OS549 and SCSI Suldhp Component Safety kdormatbrsavolloble from Truss Rafe Imlrute. 218 N. Lee Street State 31Z A manddo. VA 22314. MiTek' 6904 Parse East Blvd. Tampa, FL 33610 Job Truss Truss Type cry Ply T76534874 1452443 B5 Half Hip 1 1 Job Reference fnntinnall Builder's First Source, Groveland, FL. 34736 I 8.240 s Mar 10 2019 MiTek Industnes, Inc. Sat Mar 16 13:07:37 2019 5x6 = 2x4 II 3x6 = L 4 22-0.0 2 -6 6.8.4 6.7-12 -6- Scale = 1:42.8 Plate Offsets (X,Y)— f5:GA-0,0-2-01 f11:0-3-0 0-0-121 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP - TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.12 2-12 >865 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Ved(CT) -0.23 2-12 >436 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.42 Horz(CT) -0.01 8 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 133 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP —CHORD —Structural wood sheathing directly -applied -or 6-0=0 oc pu ins except — —BOT-CHORD—aic4SPTlo.2'Excapt* end verticals. 4-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=650/0.6-0, 2=555/0-8-0, 10=1335/0-4-0 Max Horz 2=422(LC 7) Max Uplift 8=-350(LC 6). 2=-174(LC 10), 10=-707(LC 10) Max Grav 8=688(LC 22). 2=555(LC 1), 10=1335(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-431/106, 3-4=-231/315, 4-5=-212J314, 5-6=-587/398, 6-7=-587/398, 7-8=-628/380 BOTCHORD 2-12= 181/251, 10-11=-302/221, 9-10=-274/204 WEBS 3-11=-367/201, 5-10=-958/570, 5-9=-35SR83, 6-9=-670/469, 7-9=-364/676 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R 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-M 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) except Ut=1b) 8=350, 2=174, 10=707. Thomas A Albani PE No.39380 MiTek USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O WARNING- Veritydes/9npamenteraand READ NOTES ON TNISANOMCLUOEOMREKREFERANCEPAGEMIF74Tarev. ra=za15BEFORE USE Design valid for use only with MRekg connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bustling design. Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adtlitional temporory 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 hues systems seaANSViPH Cuoly CrSerb, DSB49 and SCSI SWdhp Component Safety Inform nlonavoilable from Two Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314, ��- ss MiTek 69N Parke East Blvd. Tampa, FL 31610 Job Thus Truss Type City Ply ' T16534875 1452443 B6 Roof Special Girder 1 1 " Job Reference (optional) Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MTek Industries, Inc. Sat Mar 16 13:07:392019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyy1G_v-7j7tTRmk3duZcdJgl W COtONOBvne00ZDA2g10jzaMiY 3 84 I 2-4-0 2410- 00 &572&118-0 B1-6-0 4 -0 4 -0 8.: 4x6 = 3x4 = 3x6 = 2.4 II US = 4.6 = ' 3x8 = 3x6 = 5xa II 1-8-0 4-DO 8-8-0 U-4.0 f8-8-4 24-4-0 2 1 -0 1-8-0 MO 4-8.0 48-0 5-0-0 5-]-f2 -8- �d Scale=1:49.9 Plate Offsets (X,Y)-- 12:0-1-13,0-1-81, 13:0-6-4,0-2-41, 16:0-4-0,0-2-01, 19:0-4-0,0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) 0.11 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) .0.1913-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 1881b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except` BOT CHORD 8-9: 2x4 SP No.2 WEBS REACTIONS. (Ili 9=129710-6-0, 2=1362/0-8-0 Max Harz 2=575(LC 5) Max Uplift 9=-609(LC 5), 2=-694(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16537736, 3-4= 2881/1172, 4-5=-2043f753, 5-6=-1338/556, 6-7=-985/546, 7-8=-744/394,8-9=-12451606 BOT CHORD 2-15=-822/1318, 14-15=-821/1333, 13-14=-1429/3014, 12-13=-777/1609, 11-12=-777/1609, 11-16=-460t744, 10-16=-4601744 WEBS 3-14=-718/1909,4-14=-1081/477,4-13=-14487743, 5-13=-171/537, 5-11=-888/591, 6-11=-108/328, 7-11=-274/498,7-10=-924/570, 8-10=-585/1273 Structural wood sheathing directly applied or 3A-9 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-11 oc bracing. 1 Row at 111 8-9, 7-10 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I0.0ps1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=609, 2=694. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 282 lb down and 411 lb up at 1-8-0 on top chord, and 5lb down at 1-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1.3=-90, 3-4=-90, 4-6=-90, 6-8=-90, 2-9=-20 Concentrated Loads (Its) Vert: 3=137(B) Thomas A.Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-Verlydesign perameten and READ NOTES ON TN/SANDINCLUDW NmEKREFERANCEPAGENIP74M rev. 1g 15eEFOREUSE. Design for use only with MTek® connectors. This design b based only upon parameters shown, and Is for an Individual bulling component, not ,ud a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall burring design. Bracing hdiccted Is to prevent buckling of IndMdud truss web and/or chord members only. Additional temporary and permanent bracing WSW Is always required for stability and to prevent collapse with possible personal lniury and property damage. For generol guidance regarding me fabrication. storage, delivery, erection and bracing of busses and truss systems seeANS rni Qua@, CMeria, D5549 and BCSI Building Component 6904 Parke East Blvd. Safety mfommtlorgva0able from Truss Plate Institute, 218 N. Lee Snoet. Suite 31Z Mexondtio. VA 22314. Tamps. FL 33610 Truss Truss Type Oty Ply r1452443 T16534876 B7 Roof Special 1 1 Job Reference (optional) aW leers First Source, urovelan0, I-L. 34135 I: 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:40 2019 4x6 = 3x4 = 4x6 = 2.4 II 5x8 = 3.6 3x8 = 6.8 = &8-0 6-0.0 15-4.0 24.4-0 24 e 3-8-0 2-4-0 9-4.0 9-an We =1:56.7 Plate Offsets (X.Y)- 13:0-6-4 0-2-41 [6:0-4-00-2-01 18:Edne 0-2-01 [9:0-3-B 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.24 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.3910-12 >727 180 BCLL 0.0 Rep Stress lncr YES WB 1.00 Hom(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix-S Weight: 1701b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 •Except• 8-9: 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 ec bracing. WEBS 1 Row at midpt 8-9,7-9 REACTIONS. (lb/size) 9=1305/0-6-0, 2=1492/0-e-0 Max Harz 2=676(LC 7) Max Uplift 9=-605(LC 7), 2=-616(LC 10) FORCES. (Ib) - Max. Comp./Mi Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1855/667, 3-4=-2075f794, 4-5=-2730/1160, 5.6=-1118/577, 6-7=-931/543, 7-8=-264/284 BOT CHORD 2-13=-764/1462, 12-13=-764/1459, 11-12=-671/1395, 11-14=-671/1395, 10-14=-671/1395, 10-15=-395/525,15-16=-395/525, 9-16=395/525 WEBS 3-12=-361/1148,4-12_ 1802/860,5-12=-658/1397,5-10=-899/622,6-10=-117/320, 7-10=-341/829, 7-9=-1182/603 NOTES- 1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) except at=lb) 9=605, 2=616. Thomas A Albani PE No.39380 MTek USA, Inc, FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 OWARNING- Verllydealgnperemefemend BEADNOIESONMSANGINCLUDEDMREKBEFENANCEPAGEMM7473rev. 1NDY101SBEFOBEUSE Design valid for use only with MOek® 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 verily the applicablllly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of holviducl truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collome wins possible personal Injury and property damage. For general guidance regarding the fobricanon storage, doWery, erection and bracing of trusses and truss systems weANSVWII Cuo@s. C Redo, 05049 and SCSI Building Component 6904 Paba East Bind. Safety krformallonavoliable from Tress Plate Institute. 218 N. use Street, Sulie 312 Maxondda. VA 22314. Tampa. FL 33610 Thus Truss Type cry Ply F14524 T16534877 �Jb 43 B8 Root Spedal 1 ence(ootional) builders 1-Irst Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek 46 // 5x6 = 3x6 II 2.4 II 5.8 = 5x8 = 10 5x8 = 3x4 = Inc. Sat Mar 16 5-8-0 8-0-0 -0- 12-8.0 16- -1 1]-4 1 7 2 1 -0 5.8-0 2-4-0 -0. 3-7-15 3.4-1 -3-1 7-0.0 0.0. 2019 Scale = 1:68.7 Plate Offsets(X,Y)-- f2:0.1-120-1-8) (3:0-6-4.0-2-47 (13:0-5-80-2-87 (15:0-4-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.19 12-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.33 12-15 >852 180 BCLL 0.0 Rep Stress Incr NO WE 0.99 HGrz(CT) 0.06 10 rva n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 225 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 8-9:2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 10-15: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except' WEBS 9-10: 2x6 SP No.2 JOINTS REACTIONS. (lb/size) 10=1485/0-6-0,2=1660/0-8-0 Max Harz 2=774(LC 7) Max Uplift 10=-619(LC 7), 2=-628(LC 10) Max Grav 10=1560(LC 2), 2=1660(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3= 2115/658, 3-4=-19231716, 4-5=-1044/284, 5-6=-1175/410, 6-7=-1032/472, 7-8=-1212/682, 8-9=-923/530, 9-10=-1426/631 BOT CHORD 2-18=-764/1793, 17-18=-763/1799, 15-17=-1656/3809, 15-25=-1171/3123, 12-25=-1171/3123,11-12= 663/1914,ll-26=-278/312,10-26=-278/312,16-27— 3006/1608, 14.27=-3006/1608,13-14=-1046/550 WEBS 3-17=-241/865, 17-23=1324/2034, 4-23=-1329/2042, 11-22=-373/608, 8-22=-373/609, 11-19=-561/1490,9-19=-561/1490,15-16=-293/393,16-20=-815/717,5-20=-783/691, 12-13= 214/882,13-21=670/606,7-21= 574/528,14-15=-611/992,12-14=-1406/596, 11-13=-1919/995,16-17=-3225(1630,4-16=-2347/1199 Structural wood sheathing directly applied, except end ver8cals. Rigid ceiling directly applied or 4-6-3 oc bracing. Except: 3-4-0 oc bracing: 14-16 5-6-0 oc bracing: 13-14 1 Row at midpt 9-10, 9-11, 7-13 1 Brace at Jt(s): 14, 13, 22, 16, 23 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(7) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and fames ,3 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pet 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 10=619,2=628. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-90, 3-4=-90, 4-8=-90, 8-9=90, 2-10=-20, 13-11li Thomas A. Albanl PE No.39300 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: O WARNING -VedNdesf9aparamet1,r8rd READNOTES ON MMANDWCLUDEDMITEKREFERANCEPAGEMRT4"mx faaYfa156EFOREUSE ��• Dedgn vol0 for use only wIM Mffa ® 0 o"tors. "" design Is basetl only upon parameters shown, and 6 for an Ind2ol buadlnB wmpo'h not a huss system. Before use, the b"O ng designer must verify the appllcabillN at de""I parameters and properly Inrorporote m6 design Into the overall f. buIId design.Bmcinginciaotedia.preventbucNingoflndividualtmssweband/.'chord members only.AtltllHanaltemporaryantlpermanentbrocNg MiTek' a alwaysrequlred(oratobiliNandtopreventcoliap59withpossiblepersonalNNryandpropertyda8ymage. For generalBultlanceregortllnBthe 4abIf, Inlorma6orxrvallabla ham iNas pate IrnsaMe, 218 Ne lea Sheet, Suite 312 Al a�o. VVA22314Mub, DSt1-09 and 6C511u1dlsp Componr of Tampa, Ft. 33610 Sd March 16,2019 Job Truss Truss Type Oty Ply T16534878 1452443 B9 Roof Special 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:42 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyyIG v-PIpo5TodMYG8T42F_el7Vf7wf7pvdn8gsO2hd1 zaMiV -tE-e azs 7-6-0 11-151p4Q 12-03 15-1415 ib0 az.6 a.5-t1-sls�loi z� s1% Scale = 1:61.1 r 8.50 12 3x6 i r4 = 17 16 14 3x4 = 12 3x6 = 11 2x4 11 5x8 = 3.4 = 2x4 II 3x4 = 3x6 = 10.9-1 15-11-15 7-e-0 11t2-12 1tWF11d44-z-s M11-s15�-z1 lh.oBA on.11 Plate Offsets (X,Y)- 14:0-6-4.0-2-41 115:0-4-8 0-1-12j 116:0-2-0 0-2-0) LOADING (psg SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.27 14 >687 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.34 14 >546 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.93 Horz(CT) -0.15 21 n/a n/a BCDL 10.0 Code FBC20171-rP12014 Matrix-S Weight: 1301b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-11: 2x4 SP No.1 WEBS 2x4 SP No.3 "Except' 4-16,5-14,18-21: 2x4 SP No.2 WEBS JOINTS REACTIONS. (Ib/size) 2=1112/0-8-0, 11=828/Mechanlcal, 21=282/Mechanical Max Hom 2=748(LC 10) Max Uplift 2=-311(LC 10), l l=-356(LC 10), 21=278(LC 10) Max Grav 2=1112(LC 1). 11=828(LC 1), 21=314(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23= 1274/182, 3-4=-926/143, 4-5=-274/173, 5-6=-277/213, 6-7=-255/203 BOT CHORD 2-17=-708/1166, 16-17=-70all 166, 14-16=-2412/4065, 12-14=-1860/3476, 11-12=-657/1455, 13-15=428612546, 10-13=-2553/1240 WEBS 4-16=-1774/3073, 14-15=489/455, 15-18=-569/299, 5-18- 517/331, 8-21=-251/208, 13-14=-783/924,12-13=-1075/722,10-12=-679/1278,10-11=-16591749,15-16=4201/2473, 4-15=-2830/1794,3-16=-509/301 Structural wood sheathing directly applied or 5-0-7 ocpudins. Rigid ceiling directly applied or 3-11-12 oc bracing. Except: 2-10-0 oc bracing: 13-15 3-7-0 oc bracing: 9-13 1 Row at midpt 18-21, 4-15 1 Brace at JI(s): 9, 13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except 01=16) 2=311, 11=356, 21=278. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 14=-90, 4-6=-90, 6-8=-90, 2-11=-20, 9-15=50 Thomas A. Alban PE No.39390 IdTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING-Vsd17de41SnPeamefenend HEAD NOTES ON MISANDINCLUDWD KREFENANCEPAGEMIF74M.I idN12015BEFOHE USE Design valid far use only with Mnek® connectors. Thb design Is based only upon parameters shown, and Is for an IndMdvCd buiiding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall bullding design.Bracing Indicated Is to prevent buckling of lndMdual truss web and/Or chord member only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal mury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hums and huss systems meANSWII GuatB�• CrBnly, D9S419 and IIC31 Iiuldbp Component Safety Infannotioncryd oble from Truss plate Institute, 218 N. We Sheaf Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL W610 Job Tmss Truss Type PlyT16534879 1452443 B9T Raof SperAal r 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 5xB = 5 6 8.50 12 4x8 i 3x6 i 4 Z6'1 8.240 s Mar 10 2019 MITek Zd4DJagbHpRkN5mN7pOOyyIG_v-Mgw rooa 1331 1S11g5 101 330 I 2-015 2xa II 9 /1114x6 = 29 Axe II 5x8 = antra 25 24 23 SOB = 16 13 12 2x4 II 5x8 11 5xB = 2x4 11 2x4 11 1405 3)-1 10-0-0 1b7-1 ;9!�- 5 1-0-13 331 )-00 -01-15 1-112-0-3 1.1 15-11-3 1913 1d3 4 15 131s bLL1 t-32 to-t 1-to-t4 "o a&1 04-0 0412 054 Inc. Sat Mar 16 13:07:44 2019 Scale: 3/16'=I' Plate Offsets (X,Y)-- 15:0-6-4,0-2-41, f20:0-5-12,0-2-01 121:0-2-0,0-2-01 122:0-5-12.0-2-121 I29:0-2-8 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.25 19 >746 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.32 19 >584 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.85 Horz(CT) 0.17 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 140 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-24: 2x4 SP No.3, 14-22: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 5-21,6-19,29-30: 2x4 SP No.2 WEBS JOINTS REACTIONS. (lb/size) 2=1121/0-8-0, 12=855/Mechanical, 30=266/Mechanical Max Holz 2=748(LC 10) Mau Uplift 2=-306(LC 10). 12=-363(LC 10). 30=-266(LC 10) 'Max Grav 2=1121(LC 1), 12=855(LC 1), 30=297(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1150/120, 3-4=-2237/991, 4-5=-1178/259, 5-6=-438/370, 6-7=-307/251 BOT CHORD 2-25=-677/1198, 4-22=-417/893, 21-22=-1503/2448, 19-21=2450/4161, 17-19=-1908/3576, 15-17=-671/1502,14-15=-66a/1513,18-20=-4408/2614,11-18=-2633/1271 WEBS 4-21=1496/928,21-28— 1788/3196,5-28_ 1041/1940,19-20=-644/521, 20-29=-2529/1623, 12-14=-870/375, 18-19=-805/949, 17-18=-1097/742, 11-17=-698/1317, 11-14=-17001769, 20-21=-4085/2384,20-28=-1026/614,28-29=582/986,5-29=-2142/1390, 3-25=916/593, 22-25=-756/1373, 3-22=-737/1103 Structural wood sheathing directly applied or 3-11-1 oc puffins. Rigid ceiling directly applied or 3-11-8 oc bracing. Except: 2-9-0 oc bracing: 18-20 3-6-0 oc bracing: 10-18 10-0-0 oc bracing: 22-24 1 Row at micipt 6-19, 29-30 1 Brace at JI(s): 10, 18, 28 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exa C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposec[C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except 61=11a) 2=306, 12=363, 30=266. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=-90, 5-7=-90, 7-9=-90, 2-24=-20, 23-24=-20, 15-22=20, 12-16= 20, 10-20=-50 Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING-Ver/ydesignperamefersend REAONOTES ON THISAND/NCLUDEDM?EKREFEHANCEPAGEMX747Jrev. 10TUAIpiSBEFORE USE Design valid for use only with MgekO 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 veMy fee opplicablilty of design nommeters and properly Incomorate this design Into the overall building design. Bracing Indicated Isto prevent backing of Individual truss web and/or chord members only. Addifionpl temporary and permanent bracing Is always required! for stability and to prevent collapse with possible personal Inj ry and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSIMII Quality Criteria, US549 and SCSI Suldhp Component SnbM Infeenatbrravallable from Tess Plate Institute. 218 N. Lee street sure 312 Alexandria, VA 22314. M3Tek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply T16534880 7'52443 B10 Roof Special 1 1 �JobFeference 1pWionell buimers rust bourse, Unavelana, I-L. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:0T.45 2019 2.4 II 3x4 i 3x6 II 5x8 = 5x8 = 2x4 II 5 3 m 8.50 12 17 2x4 i y b 2 = I 3x4 G 16 15 13 3.4 = 11 3x6 = 10 2x4 II 5x8 = 3x4 = 2.4 II 3x4 = 3x6 - 15-11-15 SB-0 BQO q1-1 10.Bd W M5 15.113 sa-0 zw-0 nn 1-az 1-a-z 18-z 1-10-14 oalz Scale=1:61.1 Plate Offsets (XY)- r2:0-1-12,0-1-81, f3:0-6-4.0-2-41 114:Od-8.0-1-121 115:0-2-0 0-2-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.22 13 >828 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Ven(CT) -0.30 13 >627 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) -0.10 19 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 12316 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-10: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 17-19:2x4 SP No.2 WEBS JOINTS REACTIONS. (lb/size) 2=1112/0-8-0, 10=826/Mechanical, 19=284/Mechanioel Max Hom 2=748(LC 10) Max Uplift 2=311(LC 10), 10=-333(LC 10), 19=-301(LC 10) Max Gmv 2=1112(LC 1), 10=826(LC 1), 19=325(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-1217/138, 3-4= 903/125, 4-5=-589/486, 5-6=-257/193 BOT CHORD 2-16=-626/1018, 15-16=-627/1027, 13-15=-2255/4059, 11-13=-1743/3448, 10-11=-616/1445,12-14=-0247/2385,9-12=-2534/1161 WEBS 3-16=-5/256,4-15=-1788/2915, 13-14=-468/451, 14-17=-804/736, 5-17=-709/659, 7-19= 264/226, 14-15=-4280/2395, 4-14= 2537/1329, 12-13=-732/912, 11-12=1064/677, 9-11=-635/1268,9-10=-1648/702 Structural wood sheathing directly applied or 4-4-9 oc pudins. Rigid ceiling directly applied or 4-1-9 oc bracing. Except: 2-10-0 oc bracing: 12-14 3-7-0 oc bracing: 8-12 1 Row at micipt 17-19 1 Brace at Jt(s): 8, 12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for buss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=311, 10=333, 19=301. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-90, 3-4=-90, 4-7=-90, 2-10= 20, 8-14=-50 Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O WABNWG- Verlfydealgnperemeten.d RF DNOWSONMOMDWCLUDEDMREKHEFEFANCEPAGEUX7473me 10N.' W156EFOREUSE Design vOIIO for use only wlm MBek$ connector, IDb design IS bOsco only upon parameters shown, and Is for on IntlNltluol bu0dmp component. not ��- o tnrss system, Before use, the bu0tling desl0ner must ve,ify Me applicpblllty of tledgn Parameters pntl properly Incorporate Mls tlesl9n Imo me Overall bullding design.& acing mdlcctad is to prevent buckling of IndMdualin_web pntl/or chord members only. Adtlitbn-1 temporary antl permanent bradng MiTek' a always requlretl for stpbOM7 andto prevent collapse w8h pOsslble personal Iry'ury and propeM tlampge. Forgeneipl gultlpnce '.gold-, the fobrI00HOn Storage, do".(y. Brec,.n pntl bracing of }NSser an, tNa55vatemS Se.ANSUIP11 GOpIMMyy Cm•dD, DSBd9 and 5C3I ereanD compon•nf Spf•ty mformptbrrnoJobte ham Truss VA 22314. fi904 Parke East BNd. Tampa, FL W610 Rate Ira" te. 218 N. Lee StreaL Suite 312. Alexandria. Job Truss Truss Type O1Y Ply T16534881 :Job 1452443 all Roof Special 1 1 Reference fbolumall ouimvi o n,a, avww, UIUVUIeFIU, rL. 04e00 6.a4e s mar iv zun ml lex measures. me. bat Mar 1b 13:U1:4b'4U19 2x4 11 Scale=1:60.8 7 2x4 11 3x4 G 6 2x4 11 — 2x4 11 d 5 5x8 — 4k6 = 8.50 Fl2 3 172x4 vma 2 d1 1 b�N 3x4 = 16 15 13 3x4 = 11 3xe = 10 2x4 II 4x12 = 3x4 = 3x4 = 2x4 11 3x6 = 1611-15 192bee 11-111-1 9-1�1-15 te&1 12iJ 1405 15-lli 3-..21 Q11-1$ Z.— 1-e-z 1-8-z 1-e-z 11-1 call Plate Offsets (X 1)-- (3:0-6-0 0-2-01 r14:0-5-8 0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 30.0 Plate Gnp DOL 1.25 TC 0.66 Ven(LL) 0.20 13 >945 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.2611-13 >703 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(CT) -0.09 19 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 120 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. Except: 2-10: 2x4 SP No.t 2-10-0 oc bracing: 12-14 WEBS 2x4 SP No.3 *Except* 3-7-0 oc bracing: 8-12 17-19: 2x4 SP No.2 WEBS 1 Row at midpt 17-19 JOINTS 1 Brace at Jt(s): 8, 12 REACTIONS. (lb/size) 2=1116/0-8-0, 10=827/Mechanical, 19=286/Mechanical Max Horz 2=748(LC 10) Max Uplift 2= 311(LC 10), 10=329(LC 10), 19=-306(LC 10) Max Grav 2=1116(LC 1), 10=842(LC 17), 19=328(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1258/170, 3-4=-1275(188, 4-5=-556/453, 5-6= 257/197 BOT CHORD 2-16=-700/1133, 15-16=-697/1137, 13-15=-2197/4035, 11-13=-1719/3499, 10-11=-609/1463,12-14=4133/2253, 9-12=-2565/1145 WEBS 3-15=0/599, 4-15— 592/859, 13-14=365/379, 14-17=-673/599,5-17=-577/520, 14-15=2929/1639,4-14=-14291729,7-19=-265/227,12-13=-608/721, 11-12=-1087/669, 9-11=-624/1282, 9-10=-1669/695 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II: Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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 chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=311, 10=329, 19=306. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 4-7=-90, 2-10= 20, 8-14=-50 Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 F14524�43 ]B12� jR,,fSpYpdWJ T76534882 Girder���Job ference (optional) pursuer s 1.151 ouurce, uroverang. I-L. 44100 8.50 12 4 18 17 16 3x4 = 2.4 II 6x8 = b.Z4u 5 mar IV zu Ia MI I ex 21 3x4 i 14 2 3x4 = 3xd = 3x6 0 3xe = 2x4 111 4x6 = 11-2-1 13i3 1)-lt-t5 1-00I tg I 8i-13 B^11.15 18-1-to, A15E5 1L11J fF"'JJ o�,o Inc. bat mar ib 1u:ur4b LuTa raga T 7V0Kvs)awFuYYgmI UgYFxV7rhzaMi P Scale =1:69.6 Plate Offsets (X,Y)— f3:0-6-4,0-2-01, f15:0-5-%Edgel LOADING (psi SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefl Lid PLATES- GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.85 Ven(LL) 0.39 12-14 >534 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Ven(CT) -0.5212-14 >404 180 BCLL 0.0 ' Rep Stress bar NO WB 0.99 Horz(CT) -0.18 21 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdz-S Weight: 135 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-8: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 -Except' 11-17; 2x4 SP M 31 WEBS 2x4 SP No.3'Except- 20-21:2x4 SP No.1 WEBS JOINTS REACTIONS. (lb/size) 2=1131/0-8-0,11=910/Mechanical,21=364/Mechanical Max Horz 2=948(LC 8) Max Uplift 2=-412(LC 8), 11=-344(LC 8), 21=-391(LC 8) Max Grav 2=1131(LC 1), 11=g59(LC 40), 21=419(LC 40) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1190/275, 3-4=-2335/459, 4-5=-095/206, 5-6=-674/261, 6-7=-332/115 BOT CHORD 2-18=905/991, 17-18=-892/980, 16-17=-892/980, 14-16=-3022/5389, 12-14= 2344/4695, 11-12=-821/2021,13-15=-5607/3187,10-13=-3491/1554 WEBS 3-16=-353/1809, 4-16=-302/114, 14-15=-407/493,15-20=-79B/778, 6-20=-681/672, 8-21=-315/296, 1546=-0119/2004, 4-15= 2313/1068, 13-14=-918/993, 12-13=-1325/869, 10-12=-807/1618, 10-11=-2200/893 Structural wood sheathing directly applied or 3-9-5 oc pudins. Rigid ceiling directly applied or 44-14 0o bracing. Except: 2-5-0 oc bracing: 13-15 2-11-0 oc bracing: 10-13 10-0-0 oc bracing: 9-10 1 Row at midpt 15-16, 4-15, 20-21 1 Brace at Jt(s): 9, 13, 10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 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 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (t=lb) 2=412, 11=344, 21=391. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 282 lb down and 411 lb up at 1-8-0 on top chord, and 5lb down at 1-8-0 on bottom chord. The designtselection 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 Thomas A Albani PE No.39360 Ii USA, Inc, FL Cart 6634 Si Parke East Blvd. Tampa FL 33610 Date: March 16,2019 gLnWnA"-Wg&?..ignperemetemand BEADNOMSONMSANDWCLUOEOMREKRUEFANCEPAGEMA74MMX fGAYf015BEFOREUSE Deegn volld for use only with Mnek®Connectors. This design is loosed only upon parameters shown, and Is for an IndMdual building component. not a truss system. Before use, the building deslgner must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucking of individual tuns web and/or chord members any. Additional temporary and permanent bracing IS always required for star ilty and to prevent collapse with possible personal injury and property domage. For general guidance regording the fabrication. storage, delivery. erection and brocing of trusses and fuss systems meANSVIP,t Quality Cdhi D3349 and SCSI Building Component Safety Nlormnlbuwallable from Truss Plate Iasfifufe. 218 N. Lee Sheet Site 312. Alexandria VA 22314. ��- M!Tek' 69N Parke East Blvd. Temps, FL 33610 Oty PlyT765348843 F1424 ]S1 �Roofl Girder 1 1 Job Reference (optional) nutlaers i-lM source, Groveland, FL. 34736 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90,3-4=-90,4-8=-90,2-11= 20, 9-15=-50 Concentrated Loads (lb) Vert: 3=137(F) 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:07:48 2019 Page 2 ID:OZd4DJagbHpRkN5mN7pOOyyIG v-ESA3MW1OyODIB7VOKvs%IwFuYYgm1 UgYFxV7rhraMliP Q WARNING. Vetlly Eesienparame(e..mf READNOTES ON MMANDINCLUDEDMREKREFERANCEPAGEM674M.V.. 14=0156EFOREUSE Design valid for use only with Mrek®connectors. ThIs design Is based only upon parameters sbown, and Is for On InOMdual building component, not a truss system. Before use, me building designer must verity the applicability Of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated Is to prevent bucWing of Individual him web and/or chord members only. Addiflonol temporary antl permanent bracing Is always required for stability antl to prevent collapse with possible personal injury and property tllossmalga. For general guidance regarding the Safety Intonartionamellable tram Tess Rate Insfltute.2 8 N. Lee Sheet. Sete 312, A oxondrlo, OVA 22314Mn1p, Daddy and SC31 EgStlbD Component MiTek' Te pee Le 338 0BN0. JobThus T�SPPdWl OtY Ply T76534883 B13 R 1 �Jb �(,ptim at) aullUers riw source, uroveiana, I-L. J4/4a 8.241.1 s Mar TU zulu MI I ex Industries, Inc. Sat Mar 15 T3:W:4B 2U1B Pagel ID:OZd4GJagbHpRkN5mN7pOOyyiG v-iekRZsu0ji89p94bucNmH7o4SxAcm 9iTbFYN8mMiO 384 6-]-15 ]]-10-8 11-0-3 15-745 I ' &64 ~SAN2 I1-2A TAI 4-7.12 i 8.50 F12 2.4 It 5 2z4 11 314 i 4 3xfi i 3 2x4 i 2 2.4 II 6 0%01.4 i 2.4 11 h 0 Jo _ 10 Sx6 = 3 4 - 3.4 = 3z6 = 3.6 = 2x4 11 axis = 8-161 15-7-16 3H 6]-15 ]I-0@ 1103 1326 1 154-3 Scale = 1:68.3 Plate Offsets (X,Y)- f 13:0-5-8,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.27 10-12 >669 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.3310-12 >554 180 BCLL 0.0 ' Rep Stress [net NO WB 0.79 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 1181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.1 'Except* 7-13: 2x4 SP No.2 WEBS 2x4 SP No.3'Except- 15-17: 2x4 SP M 31 WEBS JOINTS REACTIONS. (lb/size) 1=968/0-8-0, 9=786/Mechanical, 17=366M1echanical Max Hors 1=783(LC 10) Max Uplift 1=-125(LC 10). 9=-317(LC 10), 17=-394(LC 10) Max Grav 1=968(LC 1), 9=846(LC 17), 17=421(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1395/101, 23=-706/540, 3-4=-694/578, 4-5=335/259 BOT CHORD 1-14=-763/1262, 12-14=-2784/4651, 10-12=-2177/4208, 9-10=-758/1840, 11-13=-4766/2854, 8-11=3152/1427 WEBS 12-13=249/386, 13-15=-852/758, 4-15= 719/647, 6-17- 330/283, 11-12=-737/606, 10-11=-1162/825,8-10=-737/1444,8-9=-2003/825,2-14=-737/1333,13-14= 3590/2140, 2-13=-1374/831, 5-16=-267/222 Structural wood sheathing directly applied or 4-8-4 oc pur ins. Rigid ceiling directly applied or 3-8-4 oc bracing. Except: 2-8-0 oc bracing: 11-13 3-1-0 oc bracing: 8-11 10-0-0 oc bracing: 7-8 1 Row at midpt 15-17 1 Brace at Jt(s): 7, 11. B NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exits C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) 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 grp 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 1001b uplift at joint(s) except (jt=lb) 1=125, 9=317, 17=394. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-6=-90,1-9=-20, 7-13=50 Thomas A Albani PE No.39380 MTek USA, Inc. FL Cliff 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-Vedfydealgn Paramefemend READNOTE ONMSAND/NCLUBEDUf REFERANCEPAGENLL74"are 1IMN915BEFOREUSE Design valid for use only with Meek® connectors. This design U based only upon parameters shown, and Is for an IndMtlual building component not a truss system. Before use. Me building designer must verity the oppllcoblllty, of design parameters and propery Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated b to prevent buddhg of Individual cuss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of tenses and Was systems seeANSVMII Quo u Criteria. DSa419 and 6C31 building Component SafetyMlomlalbllavoaable from Truss Plate Alexandria. VA 22 14. 6904 Perko East Blvd. Tampa, FL 33610 Institute. 218 N. Lee Sheet Suite 312, Jab Truss Oty ]TmSs 43 B14 l 1 �FlyT76539884 eference (0 file loll aawrvm a nm, ouww, a,we,a,u, rr...wmo e.L4p 5 ma,10 Gula MI IeK mauslnes, IDc. bm MaPlti T9:U/:bu 2019 Paget; ID:OZd4DJagbHpRkN5mN7pOOyylGy-AgHgnCveU?GORJInSKu?gLKFCLWiVROdF 6vmMiN -1fi364 e7.15 7-1Oq 11-03 I 1S]-15 h16�364 3-1-12 1-2-B 3-1-11 4-]-12 8.50 F12 2x4 611 ZZ 3x4i 2x4 It r2X11,2x4 II 3x4 i 53x6 G4 3 i 2 01 3x4 = 15 13 3x4 = 11 3x6 = 10 5x6 = 3x4 = 3x6 = 2x4 11 3x6 = e-10.1 15-7-15 ]d Scale = 1:69.2 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.78 BC 0.84 W B 0.79 Matrix-S DEFL. Vert(I.Q VerhCT) Horz(CT) in (loc) Vdefl Ud 0.2711-13 >684 240 -0.3311-13 >555 180 0.06 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 120 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc puffins. 1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-14 oc bracing. Except: BOT CHORD 2x4 SP No.1 'Except- 2-8-0 oc bracing: 12-14 8-14: 2x4 SP No.2 3-1-0 on; bracing: 9-12 WEBS 2x4 SP No.3 *Except* 10-" oc bracing: 8-9 16-18: 2x4 SP M 31 WEBS 1 Row at midpt 16-18 JOINTS 1 Brace at Jt(s): 8, 12, 9 REACTIONS. (Is/size) 2=1152/0-8-0, 10=776/Mechanical, 18=365/Mechanical Max Holz 2=848(LC 10) Max Uplift 2=-234(LC 10). 10=.309(1_C 10), 18=-393(LC 10) Max Grav 2=1152(LC 1), 10=836(LC 17), 18=421(LC 17) FORCES. (lb) -Max. CompAMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1333/54, 3-4=-714/539, 4-5=-701/577, 5-6=-335/259 BOT CHORD 2-15= 709/1284, 13-15=-2719/4678, 11-13=-2126/4230, 10-11=-739/1848, 12-14=-4794/2789, 9-12=-3168/1392 WEBS 13-14=-257/374,14-16=-8501769,5-16=-717/659,3-15=-714/1355,14-15=-3594/2129, 3-14=-1399/770,7-18=-330/283,12-13=-721/612,11-12=-1169/808, 9-11=-718/1453, 9-10=-2012/805; 6-17=-267/221 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-64) tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=234, 10=309, 18=393. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-90, 2-10=-20, 8-14=-50 Thomas A. Alban! PE No.39380 MTek USA, Ina FL 161134 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING-VeritydeelgnparemererseMfREAD NOTES ON TNISAND NCLUDEDMfrEKREFERANCEPAGEMIt747a rev. feW1la2p15BEFOREUSE. �'- Deslgn valid for use only wire MOeloflccnnecmrs. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer mustverify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndl=ad is to prevent budding of lndlMduol truss web and/or chord members only. Additional temporary and permanent bracing- M(Tek- Isclwaysrequired for stablllly and to Prevent collOPS9 Wt, Possible personal lnlury and properly damage. For general guidance regarding the fobrlcatlon, storage, delivery, erection and bracing of trusses and mess systems seeANSVIPII Guam CM,rlo. DSB49 and SCSI guiding Component 69N Perils East Blvd. Solely Informationalfrom Truss Plate InsStute, 218 N. tee Sheet Suite 312. Aexontlria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T16534885 1452443 B15 Roof Special 1 1 Job Reference o tional r„auumVVI,M., ram.ague a.zru a mar m ra m ran ex mUusmes, Inc. aa1 mar 10 ia:uroi zmu rage ID:OZd40JagbHpRkN5mN7pOOyyiG v-elrC_YvGEJOs2TEz71 PEMYtPNlv4EroxvklROzaMiM -1E-0 74 3Q-1) a-2-0 115-]-15 1-&0 11-]-4 1 6-12 5-0-0 IS222-0 2-5.15 5x6 = B 2z4 I A42 ] 19 2xd = 2x2 6 5x8- 11 ,0 9 2x4 II fits 2xd 11 3xd = 5x6 = 3-2-0 15-7-15 1-74 24pa 62-0 V320 h 136a 1->s -z.1zl I 9:N sue. od z I Scale=1:69.1 Plate Offsets(X,Y)— [12:0-2-4,0-2-41 [14:0-0-00-3-01 LOADING (psi) SPACING- 2-0-0 C51. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(L-) 0.12 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.1413-14 >999 ISO BCLL 0.0' 'Rep Stress her YES WB 0.97 Horz(CT) 0.11 9 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 137 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 4-16,7-10: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 8-9: 2x4 SP No.2, B-12: 2x4 SP No.1 WEBS JOINTS REACTIONS. (Ile/size) 9=834/Mechanical, 2=1028/0-8-0 Max Hom 2=797(LC 7) Max Uplift 9= 531(LC 10), 2=-357(LC 10) 'Max Grav 9=994(LC 17). 2=1028(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1119/203, 3-4=-2382/1045,4-5=-10D9/346, 5-6=-916/365, 6-7=-546/302, 7-8=-494/368, 9-19=-953/508, 8-19= 953/508 BOT CHORD 2-17=-528/850, 4-14=-471/881, 13-14=-1343(2536, 12-13=-080/899, 7-12=-44B/302 WEBS 4-13=-1660/1004,6-13=-89/376, 6-12=-890/571, 9-12=-418/433, 12-1B=-5B6/1069, 8-18=-604/1057,3-17=-857/527, 14-17=-636/976,3-14=-752/1436 Structural wood sheathing directly applied or 3-9-6 oc pudins, except end verticals. Rigid ceiling directly applied or 5-0-13 oc bracing. Except: 1 Row at midpt 7-12 10-0-0 oc bracing: 14-16, 10-12 2 Rows at 1/3 pts 8-9 1 Brace at Jt(s): 18 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; E1ip C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right elposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss wnnections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 91 Thomas A. Albani PE 110.39330 MTek USA Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING-VeUydes/gnpVe..J.reandflaD NOTES ON TR/SAND WCLUDEOMREKFEFEFANCEPAGEMX741.re.. seT32015BEFORE USE Design valid for use only with MOek® connectors. This deslgn 6 based only upon parameters shown, and Is for an Individual builOrg component, not o truss system. Before use, the building designer must verity the applicability of deslgn parameters and property Incorporate this deslgn Info the overall building design. Bracing Indicated is to prevent buckling of indNlduol truss web antl/or chord members only. Additional temporary and permanent bracing b always required for slabliity and to prevent collapse with possible personal injury and property damage. For general guolonce regardirg me fobricallon. storage, delivery, erection and braiding of trusses and truss systems, seeANSUIPII Quallry CMMq, DS0419 and SCSI Sutdhp Component Safety Inferma8onavolable from Truss Plots Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. ti MOW 69N PeMe East Blvd. Temp., FL W610 b Tress Truss Type City PlyT7653488fi r1,Jo­43 524 B16 Half Hip 1 1 Job Reference (optional) ommv, a Fria, aawae, u,.ve..no, ". aarda a.z4u a Mar lu zUl 1kN5mN7pOOyylG. 15-7-15 15. , ' 1-10-0N7-15 8x14 MT20HS II 2.4 II /f�8 7 // 8.50 12 3x6 i 6 me„L 2 14 12 13 �d 0 1 Us = 3x4 = 17 16 15 4x6 = 11 t0 9 2x4 11 20 11 6x8 3x4 = Sx8 = 3-2d 157.15 1.7J -10-0a-2O 1N" 13EO 1.7d 1-2-121 580 .— L 4 0 2-1-15 � Inc. Jat Mar 16 13:U7:52 2U19 Scale = 1:70.8 Plate Offsets (XY)-- f8:0-2-8 Edgel r12:0-2-4 0-2-41 rl4:0-6-0 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.79 Vert(LL) 0.11 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.60 Vert(CT) -0.14 13-14 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.11 9 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 143 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 5-16,7-10:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Excel 8-9: 2x6 SP No.2 WEBS REACTIONS. (Ib/size) 9=829/Mechanical, 2=1023/0-8-0 Max Horz 2=784(LC 7) Max Uplift 9=525(LC 10), 2=-359(LC 10) Max Stay, 9=985(LC 17), 2=1023(LC 1) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1112/200, 3-4= 2369/1038, 4-5=-2345/1043, 5-6=-993/359, 6-7— 532/301, 7-9=-49S1377,8-9=-942/482 BOT CHORD 2-17=-522/843, 5.14=-466/874, 13-14=-1336/2519, 12-13=d77/891, 7-12=-436/293 WEBS 5-13— 1651/1004,6-13=-86/375,6-12=-880/564,9-12=-464/509, 8-12= 579/1044, 3-17=-850/522, 14-17=-629/968, 3-14=-749/1426 Structural wood sheathing directly applied or 3-9-8 oc pudins, except end verticals. Rigid ceiling directly applied or 5-1-0ad bracing. Except: 1 Row at midpt 7-12 10-M oc bracing: 14-16. 10-12 1 Row at midpt 8-9, 8-12 NOTES- 1) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Ops4 h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 8 = 12% 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcumant with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for tress to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 9=525, 2=359. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cott 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING- Vadrydesf9npemmeteneed READNOTEBON 7N/SANDINCLUDWMREKRUER NCEPAGEMD7473rev. laNYla15BEFOREUSE Dedgn valid for use only with Mari connectors. m8 design Is based only upon parameters shown and is for an IntlMdual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and propedy Ncorporote this design Into the overall building design, BraGng indicated is to prevent buckling of Individual Was web and/or chord members any. Additional temporary and permanent bracing Is always required for stablNy and to prevent collapse wire possible personal Injury and property damage. For general guidance regarding the fobricaeor storage, delivery, erection and bracing of trusses and ti u swam% seeANSVrPII Quality Cdi D5549 and BC31 Building Component Safety Informalonavallobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandria, VA 22314. ��- MOW 6904 PaMa East BNtl. Tampa, FL 33610 uss Type Oty Ply �JbRpfg... T16534887 ;1452;443::�B�17�H, lf Hip 1 Bullcers First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 3x4 = 2x4 II 5x6 = 6 7 la 6 2.4 II 2x4 II 6z8 3x4 = 32-0 1.74 210-0 8.1-0 13-2-0 1358 15-7-15 14i I1-2-12H 4-11-0 5-10 2-1-15 Od0 19 Inc. Sat Mar 16 13:07:53 2019 Scale = 1:60.1 Plate Offsets X Y)-- 13:0-3-4 0-3-0] 16:0-2-0 0-2-11, 112:0-2-4,0-2-41 f14:0-6-00-3-01 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in floc) 9defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.11 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.60 Vert(CT) -0.14 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 129 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-16,7-10: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 6-9: 2x4 SP No.1 WEBS REACTIONS. (lb/size) 9=834/Mechanical,2=1028/0-8-0 Max Herz 2=676(LC 7) Max Uplift 9=-452(LC 10), 2=-398(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1106/238, 3-4=-2378/1082, 4-5= 1008/352, 5-6=-441/290, 6-7=-394/310, 7-18=-388/307, 8-18=-3B8/307, 8-9=-804/431 BOT CHORD 2-17=-499/822, 4-14=-444/854, 13-14=-1309/2469, 12-13=-480/882, 7-12=-244/331 WEBS 4-13=-1611/978, 5-13— 82/376, 5-12=-869/555, 9-12=-379/426, 8-12=-492/864, 3-17=-831/502, 14-17=-596/941,3-14=-738/1403 Structural wood sheathing directly applied or 3-9-7 oc pur ins, except end verticals. Rigid ceiling directly applied or5-1-11 oc bracing. Except: 1 Row at midpt 7-12 10-0-0 oc bracing: 14-16, 10-12 1 Row at midpt 8-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(i) 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=452, 2=398. Thomas A Albanl PE No.39380 61Teb USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Truss Type ]S1 �71 �J,b T76534808 Refmn,nal ;1452;443� Half Hip Builders First Source, Groveland, FL. 34736 8.240 a Mar 10 2019 MiTek Inc IJagbHpRkN5mN7pO0yyIG_v-3cXh ' a 13-15-045 2-2-0 25.15 I 5x8 = 2x4 II 4xB = 29 II 2x4 II 51,6 3x4 = 32-0 1-74 2-100 7-V0 11-0L 1320 1 154-05 i-74 1-2.12 311-0 31Is 22-0 24-15 0-0-0 I9 Inc. Sat Mar 16 13:07:54 2019 Scale = 1:51.9 Plate Offsets (X,Y)— [6:0-6-4,0-241, [12:0-24,0-2-41, [15:0-5-12,M-0] LOADING first) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) 0.09 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.12 16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 137 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except` 4-17,7-10:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 8-9:2x4 SP No.2 WEBS REACTIONS. (lb/size) 9=834/Mechanical, 2=1028/0-8-0 Max Hoe 2=578(LC 7) Max Uplift 9=417(LC 7), 2=-409(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---1085/256, 3-4=-2282/1021, 4-5=-1085/399, 5-6=-614/333, 6-7=-362/276, 7-B=-357/273, 8-9= 799/431 BOT CHORD 2-18= 477/702, 4-15=-435/825, 14-15=-1201/2279, 13-14=-517/922, 12-13=-330/445 WEBS 4-14=-1387/603, 5-14=-98/335, 5-13=-730/464, 6-13=-286/573, 6-12=-572/310. 9-12=-320/339,8-12=451/750, 3-18=-800/487, 15-18=-571/900,3-15=-654/1305 Structural wood sheathing directly applied or 3-10-8 oc puffins, except end verticals. Rigid ceiling directly applied or 54-8 oc bracing. Except: 10-0-0 oc bracing: 15-17, 10-12 1 Row at midpt 8-9 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Inter ar(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and fames & MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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) Refer to ginder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 9=417, 2=409. Thomas A Albani PE No.38380 MTek USA, Inc. FL Cart 6634 004 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 OWARNING-Vexifydesrgnperemerereend READNOTESOU MIS AND INCLUDED MREKREFERANCEPAGEMv-74M.. 10114¢0150EFORE USE Design valld for use only with MRekO connectors, lh0 design Is based only upon parameters Mown. and Is for an Individual building component, not a truss system. Before use, the building designermust verify the OpplaoloOlty, of design parameters and property Incorporate this design Into the overall builtling tleslgn. Bracing sidicated is to prevent buckling of indNldual hues web and/or chord members only. Addiilonal temporary antl permanent bracing Is always required for stability end to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection end bracing of fusses and truss system% seeAN5U1P11 Quality CMadu. OSa-09 and BC3l OuldIng Component Safety lnformalbrxrvaaoble from Truss Rate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. ��- /.! Mffek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type Oty Ply rl4b524,13 T16534889 B19 Halt Hip 1 �J.b enpa lanfinnall oupaels First Source, Grovelane, FL. 341J5 Sx8 = 8.240 5 Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:55 2019 2x4 II 4x6 = .x. _cw n zxa n 4x6 = 1-]< 2-10-0$R-0 9-Oq 13-2-0 13G0 15-7-15 1a-0 1-z-lzdd s-ia.o 4-2�-n fld-n 9-f-15 1¢ Scale=1:43.2 _ Plate _Offsets (XY)— f4:0-1-80-2-01 f5:0-6-4,0-2-41 (11:0-2-12D-2-41 f13:0-6-00-3-0) LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.13 14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 VerhCT) -0.1912-13 >977 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 1171b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-15,6-9: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 8=834/Mechanical, 2=1028/0-8-0 Max Hom 2=480(LC 7) Max Uplift 8=-41 O(LC 7), 2=-411(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1039/251, 3-4= 2243/1017, 4-5=-909/315, 5.6=-355/260, 6-7=-348/255, 7-8=-796/423 BOT CHORD 2-16=-442/698, 4-13=-3591718, 12-13=-1313/2449,11-12=-412/608, 6-11=-336/279 WEBS 4-12— 1921/1188, 5-12=-911388.5-11=-550/283, 8-11=-265/283, 7-11=-464/805, 3-16=-684/430,13-16=-493!/66,3-13=-736/1376 Structural wood sheathing directly applied or 3-9-2 oc puriins, except end verticals. Rigid ceiling directly applied or, 5-1-6 cc bracing. Except: 10-0-0 cc bracing: 13-15, 9-11 1 Row at midpt 7-8, 4-12 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Provide adequate drainage to prevent water pending. 1 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcufrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=410,2=411. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING-Vedlydeslgnparemetem end READ NOTES ON]NISMDMCLUOEOMpEKREFERANCEFAGEMO74M.e lia=015BEFOREUSE Design valid for use only with MiTek6connectom. THS design Is based oNy upon parameters shown. and Is for an IntllVldual built hg component. not a muss system. Before use, the building designer mustveny the opplicebaly of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing indicated is to prevent bucklhg of lndMdual 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 hNry and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of fusses and muss systems weANSU1P0 CuolB8yy Cdbda, DS549 and BCSI Building Component 6904 Parke East BNd. Sofety Informatbrpvallabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tamp., FL 33610 Job Truss Truss Type cry Ply T16534890 1452443 B20 Half Hip Girder i 1 Job Reference o tional Builder's First Source, Groveland, FL. 34736 Sx6 = 8.240 s Mar 10 2019 Mil Industries, Inc. Sal Mar 16 13:07:57 2019 kN5mN7pOOyyIG_v-TBDTFb_1g99OmOh7MIW ecp7VJAwWeectJrB_I 2.4 11 3x4 = 4x6 = 5 19 6 20 21 7 22 8 I9 1-74 2-00-0'{-2-p 7-0.0 70-1-0 73-2-0 13-&0 1s-7-15 1-7-0 1-2-72 d-4- 3-10-0 3-1-0 -0- 2-1-15 Scale = 1:34.9 Plate Offsets (XY)— r5:0-6-4,0-2-41 rl5:0-6-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.14 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.16 16 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mail Weight: 115 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 8-9: 2x4 SP No.2 REACTIONS. (Ib/size) 9=1518/Mechanical, 2=1329/0-8-0 Max Hoa 2=382(LC 7) Max Uplift 9=-1044(LC 5), 2= 742(LC 8) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1393(721, 3-4=-3263/1932, 4-5=-1679/1030, 5-19=-1212/855, 6-19=-1210/854, 6-20=1211/855, 20-21=-1211/855,7-21=-1211/855,7-22=-607/436, 8-22=-607/436, 8-9-1424/1070 BOT CHORD 2-18=-739/1045, 4-15=-676/1068, 14-15=-1997/3075, 13-14=-1011/1374, 12-13=-521/628, 7-12=-1174/936 WEBS 4-14=-1752/1125, 5-14=-157/381, 6-13=-539/487,7-13=-649/909, 8-12= 1004/1367, 3-18=-1046/738, 15-18— 84711178, 3-15=-111611751 Structural wood sheathing directly applied or 3-2-8 oc puriins, except end verticals. Rigid ceiling directly applied or4-1-8 oc bracing. Except: 10-0-0 oc bracing: 15-17, 10-12 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and fight exposed.; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 10.0 pat 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 2u" wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 9=1044, 2=742. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5421b down and 471 Ile up at 7-04), 254 lb down and 218 lb up at 9-0-12, 254 Ito down and 218 Ib up at 11-0-12, and 254 lb down and 218 lb up at 13-0-12, and 262 lb down and 272 lb up at 15-0-12 on top chord, and 961b down at 15-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the muss are noted as front (F) or back (3). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5= 90, 5-8-90, 2-17=-20, 16-17=-20, 12-15-20, 10-11=-20, 9-10=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 5jnWJi ,%ni-Wmy&sam parmnelem antl BEADNOTES ON MISANDINCLINID MREKBEFE1AA'CEPAGEM4-747Jme. 110,1114015BEFONE USE Design volld for use only with MSek® connectors. This design is bored only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the buiding designer must verity fine al 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. Ad lonOl temporary antl permanent bracing MiTek' B always required for stablllfy and to prevent collapse with possible personal injury and property Carl For general guidance regarding Me fabrication, storage, delivery, erection and bracing of busses and hum systems seeANSVrP1l Quality Clerks. DSO419 and SCSI Balding Component 69" Parke East BNd. Safely mfanaahonovolloble from Luss Plorte Inshu e, 218 N. Lee Sheet, suite 312. Alexandria, VA 22314. Tampa, FL 33610 March 16,2019 Job Truss Truss Type Oty Ply T16534890 1452443 B20 Halt Hip Girder 1 1 Job Reference (optional) oujaers mast Jounce, Grovelana, FL. 34735 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-301(F) 19=-142(F) 20=-142(F) 21 =-142(F) 22=-1 96(F) 23=-62(F) 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:07:57 2019 Page 2 ID:OZd4OJagbHpRkN5mN7pOOyyiG v-TBDTFb_lg99OmOh7MIWecp7VJAwWeectJrB fgmMiG AwARNNG- Verify EeslSnperemefersenJREADNOTES ON TNISAND INCLUDED MDEKBEFEBANCEPAGER1P7 hi 1011YIO15BEFOBEUSE Celli for use only with M7ek0connectem. Ths design b based only upon parameters shown, and Is for on Individual building Component not a truss sy#em. Before use, the building designer must veAy me opplloablltiy 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. Additlonal temporary and permanent bracing Is oiwoys required for stability and to prevent collapse With possible personal lniury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systamS seeANSVrPI1 QuallSyy Cmnla, DSB49 and SCSI Building Component Safety Informalbmval able from Truss Plate Institute, 218 N. Lee Street, Suite 312, A 9.ondtia. VA 22314. MiTek' 6904Parke East Blvd. Tamp., FL 33610 Job Truss Truss Type ���QIIPIYT16534891 �JbRfmrnce 1452443 C1 Jack -Open builders Hirst Source, Groveland, FL. 34735 8,240 s Mar 10 2019MiTek Industries, Inc. Sat Mar 16 13:07:58 2019 1-0.0 Scale=1:11.1 Plate Offsets an-_ _[2:0-4-0 0-0-61 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (lee) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.33 Vert(L-) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-92/Mechanical, 2=332/0-8-0, 4=9/Mechanical Max Harz 2=11 B(LC 10) Max Uplift 3=-92(LC 1), 2=-204(LC 10) Max Grav 3=64(LC. 10), 2=332(LC 1). 4=18(LC 3) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intetior(1) 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except Ut=lb) 2=204. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O WARNING -V.1aydesrgnparamerenend REAONOTES ON 7NISANe/NCLUOEOAUTEKREFERANCE PAGE 146147arev. HVIX12e15eEFORE USE Design valid for use onlywlM MBeksaconnectors. This design Is based only upon parameters shown. and is for an individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design, Bracing Indicated b o prevent buckling of Individual thus web and/or chord members only. Addinanal temporary antl permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property coinage. For general guidance regarding Me fabrication, storage, de leery, erection and bracing of trusses antl buss systems seeANSVl PII Ouam CMedo. PS349 and BCSI Building Component Solely Nfommtionavotable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312 Nevandrla. VA 22 14. �■' ■` MiTek' Sam Parke East BWtl. Tempe, FL 33610 Job Truss Truss Type Oty Ply T1fi534892 1452443 C3 Jack -Open 4 i Job Reference o tional Damara rrrst Joame, txrOw lama, rL. UWPob 8.24U s Mar 1 U ZU19 MI I ek Industnes, Inc. Sat Mar 16 13:07:58 2019 Pagel 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lac) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.00 2-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hors: CT) 0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechar 1, 2=379/0-8-0, 4=26/Mechanical Max Horz 2=216(LC 10) Max Uplift 3=-93(LC 10), 2=C57(LC 10) Max Grav 3=76(LC 17), 2=379(LC 1).4=52(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:18.2 PLATES - GRIP MT20 244/190 Weight: 13 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right elposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet 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 1001b uplift at joint(s) 3 except 01=11g) 2=157. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 16,2019 ,&WARNING- Verity Jeslgnparsmeiarsend READ NOTES ON MIS AND INCLUDED MREKREF£RANCE PAGE MIL74T3nix. Imea2015BEFONE USE valid for use only with Mfli connectors. iNs dosgn Is based only upon parameters shown. and Is for an Individual building component, not a Inns system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate this tlesign 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 Is always required for stability and to prevent collapse with potable personal hfury and property damage. For general guidance regarding the fobricoflore storage, delivery, erection and bracing of fusses and huts systems seeANSVmII Qua I@s. Creeds, D311d9 and SO51 building Cbmponanl Safety Nlbrmgtbravolloble ham Truss Plate Institute, 21a N. Lee Sheet Sulfa 312 Alexontlrlo. VA 22314. Nit MOW 6g34 Parke East 6NE. Tampa, FL 33610 Job Truss Truss Type City Ply T76534893 TJob 1452443 CS Jack -Open 2 eference (optional) Swwer s Firsi Source, uroveiano, FL. a fjb 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:07:59 2019 Page 1 ID:QZd4DJagbHpRkN5mN7pOOyAG_v-PZKDgHOHMmPkOhrW T1Z6hECoczkv6hyAn9g4kYmMiE -1-s-D 5.0.0 1-s-o 5-o-0 Scale = 1:25.1 2 5-00 LOADING (psf) SPACING- 2-0-0 Cat. DEFL in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip COL 1.25 TC 0.74 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 20 lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=171/Mechanical, 2=462/0-e-0, 4=46/Mechanical Max Hoa 2=317(LC 10) Max Uplift 3=-213(LC 10), 2=-153(LC 10) Max Grav 3=207(LC 17), 2=462(LC 1), 4=92(LC 3) FORCES. (to) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=150; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=213, 2=153. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cori 6634 $904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING -Verily Reslgnpar ..weed REAONOTES ONMXMDPILLUDEDMREKREFENANLEPAGEM674TJrev- iBN32015aEFORE USE ��- Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated W to prevent bucWing of Individual buss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is clwoys 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 foss systems. 5eeANSVTP11 QUOBm�sy. Criteria. Ill and BCSf &Adbp Cempononf 6904 Peuse Eest Blvd. Salinity lnformptlo wollcble from Truss Rate Institute, 218 N. tee Street, Suite 312 Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type Of Ply T16534894 43 14524 C5T Jack -Open 2 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:07:59 2019 Page 1 I D:OZd4DJagbHpRkN5mN7pOOyylG_v-PZKDgHOHMmPkOhr W TIZ6hECtYzgU6hyAn9g4kYMMiE -1-6-0 2-10-0 50 1-&0 2-70-0 i 2-.0.2.0 � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) 0.05 7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.07 7 >787 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 3-8:2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=466/0-8-0, 5=89/Mechanical Max Horz 2=317(LC 10) Max Uplift 4=-133(LC 10), 2_ 150(LC 10), 5=-54(LC 10) Max Gray 4=155(LC 17), 2=466(LC 1).5=103(LC 17) FORCES. (Ile) - Mau CompJMau Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 2-B-109/282 Scale = 1:25.1 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 231b FT=20% BRACING - TOP CHORD Structural wood sheathing clireo0y applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (t=lb) 4=133, 2=150. Thomas A. Alban! PE No.39380 Mir USA, Inc. FL 16834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WANNWG-Vdfyde99np4remenn4ndREADNOTES ON TMSANDMCLUDWM?EKBEFERANCEPAGEMX74YJrev. 10411or115BEFONE USE Design volid for use only with MTek®conneclors. This design is based only upon parameters shown. and a for an Individual building component, not ��- a truss system. Before use, the building designer mustverify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn Bracing Indicated is to prevent bucking of mail truss web and/or chord members only. Additional temporary and bracng MiTek' permanent 6 always required for stability and to prevent collapse with possible personal INury and property damage, For general guidance regarding the fabrication, storage, delivery, erececn and bracing of trusses and truss systems. seeANSV1PII Quality Cdleda, DS549 and BCSI Bull Component 69N Parke East Blvd. Safety Informatbnovoaoble from Truss Plate Institute. 218 N. We street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Oty Ply FJ..kOP.n T16534895 1452443 CJ2A 1 1 Jab Reference o !anal o.c» a !via, ,u ce a vu r ea n,uuuirm , rnc. ear mar i o r a:uo:w am s Scale=1:11.7 2.4 II LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Ven(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.08 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3--8/Mechanical, 6=325/0-8-0, 4=18/Mechanical Max Horz 6=106(LC 10) Max Uplift 3=-17(LC 10), 6=-139(LC 10), 4=-27(LC 10) Max Gmv 3=20(LC 6), 6=325(LC 1), 4=36(LC 3) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-307/279 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDV4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or Consult qualified building designer as per ANSVTPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed fora 10.0lost 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 6=139. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Bate: March 16,2019 Q WARNING-Vedrydesignperemerenand RE DNOTES ON TNISANDWCLUDEDMgEKNEFEBANCEAAGEMIF7413rev. 101134?015 BEFORE USE Design valid for use only with Mflek® connectors. This design Is based only upon parameters shown. and Is for an IndNlduol building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into Me overall building design.3rooing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing b always requited far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracng of tiussee and truss systems seeANSVTPIt Guallllyy Criteria. DSB-89 and BCSI Building Component Safety Informationavalloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. p� Welk' 69N Parke Seen Blvd. Tampa, FL 33610 Oly Ply �E7�JRck-Op,, T76534896 �Jb P1452�443 2 ence o tional builders Feat Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MITek Industries, Inc. Sat Mar 16 13:08:01 2019 Page 1 ID:OZd401agbHpPikN5mN7pOOyylG v-MyS 5z1YuOfSF??ub8bamflCl nMRabRTET9BoRzaMiC 7-0.0 7-0-0 Scale: 3/8'=l' Plate Offsets (X,Y)— 12:0-6-0,0-0-61 LOADING (psi) SPACING- 2-0-0 Cat. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.48 Vert(LL) 0.10 2-4 >788 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.21 2-4 >379 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=261/Mechanical,2=561/0-8-0,4=77/Mechanical Max Harz 2=402(LC 10) Max Uplift 3=-265(LC 10). 2=-170(LC 10) Max Grav 3=307(LC 17), 2=561(LC 1), 4=125(LC 3) FORCES. (lb) -Max CompJMa c Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M ad bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 psi bottom chord live load nonconcunent 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 100 lb uplift at joint(s) except (t=lb) 3=265, 2=170. Thomas A. Abani PE No.39380 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O WARNING-Venlydesl9npemmetenand READNOTES ON WISAND INCLUDED MffEKREFENANCEPAGEMM1743.V. la4l'Y1015 BEFORE USE Design valid for use only with Mi1ek® connectors. This design Is based only upon parameters shown, and Is for an Intllvldual bullding component, not a truss system. Before use, the building designer must verify the appllcoblify of design parameters and property Incorporate this design Into the overall building deslgo. Bracing Indicated is to prevent bucking of indNltlual truss web and/or chord members only. Additional temporary and bracing permanent Is always required for stabillly and to prevent collapse with possible personol Injury and property damage. For general guidance regarding fine MiTek' fabrlcofion, storage. delWry, erection and bracing of trusses and truss systems seeANSU PI I Quality Cmnb, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informallortavalloble from Truss Plate Institute, 218 N. Ise Street. Suite 31Z Nexandra, VA 22314. Tampa, FL 33610 b Oty PlyT76534897 r 52443 �E7T�Ja�dkc-Oph 4 �Jb �(,pftnal) Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries. Inc. Sat Mar 1613:08:01 2019 2-10.0 -2- 7-0-0 2-10-0 4- a-10-0 �o Scale: 3/8'=1' Plate Offsets (X,Y)— 12:0-4-0.0-0-61.14:04-2.Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) 0.32 8 >247 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC . 0.68 Vert(CT) -0.39 8 >203 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.15 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 31 Ile FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 `Except' 4-9: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=232/Mechanica1, 2=567/0-8-0, 6=110/Mechanical Max Horz 2=403(LC 10) Max Uplift 5=-209(LC 10). 2= 167(LC 10), 6=-46(LC 10) Max Grav 5=269(LC 17), 2=567(LC 1), 6=124(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-380/0, 3-4---367/0 BOTCHORD 2-9=-201/468 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=16tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) 5=209, 2=167. Thomas A. Alban PE No.38380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING -Vah1y✓esrgnPrametersenCREAO NOTES ON THISANO INCLUOEOMREKREFERANCEPAGEMX7M.9 .. faN32af5eEFOREUSE Design valid for use only wim MMWS connectors. This design is based only upon parameters shown. and is for an Individual building component, not a hiss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design, Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with console personal Injury and property damage, For general guidance regarding the folodcanon, storage, delivery. erection and bracing of musses and muss systems, seeANSUIPII Quality Cd1Ude, DS3419 and 6CSI Buldhp Component 6914 Parka East Blvd. Safety Informationovallable mom Two Plate InsStute, 218 N, lee Street Suite 312 AleMandria. VA 22314. Tampa, FL 33510 Truss Type city Ply JF2� T76534898 �Jb ;1452;4433� Floor 7 rence (optional) ouuunr a ri st ouulae, umveianu, rL. 6410E b.a4a s mar la aU1a MI I ex Inamenee, Inc. bat Mar 1C 1J:uB:UJ ZUIB rage 1 ID:OZd4DJagbHpRkN5mN7pO0yylG_y-IKakVf3o07v9UJ9pH.iSZ.d�2s4N5NbyJ2LTlhneltVz MiA 3-0 2.6.0 1♦ �.8 15- 0-kB � 2j Scale=1:36.B 3,6 = 3.6 = 2.4 11 3x4 = 2x4 11 7x10 = Sx6 11 2x4 11 3x4 = 2x4 11 3x4 =. 3x6 FP = 46 = 3x4 11 2x4 = 1 23 4 5 6 7 8 9 10 11 12 13 22 21. 20 19 1B 17 _ 16 2.4 11 5.6 = 5xS = 31 MT20HS FP = 3x4 = 2x4 11 SxB = 2 1s 14 4xi2 = 3x6 = 23 4 4 Plate Offsets (X,Y)— [1:0-4-0,Edge], [2:03-0,Edge], [6:0-13,Edge], [7:0-13,Edge], [13:0-1-8,Edge], [17:0-1-8,0-0-0], [18:0-1-8,Edge], [21:0-1-8,Edge], [23:0-1-8,0-1-0], [24:0-1-80-1-81 [25:0-2-40-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.88 Vert(ILL) -0.22 18-20 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.89 Ver(CT) -0.3618-20 >624 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.67 Horz(CT) 0.05 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 136 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) *Except* 14-19: 2x4 SP No.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 15=1642/0-4-0, 25=1138/03-0 Max Gray 15=1642(LC 1), 25=1159(LC 3) FORCES. (lb) -Max. COmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-952/0, 2-3=-2052/0, 3-4=-2112/0, 4-5=-2112/0, 5-6=-2895/0, 6-7=-2895/0, 7-8=-2341/0, 8-9=-2341/0, 9-10=-2341/0, 10-11=01312, 11-12=01312 BOT CHORD 20-21=0/952, 19-20=0/2746, 18-19=0/2746, 17-18=0/2895, 16-17=0/2895, 15-16=0/1367 WEBS 2-21=-1057/0, 1-21=0/1339, 2-20=0/1409, 10-15=-1817/0,4-20=-280/0, 10-16=0/1239, 5-20=-787/0, 8-16= 337/0, 5-18=-143/433,7-16=-877/0, 12-15=-483/0, 1-25=-1183/0 Structural wood sheathing directly applied or 2-2-0 oc pudins, except and verticals. Rigid ceiling directly applied or 10-M oc bracing, Except: 6-0-0 oc bracing: 14-15. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Bearing at joint(s)25 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 4) Recommend 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. Thomas A. Ali* PE No.39383 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING -Verity design paremeternend READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGEMLL74P3 rev. 141IN44015eEFOREUSE. Deslgn valld for use only with Mrekb Cormeafors. This design Is based only upon parametersshown. and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicabilityafdoagn Parameters and properly Incorporate this design Into Me overall bLdidIng design. Bracing Indicated a to prevent budding of individual hun web and/or chord members only. Additional temporary and permanent bloating h alwaysrequlred for stablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. small and bracing of trusses and truss systems. weANSVIPII Quality Cdbdo. D9049 and SCSI Building Component Safety Infomsatbmvalloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. ��- M!Tek' 69M Palle East Blvd. Tampa, FL 33610 Job Truss������Jb city T16534899 1452443 F3 erence o Bonet 1-3-0 r 2.6-0 3x6 = 31 = 7a10 = 5.6 II 2.4 II 1 23 4 mi rert mausmand. c. cut mar io 1a:ua:u4 es rage 1 ID:OZd4DJagbHpRkN5mN7p00yyIG_v-mXB6j?30BJ106SkTGGBHOIvdz 1?noYvwRNrPmwMi9 -2-8 i Scale=1:31.5 2x4 II 3x4 = 2x4 11 3x4 = 3x6 FP= 44 = 3x4 II 5 6 7 a 9 10 11 d N 2x4 II 5x6 = 3x6 FP= 5x6 = 3x4 = 2x4 II 5x6 = 4xG = Plate Offsets(X,Y)— 11:0-4-O.Edgel.f2:0-3-O.Edgel r6:0-1-8.Edge1 r7:0-1-BEdgel114:0-1-80-Ml 115:0-1-8Edge111B:0-1-BEdgel f20:0-1-BO-1-81 f21:0-2-40-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.21 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.35 15-16 >644 240 BCLL 0.0 Rep Stress Incr YES WE 0.68 Horz(CT) 0.05 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Mabli Weight: 114 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) *Except' 12-17: 2x4 SP No.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 12=1204/0-4-0, 21=1172/0-M FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO_ RD 1-2=-963/0, 2-3=-2079/0, 3-4=-2140/0, 4-5=-2140/0, 5-6=-2961/0, 6-7=-2961/0, 7-8=-2433/0, 8-9=-2433/0, 9-10=-2433/0 BOT CHORD 17-18=0/963, 16-17=0/963, 15-16=0/2792, 14-15=0/2961, 13-14=0/2961, 12-13=0/1477 WEBS 2-18=-1068/0, 1-18=0/1353, 10-12=-1815/0, 2-16=0/1430, 10-13=0/1184, 4-16= 280/0, 8-13=�329/0, 5-16=-808/0, 7-13= 795/0, 5-15=-74/459, 1-21=-1195/0 Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANStTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend 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. 4) CAUTION, Do not erect truss backwards. Thomas A. Albani PE No.39360 klifek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33810 Date: March 16,2019 Q WARNWG-V44/ydesigAPa ..m .nnd READNOTES ON MMANDINCLUDEDMREKREFERANCEPAGEMD74M3 v. iWA'YFUI5BEFOREUSE valid for use only with MDek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not MR th a muss system. Before use. e building designer must verity the applicability of design parameters and prcpe4y Incorporate this design Into the overall bullding design. Bracing indicated Is to prevent buckling of IndNltlual truss web and/or chard members any. Additional temporary 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 trusses and truss systems, seeANSVrRI Quality Cd arks, DSB4I9 and BCSI Euldhp Component Safety NrosmaBmavolloble from Truss 6904 Parke East Blvd Tampa, FL 33610 Rate Institute. 218 N. Lee Sheet. Suite 31Z Alexandria. VA 22314. Job Truss Truss Type �Q�tyPlyT76534900 1452443 F4 Floor 1 Job Reference o tional 2-&0 3x6 3x6 = 7x10 = 5x6 II 2.4 II 1 23 4 2x4 II 5x6= 3x6 FP= 5x8 = o.zga s mar m zu i a MI I eK mousmes, Inc. bat Mar 15 T3:U6:Ub Zu19 rage 1 ID:OZd4OJagbHpRkN5mN7pOOyyIG v-EjhVwK42xc9tkcJfgzlWxVSojOe_WFp2957PxCmMiB r 128 r :Lclot1{8 Scale=1:32.8 46 = 2x4 II 2x4 II 3.4 = 2x4 II 3x4 = 3x6 FP= 4.6 = 2x4 = 5 6 7 8 9 10 11 12 3x4 = 2x4 11 5x6 4x6 = 4x6 = Is" 'D 3 22 N Plate Offsets (X,Y)-- [1:0-4-0,Edge], [2:0-3-0,Edge], [6:0-1-8,Edge], [7:0-1-8,Edge], [12:0-1-8,Edge], [76:0-1-8,0-0-0], [17:0-1-8,Edge], [20:0-1-8,Edge], [22:0-1-8,0-1-0], 123:0-1-8 0-1-81 124:0-2-4 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Gdp DOL 1.00 TIC 0.89 Vert(LL) -0.21 17-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.3417-18 >645 240 BCLL 0.0 Rep Stress [nor YES WB 0.68 Horz(CT) 0.05 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matdx-S Weight: 124 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(8at) 'Except* 13-19: 2x4 SP Nc.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 14=1307/0-4-0, 24=1169/0-3-0 Max Grav 14=1307(LC 1), 24=1171(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=96?J0, 23=-2077/0, 3-4=-2138/0, 4-5= 2138/0, 5-6=-2957/0, 6-7=-2957/0, 7-8=-2424/0, 8-9=2424/0, 9-10= 2424/0 BOT CHORD 19-20=0/962, 18-19=0/962, 17-18=0/2789, 16-17=0/2957, 15-16=0/2957, 14-15=0/1467 WEBS 2-20=-1068/0, 1-20=0/1352,2-18=0/1429, 10.14=-1757/0,4-18=-281/0, 10-15=0/1188, 5-18=-807/0, 8-15=339/0,5-17=-78/458,7-15=.806/0, 1-24=-1194/0 Structural wood sheathing directly applied or 5-1-1 oc pudins, except end vedicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 24 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity rapacity of bearing surface. 3) Recommend 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. 4) CAUTION, Do not erect truss backwards. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2019 AWARNING-VerTVdeslpepsramefereendREADNOTESONMIS AND WCLUDEDMrrExREFERANCEPACE MIP74Mrev. INaYe015BEFOREUSE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and is for an IndNldual building component. not a muss system. Before use, the building designer must verify the approosollity 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 NI]TBk• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of musses and muss Systems, SeeANSVTPit CuollSlyy Creeds, DS949 and aCSI Iluedhp Component 69M Parke East BNd. SOLtymfonnotlonwolloble from Truss Plate Institute. 218 N. Lee Steel. $00312, Alexandria. VA 22314, Tampa, FL 3361D Jab Truss Type Ply :Truss �cty T76534901 1452443 F5 Floor 4 1 Job Reference o twnal VURUers mrss am rce, uroverana, rL. a41Ja �i 1-3-0 2-6-0 i Ir I 3x6 = 31 = 7x10 = 5.6 II 2.4 11 1 23 4 d.24U s Mar l U ZUl a MI I eK InaMIne5, InC. Sal Mar lS 13:U6rUS 2D19 Fogel ID:OZd4DJagbHpRkN5mN7pOOyylG_v-ivFt8g5giwHkLmtsOhBlTj?yoozOFhMCOlsyTemMi7 1.6-8 Scale = 1:32.9 2.4 II 3.4 = 2x4 II 3x4 = 2x4 II 3x6 FP = 5x6 = 3.4 II 5 6 7 8 9 10 11 12 2.4 11 5x6 = 34 FP= 3x4 = 3x4 = Sx8 = 4.6 = 5x8 = F Plate Offsets (X,Y)— [1:0-4-O,Edge], [2:0-3-O,Edge), [6:0-1-8,Edge], [7:0-1-8,0-0-0], [13:Edge,0-1-8], [15:0-1-8,Edge], [16:0-1-8,Edge], [19:0-1-8,Edge], [21:0-1-8,0-1-8], - f22:0-2-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.17 16-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.30 16-17 >778 240 BCLL 0.0 Rep Stress Incr YES WE 0.72 Horz(CT) 0.07 13 r/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 1201b FT=20%F, IME LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 13=1258/0-4-0, 22=1226/0-3-0 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2— 1008/O, 2-3=-2193/0, 3-4=-2260/0, 4-5=-2260/0, 5-6=-3260/0, 6-7=-3260/0, 7-8=-3260/0, 8-9=-2590/0, 9-10=-259010, 10-11=-2590/0 BOT CHORD 18-19=0/1008, 17-18=0/1008, 16-17=0/2987, 15-16=0/3260, 14-15=0/3138, 13-14=0/1553 WEBS 2-19— 1114/0, 1-19=0/1417, 11.13=-1909/0, 2-17=0/1521, 11-14=0/1284, 4-17=-286/0, 9-14=304/0, 5-17=-901/0, 8-14=-680/0, 5-16-4/527, B-15_ 114/418, 1-22=-1251/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 16-17. NOTES- 1) Unbalanced Boor live loads have been considered for this design. 2) Bearing at joint(s) 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend 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. 4) CAUTION, Do not erect truss backwards. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert 6834 6SO4 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 ,&WARNING-Veritydes/Snparametenamd READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE 1118-74T3mv, 11111031015 BEFORE USE Design valid for use only with M900 connectors. This design h based only upon parameters shown and Is for an individual bustling component, not du a truss system. Before use, the bundling designer must verify the applicability of design parameters and properly Incorporate thls design Into me overall buidingtlesign. Bracing indicated is to prevent C ing of IndMdual muss web and/or chord membersonly. Audit temporary and permanent bracing U 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 truss systems, weANSVTP11 Quality Cmeno. D311149 and BCSI Building Component Safety InformotbnavoYable from Tam Plate Institute, 218 N. Lee Street. Suite 312 Alexandea VA 22314. ��- MOW Seat Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T16534902 1452443 F6 Floor 2 1 Job Reference Io banal emmnra ns aemce, uru velar, rL. J4 too 1-3-0� 2-E0 ---H 3x6 = 3x6 = 7x10 = 6xe = 2x4 II 1 23 4 6.Z4U s Mar 1u 2U19 MI l eK Industnes, Inc. Sat Mar 1613:08:07 2019 Pagel ID:10Zd4DJagbHpRkN5mN7pOOyyIG v-A6pFLO61TEPbmS2xOi CWX7kCLa_5PLCPCVO5mMi6 aH Scale = 1:39.4 3.6 FP= 3,6 FP= 4x6 = 2x4 II 3x4 = 2x4 11 3x6 = 2x4 11 5xB = 3x4 11 5 6 7 8 9 10 11 12 13 MINION Fill I� 101,I� kR1 );1 2x4 11 5x6 = 4x12 = 3x12 MT20HS FP = 3x6 = 2x4 11 3x4 = 5.8 = 4x6 = Plate Offsets (X,Y)-. [1:0-4-0,Edge], [2:0-1-8,Edge], [7:0-1-8,Edge], [8:0-1-8,0-0-0], [14:Edge,0-1-8], [16:0-1-8,Edge], [17:0-1-8,Edge], [21:0-1-8,Edge], [23:0-1-8,0-1-8], 124:0-2-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.92 Vert(L-) -0.30 17-18 >927 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.48 17-18 >575 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE 0.93 Horz(CT) 0.08 14 nfa n/a BCDL 5.0 Code FBC2017TFP12014 Matrix-S Weight: 140 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.1(flat) *Except* 14-19: 2x4 SP M 31(flat) BOT CHORD WEBS 2x4 SP No.3(flat) *Except* 1-22: 2x4 SP No.2(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=1507/0-4-0, 24=1475/0-3-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1216/0, 2-3=-2733/0, 3.4=-2822/0, 4-5_ 2822/0, 5-6=-4533/0, 6-7=-0533/0, 7-8=-4645/0, 8-9=-4645/0, 9-10=-3275/0, 10-11=-3275/0, 11-12=-0275/0 BOT CHORD 20-21=0/1216, 19-20=0/3888, 18-19=0/3B88, 17-18=0/4645, 16-17=0/4645, 15-16=0/4175, 14-15=011903 WEBS 2-21=-1335/0, 1-21=0/1700, 12.14=-2338/0, 2-20=0/1952, 12-15=0/1700, 4-20=-294/0, 10-15=291/0, 5-20=1320/0, 9-15=-1116/0, 5-18=0/800, 9-16=0i`788, 6-18=-360/0, 7-18=-504/261, 1-24=-1506/0 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Bearing at jolt(s) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Recommend 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. Thomas A. Alban! PE ND.39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 ,&WARNING-Vedtydesrgn Pmamefcmond READNOM ON TN/SANDINCLUDEDMgEKNEFENANCEPAGEM674M.. 1013340159EFONE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, Me building designer must verify true opplicobllity, of design parameters and property Incorporate this design Into the overall building design. Boding Indicated is to prevent buckling of lndNltluol hum web and/or chord members only. Additional temporary and permcnent bracing Is always required far stability and to prevent collapse with gamble personal Injury and properly damage. For general guidance regarding me fobitc rflon, storage, delivery, erection and bracing of tenses and hiss systems seeANSVrPII Cuopry Clkedo, DS5419 and IICSI taking Component Safety nfommlberrvallable from Truss Plate Institute, 21 B N. Lee Sheet Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type Only Ply T76534903 1452443 F7 Floor 2 1 Jab Reference o tional 3x6 = 2 2x4 II 3 43x4= erznu s mar ,u Lu I a ml I en mGUMINIs, Inc. bar mar 1 a 13:uu:uu zu19 Page 1 ID:SUjXdzYNej7dnbtvR_?YQaziyK7-fINdZM7xEXXSb41 EV6DDZ84NeckkjgSVr3L3YXzaMiS 2-5-0 i 1-3.0 Scale = 1:21.8. 3x6 = 4x6 11 5x8 = 6 7 8 3.6 = 14 13 12 11 104 6 — 9 3.6 = 3x4 = 2x4 11 3x6 = 2x4 II LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TIC0.59 Vert(LL) -0.05 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.11 13-14 >999 240 BCLL 0.0 Rep Stress Mar YES WB 0.43 Horz(CT) 0.03 16 n/a n/a - BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 851b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOTCHORD 2x4SPNo.2(9at) WEBS 2x4 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=819/Mechanical, 16=787/0-3-0 FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP. CHORD 2-3=-1377/0, 3A---1377/0, 4-5=-1269/0, 5-6— 1269/0, 6-7=-1249/0, 7-8=-642/0 BOT CHORD 13-14=0/945, 12-13=0/1377, 11-12=0/1377, 10-11=0/642 WEBS 7-10=-699/0, 8-10=0/903,7-11=0/762, 2-14=-1161/0, 5-11=-333/0,2-13=0/552, 4-11_ 277/47,8-16=-803/0 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 0o bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131' X X) nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Thomas A Albani PE No.39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING- Vedrydesign parameferaand READ NOTES ON TNISAND/NCLUDWMREKREFERANCEPAGEM674TJ rev. IDA4QeISBEFORE USE �'- Design valid for use only with MIlea connectors. This Oeslgn Is boseol only upon parameters shown, and Is for an Individual building component, not a thus system. Before use, the builtling designer must verify the applicability of design parameters antl prope4y Incorporate Mai Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual muss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage, delivery, creation and bracing of musses and truss systems seeANSVIPII Qu01My Cdfedn, DSM49 and BCSI Building Component 69M Parke East Blvd. Safety Infamsaf onovallcble mom Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexa c do, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534904 1452443 F8 Floor 4 1 Job Reference (optional) Fund., b nm, aum,.e, Gr.ve,enu, rc. o4roo 2-6.0 u.24u a Mar lU zule MI I ex Industries, Inc. Sat Mar 16 13:05:09 2019 Page 1 ID:SUIXdzYNej7dnbt?_7YOaziyK?-7Ux?mi7Z4dJCECR3pkS5Ldaq?4gS8we4j5o4mMi4 Scale = 1:21.4 3x4 II 3x6 = 2x4 II. 2x4 II 3x6 = 3x4 11 1 2 3 4 3A 5 6 7 12 11 10 9 a 3x6 = 3x4 = 2x4 II 3x6 = 3x6 = Plate Offsets (X,Y)-- I1:Edge 0.1.81 13:0-1-8 Edgel 14:D-1-8 Edoel 110:0-1-8 0-0-07 111:0-1-e Edael LOADING (pat) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Gffp DOL 1.00 TC 0.50 Ven(LL) -0.04 9-10 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 781b FT=211 ME LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(Bat) end verticals. WEBS 2x4 SP No.3(tlat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=829/Mechanical, 8=829/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1396/0, 3-4=-1396/0, 4-5=-1396/0, 5-6=-1396/0 BOT CHORD 11-12=0/958, 10-11=0/1396, 9-10=011396, 8-9=0/957 WEBS 6-8=-1176/0, 2-12=-1177/0,6-9=0/545, 2-11=0/558,5-9=-281/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.13V X 3') nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 OWARNING-V.1dydss4hperamer..d READNOFES ON 7MSANDINCLUDWMIFEKNEFEMNCEPAGEM474n.v. idAacuISSEFOREUSE Design valid for use only wIM MITek® connector, this design Is based only upon parameters shown, and Is for on IndNltlual building component, not a truss system. Before use, Me building designer must vetity the applicability of design parameters and properly Incarporate this design Into the overall building design. Bracing Indicated B to prevent bucBing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wtih possible personal Injury and property damage. For general guidance regarding the fobdcotion, storage, delivery, erection and bracing of trusses and buss systems. seeANSURII Qualify Criteria. DS549 and BCSI Building Component 6904 Parke East Blvd. Safety Mformatbinvalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra. VA 22314, Tampa. FL 33610 Job Truss Truss Type ay Ply T76534905 1452443 F9 Floor 2 1 Job Referenc�(,pfinal) uu,uc, o r„o, oou,w, a,wc,a u, ram. urma o.z•su s mar m zora m0 ex mousmes, mc. aar mar is m:uo:us zu,a rage 1 ID:SUjXdzYNej7dnbtw?_?YOaziyK7-7Ux?mi7Z?rfJCEcR3pkS5Ldar736SBne4j5c4=Ml4 2-6.0 Phi , 1-9-0 Scale=1:21.8 3x4 II 3x6= 2x4 II 2x4.11 3x6 = 3x4 II 1 2 3 43x4= 5 6 7 3.6 = 3x4 = 2x4 II 3x6 = 3x6 = 6-7.8 7-10-B 13-3.0 Plate Offsets XYI-- ll:Edge,0-1-81 13:0-1-8 Edgel 14:0-1-8 Edgel f10:0-1-80-0-07 111:0-1-e Edoel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vital L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(L-) -0.05 9.10 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.59 Vert(CT) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress [nor YES W B 0.36 Horz(CT) 0.02 a n/a rda BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 79 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 12=84510-4-0, 8=845/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1446/0, 3-4=-1446/0, 4-5=-1444/0, 5-6=-1444/0 BOT CHORD 11-12=0/981, 10-11=0/1446, 9-10=0/1446, 8-9=0/979 WEBS 6-8=-1203/0, 2-12=-1205/0, 6-9=0/577, 2-11=0/588, 5-9=-294/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 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. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WANNING-VedfydaslgaparameeenendRE NOTES ON TNLSADWCLUOEOMGEK6EFENANCEPAGEM674Tdmx. 1,0403tV15eEFONEUSE. Design void for use oNywlth Miteids Connec om This tlesign is based only upon parameters shown. and Is for an Individual building component, not o truss system. Before use, the building designer must verify the oppllcablllty of design parameters and properly Incorporate this tlesign Into the overall builtling design. Bracing Indicated is to prevent buckling of individual tons web and/or chord members only. Additional temporary and permanent bracing Is oiwoys rewired for stability and to prevent collapse with passible personal Injury and Property damage. For general guidance regarding the fobticotlon, storage, delivery, erection and bracing of tenses and true systems. seemSU1P11 QOat" CMrrdo, DSB49 and BCSI laulding Component Safely Informationovalloble from Truss Rate institute, 218 N. Lee sheet Suite 312 Alexandria. VA 21114. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type City Ply rJob T76534906 1452443 F11 Floor 3 1 Job Reference faotionall o�,u.e, a rnar aom wve, �. uvfuo 2fi0 o.Z9U S Mar IU ZUIU MI I mawmes, Inc. bat Mar lU Td:U6:1U 2U19 rage 1 ID:SUjXdzYNej7dnbtw?_7YOaayK7-bhVOY28Bm9oAgNBddXFheZ9kj PLEBZ3nINgACOZOMl3 t-0-0 i I Scale = 1:28.2 4x6 = 4x6 = 2x4 II 3x4 = 3x4 = 2x4 II 34 FP= 2 3 4 5 6 7 8 3x4 II 9 3xe = 3.6 FP= 4x6 = 2x4 II 2x4 II 4x6 = ax6 = Plate ONsets(X,Y)— fl:Edae,0-1-8L[4:0-1-8,Edqel.15:0-1-8.Edge1.112:0-1-8,Edae) [13:0-1-e Edael LOADING (psf) SPACING- 2-04) CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.11 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.85 Vert(CT) -0.17 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.49 Horz(CT) 0.05 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matdx-S Weight: 99 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOTCHORD 2x4SPNo.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 16=1094/0-4-0, 10=1094/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2140/0, 3-4=-2140/0, 4-5=-2463/0, 5-6=-2140/0, 6-7= 2140/0, 7-8=-2140/0 BOT CHORD 15-16=0/1324, 14-15=0/1324, 13-14=0/2463, 12-13=0/2463, 11-12=0/2463, 10-11=0/1324 WEBS 8-10— 1627/0, 2-16=1627/0, 8-11=011011, 2-14=0/1011, 6-ll=-342/0,3-14=-342/0, 5-11=-558/0, 4-14=-558/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 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. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-Vedlydeegnparamereraead RF DNOMS ON THASANDWCLUDEDMfrEKREFERANCEPAGEMM174 .. rafea4DISBEFORE USE Design valid for use only wit, MOek� connectors. This design Is based any upon parameters shown and Is for on Individual building component not a trust system. Before use, Me building designer must verity Me applicability of design parameters and properly Incorporate Ma design Into Me overall building tleslgn. Bracing Indicated B to prevent budding of Indidual tress web and/or chord members only. Adtlltlonal temporary and permanent bracing Is always tequked for stability and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding Me fabrleatlon, storage, delivery, erection and bracing of tenses and Muss systems. seeANSVIPII GooI11y ClBedo, DS549 Cod BCSI Building Component Safety Infortna cinavallable, from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. ��' M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T16534907 1452443 F12 Flaor 1 1 Job Reference o canal Builders First Source, Groveland, FL. 34736 2.6-0 3x4 11 5x8 = 20 II 1 2 3 0.44a a Mar I 2U19 MI IeK mausmes, Inc. Sal Mar I 13:U8:11 2019 rage 1 ID:OZd4GJagbHpRkN5mN7pOOyyIG_v-3t3mBO9pX5w1 SXmpAEmwAmis8pgPwxLxxOaj9szaMi2 �1 1-7-1 Scale=1:38.7 3.6 = 3x6 = 2x4 11 3.4 = 2.4 It 3,S FP= 2.4 11 5x8 = 3.4 11 4 .5 6 7 8 9 10 11 12 20 19 1B 17 16 15 14 13 ESZ48 5x8 = 3xl2 MT20HS FP = 3x4 = 2x4 II 3x6 = 4x6 = Plate Offsets(X,Y)— 11:Edge.0-1-81.15:0-1-8.Edae1 f6:0-1-8.Edoe1 [13:Edae Od-8][16:0-1-BO-0-0],117:0-1-e Edge] LOADING (list) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.30 15-16 >921 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.4915-16 >570 240 MT20HS 1871143 BCLL 0.0 Rep Stress [nor YES W B 0.81 Horz(CT) 0.11 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 133 Ile FT = 20 % F, 11 ME LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc pudins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 act bracing, Except: 2-2-0 oC bracing: 15-16. REACTIONS. (lb/size) 20=1501/0-4-0, 13=1501/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. -All tames 250 (Ib) or less except when shown. TOP CHORD 2-3=.3259/0, 3-4=3259/0, 4-5=-4599/0, 5-6=-4599/0, 6-7=4597/0, 7-8=-4597/0, 8-9=-3260/0, 9-10=-3260/0, 10-11=-3260/0 BOT CHORD 19-20=0/1895, 18-19=0/4148, 17-18=0/4148, 16-17=0/4599, 15-16=0/4599, 14-15=0/4147, 13-14=0/1895 WEBS 11-13=-2329/0, 2-20=-2328/0, 11-14=0/1691, 2-19=0/1691, 10-14=-293/0, 3-19= 291/0, 844=-1099/0, 4-19=-1101/0, 8-15=0/571, 4-17=0/754, 7-15=-318/0, 5-17=-260/0, - 6-15=-381/340 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss Connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-M 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. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: March 16,2019 QWANNWG-VeNlydesign parametemand BEADNOWS ON WISAND INCLUDEDMmEKNEFEBANCEPAGEMl474TJ mV.',D,c015BEFOBE USE Design volld for use only with MBekO Connectors. This design Is based any upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verity the oppllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web end/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse will, possible personal bjury and property damage. For general guidance regarding she fabrication, storage, delivery. erectipn and bracing of trusses and truss systems, swANSVrPII Quality Criteria. DSB49 and SCSI Building Component Safety Informafbtlwallabie from Tn¢s Plate Institute, 218 N. tee Sheet. Suite 312, Nexondrio, VA 22314, �'- M[Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Oty Ply T76534908 1452443 FG1 �Tnus&Type FLOOR 1 2 Job Reference (optional) ou„ue, a r,o, wmue, vmveiauu, ram. u4roo e.24U 5 Mar lU ZUIa MI IeK InoUMnes, Inc. ZJm Mar 1F 13:OB:12 2019 3x8 = 3x8 = 3xB = 3x4 = 5x9 = 5,02 = 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 Scale=1:53.2 3.6 = 13 26 25 24 23 22 21 20 19 18 17 16 15 14 Sxe = 3x4 = 3x8 = 5x8 = 46 = Sx12 = 4x12 = 3x6 II 0-Q-4 3-fi-12 &10.1 I 10-1-5 I 13.4-9 I 1&]-14 19-11-2 2&26 25-7-8 2G5-11 29-0-2 I 31-]-9 32r40 n- -ems Plate Offsets_(XV)-- (14:0-4-80-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.55 Vert(L-) -0.18 21-22 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.66 Vert(CT) -0.3021-22 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.04 16 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matnx-S Weight: 349 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 14-19:26 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-26,13-14,10-16: 2x4 SP No.2 REACTIONS. (lb/size) 26=1394/0-3-9, 14=-1050/0-8-0, 16=4611/0-3-8 Max Uplift 14=-1283(LC 3) Max Grav 26=1385(LC 3), 16=4611(LC 1) FORCES, (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26— 1349/0, 1-2=-2365/0, 2-0=-2365/0, 3-4=-4319/0, 4-5=-4319/0, 5-6= 3039/0, 6-7=-3039/0, 7-8=-3039/0, 8-9=0/1623, 9-10=0/1623, 10-11=0/2028, 11-12=0/2028, 12-13=0/2028 BOT CHORD 24-25=0/3748, 23-24=0/3748, 22-23=0/3748, 21-22=0/4091, 20-21=014091, 19-20=0/1240, 18-1 9=0/1 241, 17-18=0/1240, 16-17=-4874/0,15-16=4874/0 WEBS 1-25=0/2576, 2-25=-417/0, 3-25— 1559/0, 3-22=01645, 4-22=-389/0, 5-22=0/261, 5-20=-1191/0, 7-20= 383/0, 8-20=0/2031, 8-17=-3175/0, 9-17=-294/0, 10-17=0/4035, 10-15=0/3340,12.15=-388/0,13-15=-2452/0,13-14=0/1337,10-16=4125/0 Structural wood sheathing directly applied or 5-10-1 oe pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 as bracing: 16-17,15-16. NOTES- 1) 2-ply truss to be connected together with 1Old (0.131'13') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 00. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) The Fabrication Tolerance at joint 6 = 20 % , joint 24 = 20%, joint 11 = 20%, joint 19 = 20 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 14=1283. 7) This truss has large uplift reaction(s) from gravity load easels). Proper connection is required to secure truss against upward movement at the beadngs. Building designer must provide for uplift reactions indicated. 8) Required 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strangbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 871 lb down at 23-5-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A. Albani PE No.39380 611'rek USA, Inc. FL Cert 6694 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 g&nWl W,%nn_WA9&a/yn pammefemand REAONOTESONMSANDWCLUBEOMWEKREFERANCEPAGEM67473mv.lW 015BEFOREUSE Design valid for use only with Mnek®comi loll. This design Is based only upon parameters shown, and Is for on Individual bulltling component not a truss system. Before use, me building designer must verify the oppiicablllty, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of lndbidual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllty and to prevent collapse with possible personal lnNry and property damage. For general guidance regard'ng the fabrication, storage, delivery, erection and bracing of trusses and Imss systems. seeANSIMIt CualEByy CMedo, DSB-89 and BCSI Building Component Safety Infomralloaavoliable from Truss plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314, MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Type Oty Ply FrWs T76634908 1452443 FLOOR 1 2 Job Reference (optional) 6unaers FRst source, UMVelan(l, PL. 34736 LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-13=-120, 14-26=-10 Concentrated Loads (lb) Vert: 17=-871(F) 8.240 a Mar 10 2019 MiTek Industnes, Inc. Sat Mar 1613:08:12 2019 Page 2 ID:OZd4DJagbHpRkNSmN7pOOyylG_v-%3d8OkARlm2u3hL7kyl9j_F4BD41RA4mgJGhlz Mi1 Q WANNING-VnRydas19nperemetenonEREADNOMS ON MSANDPICLUDEDM?KREFFAANCEPAGENLL74nlre.. 10,11Y1015REFOREUSE Design valid for use oniywith Mill connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a hum system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into Me overall builtling design. Bmaing indicated is to prevent buckling of Individual truss web and/or chord members only. AddlSonol temporary and permanent bracing Is always repu rid for stability and to prevent collapse with possDle personal blury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and hum systems seeANSVIPII CualBByy CIBene. OS249 and SCSI Building Component Safely Informatbrnvollable from Truss Rote Instltute, 218 N. Lee Street. Suite 312. Al9sandria, VA 22314, �,' WOW 69M Parke East BN4. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534909 1452443 FG2 FLOOR 1 2 Jab Reference footipnall 06 = US = 1 2 3 C.L4us Mar1UZUfe MI1eKmousrneS,mc. bat MantilSutl:14aU1e Vage1 ID:OZd40JagbHpRkN5mN7pOOyylGy-TSkupPBhgNICJ?VOsMKdoPKON0177HRND oNiamMi? 10-11-05 13-8-7 16-5-0 19-49 21-10-1 24-fi-10 27-3-3 29-1142 32-5-9 32 1 0 2-8-9 2-8-9 2-8-9 2-8-9 2-8.9 2-8-9 2-8-9 2-8-9 2-5-13 0.4- Scale=1:54.4 3xS = 5x8 = 3x6 = SX8 = SxS = 3x4 = 4x6 = 4 5 6 7 8 9 10 11 12 13 14 15 30 29 28 27 26 25 31 24 3223 22 33 21 34 20 35 19 1B 17 16 4x6 = 5x8 = 3xB = 6x8 = 3.8 = 5x8 = 5x8 = 7x10 = 2-10.5 5-6-13 8-3-6 1041-05 73-8-] i6-5.0 19-1-9 21-10.1 246-70 27-3-3 29-11-12 32-5-9 32 10-0 I Imo, _ Plate Offsets (X Y)- f28:0-2-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (lot) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(-L) -0.58 23 >670 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.86 23 >447 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.08 16 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 393 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26'Except' 28-30: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-30,15-16: 2x4 SP No.2 REACTIONS. (lb/size) 30=2121/0-4-0, 16=2090/Mechanical FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-30=-2003/0, 1-2- 3142/0, 2-3=3142/0, 3-4=-7654/0, 4-5=-7654/0, 5-0=-9870/0, 6-7=-9870/0,7-8=-9870/0, 8-9=-9619/0, 9-10=-9619/0, 10-11=-7275/0, 11-12=-7275/0, 12-13=2702/0, 13-14=-2702/0, 14-15=-2702/0 BOT CHORD 28-29=0/5889, 27-28=0/5889, 26-27=0/5889, 25-26=0/9427, 25-31=0/9427, 24-31=019427, 24-32=0/10415,2332=0/10415,22-23=0/10415, 2233=0/10415, 21-33=0/10415, 21-34=0/9056, 20-34=0/9056, 2035=0/9056, 19-35=0/9056, 18-19=0/5473, 17-18=0/5473 WEBS 1-29=0/3555, 2-29_ 307/0, 3-29=-3203/0, 3-26=0/2057, 4-26=-273/0, 5-26=2067/0, 5-25=0/402, 5-24=0/517, 6-24- 262/0, 8-24=-635/0, 8-23=0/400, 8-21=-928/0, 9-21=-259/0, 10-21=0/656, 10-20=0/337, 10-19=-2076/0, 11-19=-274/0, 12-19=0/2100, 12-17= 3231/0, 14-17=-318/0, 15-17=0/3289, 15-16=-1997/0 Structural wood sheathing directly applied or 3-3-14 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss m 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) The Fabrication Tolerance at joint 7 = 20%, joint 28 = 205/6, joint 13 = 20 % , joint 22 = 20 6) Refer to girders) for truss to truss connections. 7) 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 56 lb up at 11-11-12, 28 lb down and 124 lb up at 13-11-12, 12 lb down and 171 Ib up at 15-11-12, 30lb up at 17-11-12, 25 lb up at 19-11-12, and 13 Ito up at 21-11-12, and 3 Ib down at 23-10-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 69U Parke East BNd. Tampa FL 33610 Date: AniiiINNW%flelg4 parameters esdREAG NOTES ON TN/SANGINCLUDWM/FEKREFEFANCEPAGEMA74n.v. 11ID12015aEFORE USE Design volltl far use only wim M0e1�1 connectors. 9vs design 6 based only upon porpmefen shown, or 6 for an intlNidu-I bustling component, not a truss system. Before use, the builOing tleggner mustvetlfy the-pp"Coblliry of design Pmometers 0nd properly co Ora this tleslgn Into the Overall bulltling d.slgn. &-Clog lntllc-tetl isfoprevent buckling of lndivitlu-I huR web and/ar cnordmembers only. Adtli6anal temporary and permanent bracing WOW 8 elwoys mqueed for d-blllly and to prevent ooil.P_ with possible personal lryury pntl propeety tlamage. For general gultlante reg-rtlNg the fabticotlon storage, tleMery, emctbn pntl bracing of pusses ono kuss system. seeAN61/IP1, Cu CdtldO, bSSd9 and SCSI luldbp Wmpenrrnt s904 Padce East BNd. Safety lnlOmsptbnov-Il-bl9 from Tmss Plot. Irantute. 278 N. Lee Sheet 6ulte 3,2. Alexondtlo. VA 22314. Tampa, FL 33610 March 16,2019 Job Truss Truss Type Oty Ply T16534909 1452443 FG2 FLOOR 1 2 Job Reference (optional) buiiaers First Jource, Urovelena, FL. 34736 LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Unifomt Loads (plf) Vert: 1-15=-120, 16-30=-10 Concentrated Loads (lb) Vert: 24=-28(B) 20=13(B)31=-53(B)32= 12(B)33=30(B)34=25(B)35=-3(B) 8.240 s Mar 10 2019 MiTek Industries, Inc. Sal Mar 16 13:08:14 2019 Page 2 ID:OZd40JagbHpRkN5mN7pOOyylG_v-TSkupPBhgNIcJ7VOsMKdoPKON0177HRND_oNl BUMi7 Job Truss Truss Type Oty Pl=JobRf T76534910 1452443 FG3 FLOOR 1 D tonal ounuer s n,sl aumce, uroveimiD, rL. o4mo 6.Z4usmanu[ule MiieKinamtnes.lnc. Sat Mar1613:08:162019 7x10 = 3x4 = 3.8 = 6.8 = &B = 3x4 5x6 = Sx8 = 1 2 3 4 5 6 5.8 = 5x12 = 13 14 15 16 Scale = 1:54.8 3x4 = 17 18 36 35 34 33 32 31 30 2917 3B 2827 39 26 40 2541 24 23 22 21 20 19 4x6 = 3x8 = 3x4 = 3x4 II 3x8 = 06 = 7x10 = 4x6 = 4x6 = 5x8 = 3x6 II 5x8 = 3.6 = 2]-2J 2d6 266 0.]-2d-10 2-211D 21-0113] I 2-01d 22-01-02 2&8 2& &2 (2&]-9130.]-1 S93y12Ld-11D6 -010 -10 2-0-13 2L3 3 2-]a_Pla1d6111-7 1 n9 Plate Offsets(XY)— (7:0-2-120-2-121 f12:0-7-00-4-01 [19:0-4-80-1-81 LOADING (pat) SPACING- 2-" CS]. DEFL in (too) Vdetl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(L-) -0.26 29-30 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.43 29-30 >735 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 HOR(CT) 0.03 23 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight; 609lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pur ins, except 13-18: 2x4 SP No.t end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 *Except* 1-36.6-30,13-24,12-14,18-19: 2x4 SP No.2 REACTIONS. All bearings 1-0-3 except (jt=length) 36=0-4-0, 19=Mechanical. (lb) - Max Uplift All uplift 1001b or less at joints) except 19= 2287(LC 3), 22=-151(LC 3) Max Gmv All reactions 250 lb or less at joint(s) 22 except 36=1811(LC 3), 23=6074(LC 3), 23=6001(LC 1). 22=289(LC 4) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-36=-1713/0, 1-2= 2359/0, 23= 2359/0, 3-4=-5777/0, 4-5=-5777/0, 5-6=-1830/0, 7-30=0/276, 73=9548/0, 8.9=.9548/0, 9-10=-3868/0, 10-11=-3868/0, 11-12=0/6810, 12-24=0/2864, 13-14=0/1267,14-15=0/8178,15-16=0/8178,16-17=0/2407,17.18=0/2407 BOT CHORD 34-35=014382, 33-34=0/4382, 32-33=0/4382, 31-32=0/6949, 30-31=0/9479, 30-37=0/10132, 29-37=0/10132, 29-38=017630, 28-38=0/7630, 27-28=V7630, 27-39=0/7630, 2639=017630, 26-00=-788/0, 25-40=-788/0, 25-41=-788/0, 24-41=-788/0, 23-24=-6743/0, 22-23=-8178/0, 21-22=-5234/0,20-21=-5234/0 WEBS 1-35=0/2769,2-35=-272/0, 3-35=-2449/0, 3-32=0/1687,4-32=-275/0, 5-32_ 1419/0, 5-31=0/1738,5-7=-5241/0, 731=-2897/0,7-29=-644/0,8-29=-295/0, 9-29=0/2134, 9-28=0/593, 9-26=-4184/0, 10-26=-306/0, 11-26=0/5162, 11-24=-6607/0, 12-14=0/7175, 12-23=-1570/0, 16-21=0/484,16-20=0/3703,18-20=-3302/0,14-23= 2976/0, 15-22=0/589, 16-22=-4372/0,18-19=0/2242 NOTES- 1) 3-plytmss to be connected together with 10d (0.131'xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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 floor live loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) The Fabrication Tolerance at joint 34 = 20%, joint 27 = 20 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2287 lb uplift at joint 19 and 151 lb uplift at joint 22. 8) This truss has large uplift reactions) from gravity load case(s). Proper connection Is required to secure truss against upward Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33610 Date: �1 MITek' 69N Parka East Blvd. Tampa. FL 33610 March 16,2019 b Truss Truss Type Oty Ply r1452443 T16534910 FG3 FLOOR 1 3 Job Reference (optional) tsunaer31-Irst beams, Gmvelan0, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:16 2019 Page 2 ID:OZd40JagbHpRkN5mN7pOOyylG_v-OgsfE5DyM7YJYlenmM5tgPf2gN7bCMghlHUp3zaMhz NOTES- 9) Required 2x6 srongbacks, on edge, spaced at 10-0-0 oc 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. LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (DID Vert: 1-6=-120, 7-12=-1 20, 13-16=-120, 19-36=-10 Concentrated Loads (lb) Vert: 30=-314 24=-75 37=-431 36=-510 39=-131 40=-124 41=-103 QWARNING- Vedlydes9rpsremeremerd REAONOTES ON TNISANOWCLUOEOMREKREFERANOEPAGEM674]3rev. feDY101SaEFORE USE Design valid for use only with MBek® connectors. This design Is based oNy upon parameters shown and Is for an Individual building component. not ■` a truss system. Before use, the binding designer must verity the applicability of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of individual hurt web and/or chord members only. Addlonai temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personol Nlury and property dla�ymage. For general guidance regarding the fabricaflosglrrh NlponpMonwoiiable from Truss Narita 218 Na Lee ure drrla, VVA 22314mA�. DSSd9 and SCSI lu1dYlp Component 3 610Ntl. Tampa, FLParts Institute Sheet. 312, Al�o Job Truss Truss Type Dry Ply T76534911 1452443 FG4 FLOOR 1 2 Jab Reference (opt' nap Builders First Source, Groveland, FL. 34736 8.240 s Mar 102019 MiTek Industries, Inc. Sat Mar 16 13:08:17 2019 Page 1 ID:OZd4GJagbHpRkN5mN7pOOyy1G_v-u101 RREa71gAASDZxVtKQly?xEnzKgPpvyl l LWraMhy 3-SD 3.5.0 1 3x4 = 2 2x4 11 Scale=1:12.8 2x4 II 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP _ TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(ILL) -0.01 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.02 3-4 >999 240 BCLL 0.0 Rep Stress ]nor NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Mal Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=881/Mechanical, 3=796/Mechanical FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss lobe connected together with 10d (0.131 "x3") nails as follows: Tap chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1270 lb down at 1-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2= 120, 3A-_-10 . Concentrated Loads (lb) Vert: 5=-1270(F) Thomas A Albani PE No.39388 MiTek USA, Inc. FL Cart 66311 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING- yedrydeNgnpammefenendREADNOTESONTNISANOINCLUDWMn KREFERANCEPAGEMX7473mx.IaNYle15aEFOREUSS. Design volid for use only with Mf ed5connectors. this design b based only upon parameters shown and a for an IndMtlual building component, not a press system. Before use, the building deslgner must verity the appllcablllty, of design parameters and properly incorporate ma design Into the overall buading design. Bracing Indicated is to prevent buckrig of lncMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse with possible personal h ury antl properly damage. For general guidance regarding the fabrication storage, dslf ery, erection and bracing of trusses and truss systems seeANSUIPII Quality Cmoda, DSB49 and SCSI Building Component Safety Informationavallabie from Truss Plate Institute, 218 N. We Street. Suite 312, Alexandda VA 22314. MiTek' 69N Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type aY Ply T16534912 1452443 FG5 FLOOR 1 2 Jab Reference (notional) Builders Fam source, uroveland, 2x4 II 1 4M3 = 2x4 II 8.240 a Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:17 2019 Page 1 ikN5mN7pOOyyIG_v-u101 RREa71gAASDzXVtKOty_iEsOK14pvyl l LWmMhy US = 2.4 II Scale=1:16.6 LOADING (psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.31 BC 0.37 WB 0.34 Matrix-S DEFL. in Ve art-0.02 Vert(CT) -0.03 Hom(CT) 0.00 (lac) Vdefl Lid 5-6 >999 360 5-6 >999 240 4 r/a n/a PLATES GRIP MT20 244/190 Weight: 105 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end ver8cals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 34,1-7: 2x4 SP No.2 REACTIONS. (Ib/size) 4=-162/1-", 7=749/Mechanical, 5=1332/0-3-8 Max Uplift 4= 162(LC 1) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1332/0, 23=-1332/0, 34=-701/0 WEBS 1-6=0/1433, 2-6=-603(0, 3-6=0/1359, 1-7=-720/0 NOTES- 1) 2-plytmss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chards connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162lb uplift at joint 4. 5) Recommend 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. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 786 It, down at 6-1-9 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-120, 4-7=-10 Concentrated Loads (Ib) Vert: 8=-786(B) Thomas A. Alban! PE No.39380 Mirek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING-yardryEesl9n,sasrxferendREADMOMS ONMiSANDWCLUDEDMWEKREFERANCEPAGEM67473xew.iNDY1OISBEFOREUSE Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for an Indblduol building component, not a truss system. Before use, the Wilding designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addifianal temporary and permanent bracing MiTek' is always required far stability and to prevent collapse Mth passible personal lnlury and property damage. For general guldonce regarding the fobrleoffan, storage. delivery. erection and bracing of trusses and truss system% seeANSVTPII Quaffs. Cmedu, DS349 and IICSI Building Component 69a4 Parke Eest BNd. Safety mrm fpatbrgvallable from Truss Plate Institute, 218 N. Lou Street Suite 312. Alexandda, VA 22314. Tempe. FL saal O Job T Truss Type OtY PIY T76555760 1452443 FG6 7�: FLOOR 1 q 3 Job Reference foot mall Canners 11131 ...... oiore,u,w ��- orzroe, o.4Vuuuvu ocviomue6maWmes,mc. memaneue:L:09Gu1e Scale = 1:42.2 2x4 II 2x4 II 6x8 = 6.8 = 7x10 = 20 11 5x8 = 4x6 = 8x14 MT20HS = 3.4 11 1 21 22 2 23 3 24 254 26 5 27 28 6 29 7 830 31 9 32 33 34 10 Sx8 = US = 6X8 = 6x12 MT20HS = 5x8 = 2x4 11 5x12 = 2x4 11 8x14 MT20HS 11 2x4 II LOADING IPA TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress lncr NO Code FBC2017ITP12014 CSI. TC 0.82 BC 0.68 WB 0.99 Matrix-S DEFL Vert(ILL) Vert(CT) Horz(CT) in (loc) Well Ud -0.27 14-15 >999 360 -0.4514-15 >642 240 -0.11 20 n/a n/a PLATES MT20 MT20HS Weight: 5441b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except' TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pudins, 7-10: 2x6 SP No.2 except and verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP.No.2*Except* 2-20,3-19:2x4 SP No.3 REACTIONS. (lb/size) 11=11343/04-0, 20=9504/0-8-0 FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-7102/0, 34=-13515/0, 4-5=-26393/0, 5-6=-26393/0, 6-8=-21380/0, 8-9= 21380/0, 10-11=-1330/0 BOT CHORD 19-20=0)7102, 18-19=0/13515, 17-18=0/22724, 15-17=0/22724, 14-15=0/26024, 13-14=0/26024,12-13=0/13003,11-12=0/13003 WEBS 3-18=017135,4-18=-11603/0,4-15=0/4623, 5-15=-3039/0, 6-15=0/464,6-13=-5852/0, 8-13— 2870/0,9-13=0/10555,9-11=-16127/0,2-19=018269. 2-20=-11630/0. 3-19=-10503/0 NOTES- 1) 3-ply truss to be connected together with 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 7 = 20%, joint 16 = 20 5) Recommend 2x6 strongbacks, on edge, spaced at 10-M 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. LOAD CASE(5) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads(pIQ Vert: 1-21=-120, 21,34=-270, 10-34=-150, 11-20=-10 Concentrated Loads (lb) Vert: 22=-221 23=-226 24= 288 25= 2776 26=-1433 27=-1337 28=-1337 29=-1337 30=-1337 31=-1337 32=-1337 33=-1337 Thomas A Albani PE No.39380 k1Tek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Truss Truss Type Oty Ply F1452 443 FG7 FLOOR 1 2 Job Reference (optional) Builders First Source, Uroveland, FL 34735 2.4 II 5x72 = 8.240 s Mar 10 2019 MiTek 2.4 II 5x8 = 2x4 II 5,02 = Inc. Sat Mar 1613:08:19 2019 Pagel IewwoVS1 Del RioVN6NGW BOOmMhw Scale=1:29.6 SO =2x4 II 5x8 = 7 8 9 Bx12 MT20HS= 3x8 II 5x6 = 5x12 = 2xd II 5x8,= 2x4 II 5x12 = 4x6 II 0.2 0 2-8-3 5.0-15 7-5-10 9.10-fi 12-3.1 14-7-13 17-4-0 P2?0 2-6.3 2-0-11 2.4-11 2-4-11 2-0-17 2-0-11 2-8-3 Plate Offsets (X,Y)- 12:0-5-0,0-2-41, r10:Edge 0-3-8] f11:0-3-8 0-2-41, fl7:0-4-12 0-1-81 r18:Edge 0-3-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well Ld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.22 13-14 >933 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.35 13-14 >579 240 MT20HS 187/143 BCLL 0.0 Rep Stress ]nor YES WB 0.99 Hom(CT) 0.06 10 Na n/a BCDL 5.0 Code FBC2017/TP12014 Matdx-S Weight: 2141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* 10-16: 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.2 -Except' 2-17,3-15,4-14,5-13,6-12,8-11:2x4 SP No.3 REACTIONS. (lb/size) 18=6225/0-6-0, 10=4935/0-4-0 FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10544/0, 3A=-10544/0, 4-S=-12023/0, 5-6— 12023/0, 6-7= 6118/0, 7-8=-6118/0, 8-9=-6118/0, 9-10=4012/0 BOT CHORD 18-19=0/6900, 17-19=0/6900, 16-17=0/6900, 16-20=0/6900, 15-20=0/6900, 15-21 =0/1 2596, 14-2 1 =0/1 2596, 14-22=0/1 2596, 13-22=0/1 2596,13-23=0/1 0347,12-23=0/1 0347, 12-24=0/10347, 11-24=0/10347 WEBS 2-18= 7971/0, 2-17=0/1537, 2-15=0/4404, 4-15=-2480/0, 4-14=0/1397, 4-13=-692/0, 6-13=0/2026. 6-12=011 356, 6-11=-5111/0, 9-11=017044 Structural wood sheathing directly applied or 2-3-7 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.6-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc, Except member 2-17 2x4 -1 row at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 7 = 20%. joint 16 = 20 5) 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. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 743 lb down at 0-1-12, 10861b down at 0-8-4, 1084 lb down at 2-8-4. 1084 lb down at 4-8-4, 835 lb down at 6-8-4, 835 lb down at 8-8-4, 819 lb down at 10-8.4, 819 He down at 12-8-4, and 819 Ib down at 14-8-4, and 821 Ib down at 16-8-4 on bottom chord. The design(selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-9=-120, 10-18--10 Thomas A. Alban! PE No.36380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data; - March 16,2019 u WMmr -��%y aeslgnparemetersend FEAD NOTES ON THISMDINCLUDEO MREKFEFEru NCEPAGEM67473nrold MISBEFOREUSE- Design valid for use only with M9ekO connectors. This design is based only upon parameters shown and Is for an Intlldduai building component, not a truss system. Before use, the building designer must verity the eppllcablldy, of design parameters and properly Incorporate this design Into the overall building design. Bracing lndcated is to prevent buckling of Individual nuns web and/or chord members only. Additional temporary and permanent bracing is always rsquired for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection antl bracing of trusses and truss systems aeeANS1TPII Quality CMeria, DS849 and SCSI Building Component Safety Informatbncerciabie from Tmss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria VA 22314. ��- MiTek' 69o4 Parke East BNe. Tampa, FL 33610 Jab Truss Truss Type Oty 72Jb T16534914 1452443 FG7FLOOR 1 Reference (optional) Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:19 2019 Page 2 ID:SUiXdzYNe)7dnbtw?_7YOaziyK?-gPYns7Fgew PmNMewwoVS1 Del RioVN6NGWBOOmMhw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 18=-743(B) 17=-1084(F) 11=-819(F) 19— 1086(F) 20=-1084(F) 21=-835(F) 22=835(F) 23=-819(F) 24=-819(F) 25=-821(F) Q WANNNO-VeNtydeslgnperamelemend BEAONOTES ON TNISANON'CLUOEOMRKNEFERANCEPAGEM674M.re.. 1QWst015BEFOFE USE De9gn valid for use odywlth MRelso connectors. th6 design Is based only upon parameters shown. and Is for an Individual buldho component, not a cuss system. Before use, the buliding designer must verify the oppllcoblllty of design parameters and properly Incorporote this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlviduol truss web and/or chord members only. AddlXonal temporary and permanent brccing ' WOW Is always requited for stability and to prevent collapse with possible personal INury and properly damage. For general guidance regarding the fobricotlon, storage, delivery, erection and bracing of cusses and truss systems seeANSVMII Quality Cdfeda, DS049 and BCSI Building Component Safety Inlormalbnovcilable from Truss Plate VA 22314. 6904 Porte East Blvd. Tampa, FL 33610 Institute, 218 N. Lee Street Suite 312. Alexandria Job Truss Truss Type pty Ply T16534915 1452443 FG8 FLOOR 1 ^ G job Ru(oro ro (,ptu null ewmers rina source, urovelana, FL. 34t0b 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:20 2019 3x4 = 6.8 = 5.6 = Us = 3x4 II 1 2 3 15 4 16 5 5.8 = 17 6 6x6 = 18 7 19 13 5x8 — 20 12 4x6 = 11 10 9 21 4x12 = Scale=1:19.0 Bxl4MT20HS II 1 1-11-10 &&5 9- 5-2-02 6]-61 841-4 93-2 11-2-12 1-11-10 1 1-8-11 -3- 1-5-4 10 1-3-14 17-5-4 1 0.6-0 1-9-14 1 1-01-10 Plate _Offsets (XY)-- 12:0-3-80-3-01 r5:0-3-BO-2-81f6:0-3-80-3-0118:Edae03-8119:0-5-00-4-81 f10.0-4-40-1-81113:03-80-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.09 11 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.15 11 >853 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.04 a rda n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 156 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 -Except' BOT CHORD 1-14: 2x6 SP No.2, 7-8,6-8: 2x4 SP No.2 REACTIONS. (Ib/size) 14=8019/0-5-0, 8=7698/0-6-0 FORCES. (Ib) -Max. Comp_/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1473/0, 1-2=-598/0, 2-3=-6951/0, 3-15=-10933/0, 4-15=-10933/0, 4-16=-12472/0, 5-16— 12472/0,5-17=-7600/0, 6-17=-7600/0, 6-18-304/0, 7-18=-304/0, 7-8=-772/0 BOT CHORD 14-19=0/6951, 13-19=0/6951, 13-20=0/10933, 12-20=0/10933, 11-12=0/12472, 10-11=0/12472,9-10=0/12472, 9-21=017600, 8-21=0F7600 WEBS 2-14=-8489/0, 2-13=0/3952, 5-9=-6270/0,6-9=0/4052,6-8=-9558/0,4-11=-4621951, 5-10=0/1587, 3-13=-5603/0,3-12=0/2653,4-12=,3574/0 Structural wood sheathing directly applied or 2-10-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Recommend 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. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 701 lb down at 1-1-0, 701 lb down at 3-1-0, 701 It, down at 5-1-0, 701 It, down at 7-1-0, and 701 lb down at 9-1-0, and 701 lb down at 10-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (alf) Vert: 1-7=-270, B-14=-10 Concentrated Loads (lb) Vert 1=-917 2=-1511 9= 701(F) 11=-701(F) 10=-701(F) 3= 594 15=-917 16=-1511 17=-1511 18=-1511 19= 701(F) 20= 701(F) 21=-701(F) Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 16,2019 Q WARNWO-Vdfydeslgnpar4metereend READNOTE50N THZANDWCLUDEUMn KREFERANCEPAGEM674Mmx. 10r0.Maf5 BEFORE USE Design valid (or use only wim MRe'x®connectors. fib tledgn Is bpsetl oNy upon parameters shown. antl b for pn NtlNltlucl bullOing component, not a buss system. Before use, the bulding tleslgner must vanN the OppilcgbllN of c sign pprdmefen and properly Incolporpte mk tledgn Nro the overall bulding design. Bracinglntlicofetl k to prevent buckling of lntlNldupl tnrssweb and/or chord members only. AddlilOno temporary ontl pemspnent bracing MiTek' h always requ9ad for sfabllN ontl to prevent collapse with possible personal blury antl prapelN damage. For general guidance regarding the fabAmtbr storage, delNery, erecnon and bracing of trusses and buss systems, seeANSUR'll Du CMeM, OSBd9 end 9C41 luldhg Cornpor snl Salary InfomlDlbrtw011pb1e from TN55 Plate Institute, 6904 Parka East BNd. 218 N. Lee skeet. Sulfa 312, AJexontlrlo, VA 22 14, Tampa, FL 33610 Job Thus Thus Type Oty Ply T76534916 1452443 FG9 FLOOR 1 2 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:08:20 2019 Page 1 ID:SUjXdzYNej7dnbt?_7YOavyK7-Ic594TGSPD211wyYCdR12gaTMRg4X7fGmFhy=Mhv 7-2-9 2-3-6 1-0.13 4.5.12-h70 6-1 8-13 I0-1 1-2-9 I 2-6-11-10 2- 2.4 II 4xfi = 2x4 II 3.8 = 2x4 II 2 3 4 5 US — 6 6x12 MT20HS 11 4xfi = 2-3-8 4-1-16-6-11 8.10.0 8-1 -1 2-3-6 2-1-10 2-1-10 235 0- 1 Scale = 1:16.4 Plate Offsets (X,Y)-- (2:0-2-8,0-1-81 fl l:0-5-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.02 9-10 >999 360 MT20 _ 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.04 9-10 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.02 7 Na n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 126 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except' BOT CHORD 1-1 1,6-7:2x4 SP No.2 REACTIONS. (lb/size) 11=6848/0-64), 7=2004/0-4-0 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-866/0, 2-3=4358/0, 3-4=4358/0, 4-5=-2314/0, 6-7=-298/0 BOT CHORD 10-11=0/4159, 9-10=0/3831, 8-9=0/3831, 7-8=0/2314 WEBS 3-10=976/0,4-10=0/651,4-8=-1871/0, 5-8=0/1002,5-7=-2747/0, 2-11=-7019/0, 2-10=0/349 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Old (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 raw at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc 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. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=I.OD Uniform Loads (tell) Vert: 1-6= 270, 7-11=10 Concentrated Loads (lb) Vert: 2=-6459 Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING-yerlryde 9.,,erem0enend READ NOTES ON MBANDWCLUDEDa KREFERANCEPAGEM&74"3 V. 10=015BEFORE USE Design valid for use only whh M6ek® connectors. mt, design is based only upon parameters shown, and is for an Individual toWdIng component, not a truss system. Before use, the building designer must verify the oppllcabllity of tleslgn parameters and properly Incorporate MB design Into the overall building design. Bracing Indicated is to prevent buckling of Individual tuns web and/or chord members only. Atldltlonal temporary and permanent bracing MiTek' 6 always requlfed for stobalty, and to prevent collapse With possible personal [jury and property damage. For general guidance regarding the fobOoatlon storage, calvary, erection antl bracing of tussas and truss systems. seeANSVIPII Quo 21ps.1Criterb, DSl4fe and SCSI Building Component Safety Nformationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. 6904 Parka East Blvd. Tampa. FL 33610 Job TrussType OlyPly1452443 =FG10 FLOOR 1 2 Jab Reference (optional) curoers First Source, Groveiand, I-L. 44IJb 8.240 a Mar 10 2019 Mr rek Industries, Inc. Sat Mar 16 13:08:21 2019 Page 1 ID:SUIXdzYNej7dnbtw4_?YOaziyK?-mo[YHpH4AXAcf4)(kmLyGat7f?rBcGTgPga7FUHnMhu 2.6-4 4.10-12 7.5-0 2.64 2-4-8 2.6.4 1 46 = 22x4 II 35a = 42x4 II 2x4 II axe = LOADING (Pat) SPACING- 2-0-0 CS1. DEFL in (loc)/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Ve Oil -0.01 6-7 >999 360 TCDL 20.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress [nor NO W B 0.75 Horz(CT) 0.01 5 r/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3'Except• BOT CHORD 1-8,4-5: 2x4 SP No.2 REACTIONS. (lb/size) 8=2732/0-4-0, 5=288610-3-15 FORCES. (Its) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 1-8= 2367/0, 1-2=-2751/0, 2-3=-2751/0, 4-5=-568/0 BOT CHORD 7-10=0/2827, 6-10=0/2827, 6-11=0/2827, 5-11=0/2827 WEBS 1-7=0/3151, 2-7>7250/0, 3-6=0/595, 3-5=-3261/0 Scale=1:14.1 PLATES GRIP MT20 2441190 Weight: 93 Be FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Dd (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 now at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as fart (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) Recommend 2x6 slrongbacks, on edge, spaced at 10-M 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. 4) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 459 lb down at 1-1-12, 457 lb down at 3-1-12, and 453 Ito down at 5-1-12, and 472 Its down at 6-9.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-520, 5-8=-10 Concentrated Loads (lb) Vert: 6=-453(B) 9=-459(B) 10=-457(B) 11=-472(B) Thomas A. Albert PE No.39380 MTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNMG-Vedfydesigr Psrametenard REAPNGTEsoNMSANBINCLUGEGMBEKREFEBANCEPAGEMX74mmv. 10411,2015BEFGRE USE Design valid for use only with Mrek® connectorsr this design Is based only upon parameters shown, and S for an Individual building component, not a truss system. Before use, the building designer must verify the oppliccbllity of design parameters and properly Incorporate this design Into the overall building design. Brccing Indicated is to prevent buckling of lndivklual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wlih possible personal brury and property damage, For general guidance regarding me fabrication, storage, delivery, erection and bracing of tosses and toss systems. WeANS1/1PI7 QuoTlmT. Crifedo,115E-8e and )CSI Building Complaisant Safety, infolmalbrpvalable from Truss Rote Imfltute, 218 22314. 69N Parke East Blvd. N. Lee Sheet. Suite 312 Alexandria. VA Tampa, FL 33610 Job Thus Truss Type Cry Ply T16534918 1452443 FG11 FLOOR 1 3 Job Reference (optional euuaers rusT acurce, uroverana, rL. J41JU a.z4u s mar l u zui a ri l ex Inaosmes. Inc. J81 Mar 15 13:uu:zz zu1e Scale = 1:40.8 4x6 = 2.4 11 5x8 = Sx8 = 5x6 = 4x6 = 3.4 = 5xB = 5x6 = 5x6 = Sx8 = 6x8 = 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 5x6 = 5xB = 5x6 = 8.14 MT20HS= 4.6 = 3.6 11 46 = 46 = 5.6 = 8x10 = 4x10 MT20HS= 4xB = 4x6 = 2-3-3 4410 66-1 r 9AA 2-1-7 8-7 -4_ -11 1p7-1 1 -10 211 223-A7.A40 0. 2-1-7 2.14 P, 27 1-3 A1A Plate Offsets (X h-- 12:0-3-8,0-2-8113:0-3-8,0-2-81,111:0-3-8,0-2-81.112:0-3-8.0-0-01. 114:Edge,0-2-41. 115:0-5-0.0-5-81,125:0-3-8,0-2-81 LOADING (psp SPACING- 2-M CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.30 19-20 >929 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.66 Vert(CT) -0.6519-20 >430 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.09 14 n/a rda BCDL 5.0 Code FBC2017/TPI2014 Matdx-S Weight: 5341In FT=20% LUMBER- BRACING - TOP CHORD 21B SP No.2 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* BOT CHORD 1-26,13-14: 2x4 SP No.2 REACTIONS. (lb/size) 26=6825/0-7-0, 14=9001/0-4-0 FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-568/0, 1-2=-347/0, 2-3=-8654/0, 3-4=-1599310, 4-5=-21982/0, 5-6=-25998/0, 6-7=-27986/0,7-8=-26302/0, 8-9=-22737/0, 9-10=22737/0, 10-11=-17309/0, 11-12_ 10413/0, 12-13=-459/0, 13-14=-667/0 BOT CHORD 25-26=0/8654, 24-25=0/15993, 23-24=0/21982, 23-27=0/25998, 22-27=0/25998, 21-22=0/25998, 21-28=0127986, 20-28=0/27986, 19-20=0/28554, 18-19=0/28554, 17-18=0/26302,16-17=0/22737,16-29=0/17309,29-30=0/17309,15-30=0/17309, 15-31=0110413, 31-32=0/10413, 14-32=0/10413 WEBS 2-26=-10108/0, 2-25=0/4798, 3-25=-8929/0, 3-24=0/4185, 4-24=-7287/0, 4-23=0/3228, 5-23=-4886/0, 5-21=0/1849, 6-21= 2418/0, 6-20=0/539, 7-20=691/0, 7-19=0/851, 7-18=-3199/0,8-18=0/1900, 8-17=-4831/0, 10-17=0/3121, 10-16=-7056/0, 11-16=0/3830, 11-15— 8390/0,12-15=0/6096,12-14=-12112/0 Structural wood sheathing directly applied or 2-7-9 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. - NOTES- 1) 3-ply truss to be connected together with 10d (0.131°10°) nails as follows: Top chards connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 -3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 9 = 20 % , joint 22 = 20 6) Recommend 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 679 In down at 7-", 376 lb dawn at 9-". 376 In down at 11-0-0, 3761b down at 13-0-0, 374 Ito down at 15-0-0, 376 In down at 17-0-0, 455 lb down at 19-0-0, 2297 lb up at 19-11-8, 458 in down at 20-5-0, and 20801b down at 21-10.12, and 513 lb down at 22-5-0 on bottom chord. The desigrJselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Thomas A Albani PE No.38380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 LnWIWm IQR ?ftsgn Perameterseed BEAD NOTES ON MSMD MCLUDED MIfEKNEFEFANCEPAGEMIF7473rew. 11W 15BEFOBEUSE. Design valid for use only with MTek®connectors. This design 6 owed only upon porometers shown. and is for an lndNlduol building component. not a truss system. Before use. the building designer must verity the appllcoblllty, of design parameters and properly Incorporate firs design Into me overall buYding design. Bracing lndicaed Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M)ek' 6 always required for stability and to prevent collapse Win possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and Imss systems seeANSVrPI1 Quality Criteria, DSB49 and SCSI building Component 6904 Palle East BNd. Safety Informalanovaroble from Truss Rate Institute, 218 N. Ise sheet Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534918 1452443 FG11 FLOOR 1 3 Job�Rf,,,,,nal Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:22 2019 Page 2 ID:SUjXdzYNej7dnbtw?—?YOaziyK?-E DWV9HjwlTGD6WK2TV75fhjFU4?sXY3EkoljmMM LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-13=-447,14-26=-10 Concentrated Loads (lb) Vert: 20=-376(B) 19=376(B) 18=-374(B)17=-376(B) 16=-455(B)27=-679(B)28— 376(B)29=891(F)30=-458(B) 31=-2080(F) 32= 513(B) Q WARNWG-yed/ydestgnpax .Nmaad READ NOTES ON TN/SANDWLLUDEDMWEKREFERANCEPAGEM674 rev. ta=vISDEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown. and Is for on Indlvltlual building component, not a hum 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 bucking of Individual truss web and/or chord members only. Addlflonol temporary and permanent bracing a alwaysrequkedforstabilityantltopreventcollapsewithpossblepersona?Injuryandproperlydamage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVTPlt Quo' pyCriteM. PS549 and SCSI Suldbg Component Safety Informatbrlmaliable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Aloxandria, VA 22314. ��• p 1y'(Tek• 69" Perko East Bind. Tampa, FL 33610 Job Truss Truss Type Oy Ply - T16534919 1452443 FG12 FLOOR 1 2 Job Reference (optional) o.crubmar ,u aaie mu eR mDlletpee. Ipa. bat Mar TOTa:Ve:e22UTB Yager ID:SUjXdzYNej7dnbtw7_7YOaayK2-E_D W V9HjxrITGD6wK2TV75fujFeKy5eY3EkolimMM 1 3x4 = 2 2x4 11 2.4 11 4x6 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TO 0.10 Vert(LL) 0.00 4 "" 360 TCDL 20.0 Lumber DOL 1.00 BC 0.00 Vert(OT) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP ND.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 1-3:2x4 SP No.3 REACTIONS. (Itolsize) 4=204/0-4-0, 3=204/0-4-0 FORCES. (lb) -Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown Scale=1:12.9 PLATES GRIP MT20 244/190 Weight: 26 lb FT=20% Structural wood sheathing directly applied or 1-9-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Did (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as from IF) 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) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc 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. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-270, 3-4=-10 Thomas A Albani PE No.3936D MTek USA, Inc. FL Cert 6654 6SD4 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 WARNING-VedfydeslgePer4metersemd READ NOTES ON MISAND INCLUDED MI115KREFERANCEPAGEW747D rov. 1Gaa/4015BEF0RE USE volld for use only with MlfekG connectors. This design Is owed only upon parometers shown. and Is for an Individual bueding component, not a truss system. Before use. Me bulidIng designer must verify ire applicability of tleslgn parameters and properly Incorporate this design Into me overall buliding design. Bracing Indicated is to prevent buci hg of individual truss web and/or chord members only. Additional temporary and permanent bracing Is clwoys required for stabpry and to prevent collopse with possible personal Injury and properly damage. For general guldonce regarding the fabricalioR storage, delivery, erection antl bracing of trusses and buss systems seeANSVZPl1 CuallSlyy Croeb. D9549 and SCSI building Component SabtY InfoenatbrnvaDable from Truss Plate Insiltute. 218 N. Lee Street. Suite 312. Alexandria VA 22314, Wit MiTek- 69U Parke East Blvd. Tampa, i. 13610 Job Truss Truss Type OIy Ply T76534920 1452443 FT5 FLOOR 1 1 Job Reference (optional) builders NMI eoUres, Urwelana, FL. a4/3b b24U s Mar lU 2U19 Mlrek Industries, Inc. Selmer 1 2 axis = 3 2x4 II 2.4 II 5 4 3x4 = -1-7- M0.4-8 -]8 .n 1 Scale = 1:12.9 Plate Offsets (X,Y)— f2:0-3-8,0-4-01 LOADING (psf) SPACING- 2-0-0 CS. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.0D BC 0.01 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress III YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matti Weight: 15 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SPNo.3 BOTCHORD REACTIONS. (lb/size) 2=334/0-4-8, 4=3fMechanical Max Uplift 4=-50(LC 3) Max Gmv 2=334(LC 1), 4=59(LC 4) - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-7-8 do purins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girders) for Muss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Do uplift at joint 4. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131° X 3°) nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Aibanl PE No.39380 MTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-V dly Jesl9bpmemelenand RaDN07ES ON MSANOWCLUDMMN£KREF£MNOEPAGEM47473re¢ f6TY10l5PEFORE USE Design valid for use only with Mii connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a miss system. Before use, the building designer must verify the applicability of di parameters and properly Incorporate this design Into the overall building design.&acing Indicated k to prevent buckling of brit0cluol huss web and/or Chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collopse with possible personal Ni and property damage. For general guidance regarding the fobricallon, storage. delivery, erection and bracing of busses and huss systems. saeANSVIPII Quapy Criteria, DSS-09 end SCSI SuldbQ Component 69N Parke East eNd. Safbty mformalbrnvaflable from Truss Plate Institute. 218 N. Lae Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76534921 1452443 FT6 FLOOR 1 1 Jab Reference (optional) owlaer s'I s, buurrs, smoveialu, ram. A4sso 0.z4u 5 mar In, zu IV run ex IMUSUIeS, Inc. bar man o 1 sue:zJ 2ui u race 1 1 2 6xB = 3 2x4 11 Scale = 1:12.9 3x4 = Plate Offsets ()l.Y)-- I2:03-e 0-4-01 LOADING (pst) SPACING- 2-" CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.21 Vert(LL) 0.00 5 "" 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 rJa n/a BCDL 5.0 Code FBC2017/TPI2014 Matdx-P Weight: 161b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pur ins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 2=451/0-4-8, 4=-60/Mechanical Max Uplift 4=-114(LC 3) Max Grav 2=451(LC 1), 4=38(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 114111 uplift at joint 4. 4) Recommend M strongbacks, on edge, spaced at 10-0-0 0o 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Thomas A. Albant PE No.39380 II USA, Inc. FL Cart 8634 6904 Parke East Bird. Tampa FL 33610 Date: March 16,2019 ,&WARNING -Verity Oeslgnpanmetems.d READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MD74rars' 10ae¢p1SSEFORE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters Mown, and a for on Indl Adual building component, not a hum system. Before use, the building designer must verify the appllcoblllty of design parameters and property Incorporate the design Into Me overall building design. Bracing Indicated is to prevent buc;dhg of Individual huss web and/or chord members only.. Addlf[onol temporary and permanent bracing MOW Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery. erection and bracing of trusses and hum systems, seeANSts Qua] M CIRsrIa. all and 1101 Bolding Component 69M PaMa East Blvd. Safety lnformalbmvallable from Tum Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22 14. Tampa, FL 33610 Job Tess Truss Type of Ply ply T1fi534922 1452443 Fl-7 FLOOR 1 1 Jab Reference (optional) a.trU s mar m taro M1 lex mammas, Inc. bat Mar lb T3:Ua:232UTB race 1 2 6xB = 3 2x4 11 Scale = 1:12.9 2x4 II 5 4 3x4 = Plate Offsets (X,Y)-- 12:0-3-8.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 5 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=530/0-4-8, 4=-108/Mechanical Max Uplift 4=-161(LC 3) Max Grav 2=530(LC 1), 4=22(LC 4) FORCES. (lb) -Max CompdMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 4. 4) Recommend 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A Albani PE No.3939D MTek USA, Inc. FL Celt 11834 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O WANNING-Vcrirydesf9npaxam.W..ENEAON0TES ON F ANUWCLUDEDWEKNEF£BANCEPAGEMX7473mv. 10932015BEFONE USE Deslgn volld for use only with MBek®connectors. This design Is based only upon parameters showru and Is for an Individual building component, not a truss system. Before use. Me building designer must verify Me applicability of design parameters and property Incorporate this design Into Me overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stobllity and to prevent collapse with possible personal irgury and property damage. For general guidance regarding the fob0conon, storage, delivery. erection and bracing of trusses and trim systems. seeANSVTP11 Qua pty CrBedo. D5549 and SCSI Bolding Component Safety Informational from Truss Plate Institute, 218 N. Lee Steel. Suite 312. Alexandria, VA 22314. ��- MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1452443 FT8 Flat 1 1 :T765:34792]3 Jab Reference (optional) Builuers rmsr source, urovelana, FL. a4r96 8.240 a Mar 10 2019 2 6x8 = 3 2x4 II 5 2x4 11 3x4 = 0-4-8 1-7-8 I Qy.B I 1-7-8 i Inc. Sat Mar 16 13:08:24 2019 Scale a 1:12.9 Plate Offsets (KY)— (2:03-8 Od-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(L-) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.03 Hoa(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=336/0-4-8, 4=-64/Mechanical Max Harz 2=-108(LC 6) Max Uplift 2=3D8(LC 6), 4=-64(LC 1) Max Grav 2=336(LC 1), 4=89(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 1-7-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intenor(1) 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom. chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308lb uplift at joint 2 and 64 lb uplift at joint 4. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parise East Blvd, Tampa FL 33610 Date: March 16,2019 AWARNWG-VerdydeslgnP mmetemandREADNOMSONMMANDINCLUDEDMIFEKBEFERANCEPAGEMLL74Mmre 16'pY1015BEFOBEUSE Design valW for use only wHh MTeld➢connectors. This tlesign Is bpsetl oNy upon porameters shown. and a for an IndNldupI building component, not D truss system. BeloteMe builtling tles'gner must vefify the gpppllcabllltY of tlesign parameters and properly Incorporate thb tlesgn Info the overall building tlesign. &acing lndicatetl is to prevent buckling of lndNia hues web and/or chordmeAnt. iy, AddlHonal temporary and permanent brodng MiTek' e always mqulredfor snob11Ny and to prevent collapse with possible petsonol N7ury and propeM tlamage. Forgenor., guidance regOrtling me fobricatlon, staroge. delivery. erection and bracing of busses and torts systems sasSUIP1i Du Cmedp, DSIM9 and a61 Fording Component Sobry Nfonnalbnwouobie fromtruss Plate InsliMe, 21B N. ite 912 Ale4ondfia VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Lee Street.la Job Truss Truss Type City Ply T76534924 1452443 FT9 Flat 1 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 8.240 s Mar 102019 MiTek Industries, Inc. Sat Mar 16 13:08:24 2019 Page 1 ID:QZd4DJagbHpRkN5mN7pOOyylG_v-BNLgwgJzTSYBWXGJRTVzCWkDj2KYT?IrXYDVScwMhr -1-71-2 1-7-8 1-11.2 2 6x8 = 3 2x4 II 3x4 = Scale=1:12.9 Plate Offsets (X,Y)— f2:0-3-8,0.4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Hoa(CT) 0.00 4 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=3113/0-4-8, 4=-531Mechanical Max Harz 2=-10B(LC 6) Max Uplift 2=-286(LC 6), 4>53(LC 1) Max Grav 2=318(LC 1).4=86(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 1-7-8 cc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Provide adequate drainage to prevent water podding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2861b uplift at joint 2 and 53 Ib uplift at joint 4. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Alban PE No.39360 MiTek USA, Inc. FL Cert 6834 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING -VerllyCagnpanrind.. no READ NOTES ONMar AND wCLUDEDMREKREFERANCEPAGEMIP74MMK1WAVLa15BEFORE USE Design valld for use only with Mire® connectors. This design k based only upon parameters shown and Mar an Individual bu0tling component, not a truss system. Before use, the bulltling designer must verlfy the opplloabllry of design parameters and properly Incorporate this design Into me overall building tleslgn. eroding Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me /abticaflort storage, delivery. erection and bracing of inssea and buss systems seeANSVIPII Cualryryyy Cr fedo, D3549 and ICSI Building Component Safety Informatbnaiciloble from Trues Plate Institute, 216 N. Lee Street Sure 312 Alexandria. VA 22314. MiTek' 69M Pa&e Ent Blvd. TanDe, FL 33610 Job Truss Thus Type Oty Ply T16534925 1452443 FT10 Flat 1 =JobRefemnce (optional) Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:25 2019 US = 2x4 11 2 3 5 2x4 11 1-7.8 0-0-6 1-7-8 3.4 = Scale> 1:12.9 Plate Offsets (X,Y)— 12:0-3-8,0-4-01 LOADING (psQ SPACING- 2-" C51. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL -15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20177TPl2014 Matrix-P Weight: 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=270/0-4-8, 4=-24/Mechanical Max Horz 2= 108(LC 6) Max Uplift 2=-227(LC 6), 4=-39(LC 17) Max Gram 2=270(LC 1).4=86(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-7-8 act puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psfbottom 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 2 and 39 lb uplift at joint 4. 7) Gap between inside of top chord beading and first diagonal or vertical web shall not exceed 0.500in. Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Data: March 16,2019 QWABNNG-Verfydeal9nparamefenand BEAONOIES ON MMANOtNCLU0EO6 EKFEFERANCEPAGEMX74Mmre fa2fY20159EFOHE USE Design void for use only with MiTek® connectors. This design Is based only upon parameters shown, and b for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated h to prevent buckling of lndNldual huss web and/or hard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fobrlcaflon. storage, delivery, erection and bracing of trusses and hus systems, seeANSVIPII Cuall Cr9edo, DSB49 and BCSI Srslding Component Sabin Informational hom Truss Plate Instill 218 N. Lee Sheet. Suite 312, Alexandria VA 22314. M)Tek' Beall Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534926 1452443 FT11 Flat 1 1 Job Reference (optional) He110era rnsr source, Urovelan0, FL. a4]36 3.240 s Mar 102019 MiTek industries, Inc. Sat Mar 16 13:08:25 2019 6x6 = 2.4 11 2 3 52x4 II 3x4 = Scale =1:12.9 Plate Offsets (X.Y)-- f2:0-3-8 04-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(L-) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.03 Horz(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=203/04.8, 4=12JMechanical Max Hom 2= 10B(LC 6) Max Uplift 2=-145(LC 6), 4=-57(LC 10) Max Grev 2=203(LC 1), 4=86(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structure[ wood sheathing directly applied or 1-7-8 cc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., GCpf=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 Ib uplift at joint 2 and 57 lb uplift at joint 4. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Alban! PE N0.39360 MiTek USA, Inc. FL Can 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Job Truss Truss Type City Ply T16534927 1452443 H3 Diagonal Hip Girder 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:26 2019 Scale =1:13.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a iVa BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: ll Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-138/Mechanical,2=427/0-10-15,4=19/Mechanical Max Horz 2=147(LC 8) Max Uplift 3=-284(LC 19). 2=-281(LC 8) Max Grav 3=187(LC 26), 2=427(LC 1), 4=38(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrrPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2941b uplift at joint 3 and 281 Ib uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148lb down and 192lb up at 1-4-15, and 148 lb down and 192 lb up at 1d-15 on top chord, and at 1-4-15, and at 1-4-15 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=-90, 2-4=-20 Concentrated Loads (Ib) Vert: 5=128(F=64, 8=64) Thomas A Albani PE No.39380 Mirek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING -VedrydsiI9.pehunmI.end READNOTES ON THIS AND INCLUDEDMIEKREFERANCEPAG15AfX7 rat,.. la'=zf5 BEFORE USE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component not �� a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into Me ovmoll building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requited 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 Musses and Was systems seeANSU1N1 Cu Cmnb, DSE49 and BCSI Budding Component Salary In(omlotbsxrvaltable Mom isuss Flote Institute. 218 N. We Sheet, Suite 312. Alexandrla. VA 22 14. 6904 Parke East Blvd, Tampa, FL 33610 Job Thus Thus Type Oly Ply T76534928 1452443 H7 Diagonal Hip Girder 1 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:27 2019 Page 1 ID:QZd40JagbHpRkN5mN7pOGyylG_v.by1 pYsLnnNxmN?_u6b3gg8MZIGEDgGJHDW SzjmMho -2-t-7 5.0.2 9-1 0-1 24-7 5-0-2 4.944 Scale = 1:31.0 LOADING (pso SPACING- 2-M CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Ve t(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 VertfCT) -0.10 6-7 >999 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.42 HocdCT) -0.01 5 r/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 45 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=212/Mechanical, 2=682/0-10-15, 5=348/Mechanical Max Horz 2=401(LC 26) Max Uplift 4=-206(LC 8). 2=-431(LC 8), 5=-258(LC 8) Max Grov 4=212(LC 1), 2=803(LC 32), 5=433(LC 32) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc pudins. BOT CHORD Rigid ceiling directly applied or7-10-10 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1080/387, 8-9=-969/375, 3-9=-752/326 BOT CHORD 2-12=-525/715, 12-13=-525/715, 7-13=-525/715, 7-14=-525/715, 6-14=-5257715 WEBS 3-7=0/288, 3-6=-830/610 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. S) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 4, 431 lb uplift at joint 2 and 258 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 219 lb up at 1-4-15, 1671b down and 219lb up at 1-4-15, 179 lb down and 981b up at 4-2-15, 179 lb down and 98 lb up at 4-2-15, and 2491b down and 228 lb up at 7-0-14, and 249 lb down and 228 Ib up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15, 121b down at 4-2-15, and 36 Its down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (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: 1-4=-90, 2-5=-20 Concentrated Loads (Ib) Vert: 8=146(F=73, B=73)10=-88(F=-44, B=-44) 14=-36(F=-18, B=-18) Thomas A. Alberni PE No.38380 Eli ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 ,&WARNIA'G-VeK/ydesl9nparametersend REAONOTES ON TNISANOWCLUBEBMrt KREFERANCEPAGEMtr7013rev. faN3401SBEFORE USE Design valid for use only with Mmek® connectors. ThIs tleslgn Is based only upon parameters shown. and 6 for an Individual building component, not a truss system. Before use, the building designer must verity me applicability, of design parameters and properly Incorporate this design Into the overall building tleslgn Bracing Indicated is to prevent buckling of Individual Cuss web and/or chord members only. Add tonal temporary and permanent bracing MiTek' Is always required for stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of loses and truss systems seaANSVrP11 Quality CdbM, 1135d9 and BCSI Building Comporurd Sabty Informchonavoilabie from Tnus Rate VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 Institute, 218 N. We Street, Suite 312, Alexandria, Job Thus Truss Type Cry Ply T76534929 1452443 H7i Diagonal Hip Girder 1 1 Job Reference o imnal Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:29 2019 a-to-t atu sao e0o e4-a .e 0.1O 1-7-0 2-a0 1b9 1 n4t1 Scale = 1:31.4 Plate Offsets (X.Y)-- 12:0-1-11,0-1-81 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP - TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.23 8-9 >488 240 _ MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.22 8-9 >509 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Hom(CT) -0.08 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 51 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 7-10: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=286/Mechanical, 2=694/0-10-15, 7=294/Mechanical Max Horz 2=401(LC 26) Max Uplift 6=-223(LC 8), 2=-426(LC 8), 7=-234(LC 8) Max Grav 6=321(LC 32). 2=822(LC 32), 7=357(LC 32) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. Except: 2-8-0 oc bracing: 10-12 FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1139/357,3-13=-978/346,3-14— 1160/564,4-14=-1008/529,4-15=-269/125 BOT CHORD 2-17=-483/725, 12-17=-4837725, 10-18=-770/1171, 9-18=-770/1171, 9-19=-652/933, 8-19=-652/933 WEBS 3-9=-297/132, 4-9=-517/817, 4-8=-1344/939, 5-8=203/350 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 201 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 2231b uplift at joint 6, 426lb uplift at joint 2 and 234 lb uplift at joint 7. 6) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 167 lb down and 219 lb up at "-15. 167 lb down and 219 Ib up at 1-4-15, 179 lb down and 98 lb up at 4-2-15, 179 lb down and 98 lb up at 4-2-15, and 204 Ib down and 151 lb up at 7-0-14, and 204 lb down and 151 Ib up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-5-0, 12 lb down at 4-5-0, and 82 It, down and 78 lb up at 7-0-14, and 82 Ib down and 78 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (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: 1-6=-90, 2-12=-20, 11-12=-20, 7-10-20 Concentrated Loads (Ib) Vert: 13=146(F=73, B=73) 15=23(F= 11, B=-11) 19=-122(F=-61, B=-61) Thomas A Albani PE No.39380 li USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING- Verify dcdgnparamefersandREADN07ESONMISANDINCLUDED MIfEKREFERANCEPAGEMIP74)9rsx.rbD3Q0f5DEFOREUSE Design volid for use only with Mmek® connectors. This 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 thus design Into Me overall building tleslgn. Bracing Indicated is to prevent buckling of Individual puss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Inury and property damage. For general guidance regarding the fabrication. storage, dolNeN. erection and bracing of busses antl trim systems seeANSVIPll CuTy garland, DS349 and IICSI Building Component Safbty tidarmattonavailable from muss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexandria. VA 22314. MiTek' 6904 Parka East BNd. Tampa, FL 33610 Job Thus Truss Type City Ply T16534930 1452443 J1 Jack -Open 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek -8-15 1 1-8-15 I I� Inc. Sat Mar 16 13:08:29 2019 Scale = 1:18.3 Plate Offsets X Y)-- 12:0-0-1,0-0-21 12:0-" 0-5-71 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 3 Na n/a BCDL 10.0 Code FBC2017/IP12014 Matfix-P Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Leh: 2x8 SP 240OF 2.0E REACTIONS. (IWsize) 3=-15/Mechanical, 2=345/0-e-8, 4=17/Mechanical Max Hom 2=215(LC 10) Max Uplift 3= 49(110). 2=-142(LC 10) Max Gray, 3=36(LC 6), 2=345(LC 1), 4=33(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qla) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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.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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 491b uplift at joint 3 and 142 lb uplift at joint 2. Thomas A Albani PE No.36360 MTek USA, Inc. FL Cart 6634 fli Parke East Blvd. Tampa FL 33610 Dale: March 16,2019 AWARNING- VenlyEeslgnpvamefenan4READNOTESONTNISANDWCLUDEDMmEKFEF£RANCEPAGEM674MniV..10=10ISBEFONEUSE Design valid for use only with MBeka1 connectors. This design o based only upon parameters shown. and Mar an Individual building Component, not a truss system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate mis design Into the overall building design. Bracing Indicated is to prevent buckling of indrviduat truss web and/or chord members only. Additional temporary and permanent bracing Is always repu0ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricallor, storage, delivery, erection and bracing of trusses and runs systems, seeANSUIPII Cualily ClKelb. DSB419 and BCSI Building Component Safety tnformotloa wollable from Truss Plate Institute, 216 N, Lee Street Suite 312, Alexandria, VA 22314. MiTek' 6904 Palle East Bind. Tampa, FL 33510 T16534931 Scale = 1:20.2 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 3=20/Mechanical, 2=321/0-8-0, 4=19/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-93(LC 10), 2=-104(LC 10) Max Grav 3=48(LC 8), 2=321(LC 1). 4=38(LC 3) FORCES. (Ib) - Max Caryl Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 931b uplift at joint 3 and 104 lb uplift at joint 2. Thomas A Milani PE N6.39380 MTek USA, Inc. FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 16,2019 O WARNWG- Ved/ydaalgnpaamefanend READNOTES ON MMANDWCLUDEDMl1EKREFENANCEPAGEM&74Mev. iMl ISBEFOFE USE Design valid for use only with MTelt® connectors. Mis design Is based only upon parameters shovm and b 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 bulldingdeslgn. Bracing Indicated Is to prevent buckling oflntlNldualtrussweband/or chord members only, Additional temporary and permanent broong MOW Is always required for stability and to prevent collapse with possible personal inlury antl property damage. For general guidance ragcrding the fabrication, storage. delivery, erection and brcchg of trusses and truss systems seeMS"ll Quality CrRnlo, DS349 and BCSI auldlep Component 6904 Parke East Blvd. Safely Infatmaft9rova0oble from Truss Rate Institute. 218 N. Lee Street. Suite 312, Nexandrla. VA 22314. Tampa, FL 33610 Truss Truss Type cry Ply T16534932 I1 1452443 J3 Jack -Open 2 1 Jab Reference (optional) builders rlrst bourc8, urovelana, rL. a4/3b 8.240 a Mar 10 2019 MiTek Industries, Inc. Sal Mar 16 13:08:30 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyylG v-470xAuOk31JKESjTokcNSn_54TLstjdkvUgDJFmMh1 -1.6-0 3-11-13 1-60 3-77d3 Scale=1:30.1 3 11-13 3 11-13 Plate Offsets (XY)-- 12:0-0-3,0-0-31.12:0-0-6,0-5-31 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 Fla file BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 201b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 3=114/Mechanlml, 2=419/0-8-0, 4=36/Mechanical Max Horz 2=380(LC 10) Max uplift 3=-250(LC 10), 2=-5B(LC 10) Max Grav 3=169(LC 17), 2=419(LC 1), 4=72(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-214/274 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; E1le C; EncL, GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1-60 2) This tress has been designed for a 10.0losf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2501b uplift at joint 3 and 581b uplift at joint 2. Thomas A. Albani PE No.39380 fill ell USA, Inc. FL Celt 6634 6903 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING-Veritydesl5npesmefersendREADNOTESONTRISANDMCLUDEOMREKREFERANCEPAGEN*74mrov.1aAY1015eEFOREUSE Design valid for use only with MOek& connectors. MIS design B based only upon parameters shown, and Is for on Individual bullding component, not a truss system. Before use, the building designer must verify the appllcab0lty of design parameters and properly Incorporate this design Into Me 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 stabhty, and to prevent collapse wM Possible personal Injury and property damage. For general guldance regarding the fabrication, storage, deltaOry, erection and bracing of trusses and truss systems. seeANS rmn peellly Criteria. D311419 and But Building Component 69M Pans East Blvd. Safety Nformatbmvallable from Truss Plate In,mute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314 Tampa, FL 33610 Truss Truss Type city Ply rJob T16534933 1452443 J4 Jack -Open 2 1 .lop Reference lnntinnell Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:312019 2-61 '1.41 I Scale=1:22.4 Plate Offsets DXY)-- r2:0-0-30-0-31 f2:0-0-60-5-31 LOADING (psl) SPACING- 2-0-0 Cal. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Ven(CT) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz CT) 0.00 3 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-P Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x8 SP 2400F 2.0E REACTIONS. (Ib/size) 3-e/Mechanical, 2=369/0-8-0, 4=20/Mechanical Max Horz 2=269(LC 10) Max Uplift 3=-117(LC 10). 2— 101(LC 10) Max Gray 3=54(LC 8), 2=369(LC 1), 4=41(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-1 no puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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) 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 ANSVTP1 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1171b uplift at joint 3 and 101 Ile uplift at joint 2. Thomas A. Alban! PE No.38380 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARMING-Vedtydes/gapammetersendNEADNOTESOliMSANDNCLUDEDMRKNEFENANCEPAGEMIP74M.r . fa9Ylota6EFONEUSE Design valid for use only with M6ek® connectors. This tleslgn Is based only upon parameters shown. and B for an Individual building Component, not a truss system. Before use, the building designer must verify the appllcobllity of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. AcIdlf anal temporary and permanent bracing MiTek' a always reci for stability and to prevent collapse Wit, possible personal Injury and property damage. For general guidance recording Me fobricaflor, storage, delivery, erection and bracing of husses and puss systems seeANSVIPI1 Quality C61911d, DSB49 and SCSI Building Component 6904 Pai East Blvd. Safety Infoona6onavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Ts TrsType Oty Ply T7 6534934 52443 J agonal Hip Girder 2 1 Job Refemnre fnnt'nnall builders nrst ovine, uroverall rL. a4/a0 8.240 s Mar 102019 MiTek Industries, Inc. Sat Mar 1613:08:31 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyy1G v-UjGKODOMgbRBmifLR7d_XCMe9cAtt8BOndmMhk -I-7-8 5-4-8 I 1a-B 5.48 Scale = 1:34.7 Plate Offsets (X,Y)— 12:0-0-1,0-0-21,12:0-0-3,0-5-71 LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Gi DOL 1.25 TC 0.98 Vert(-L) -0.04 2-4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.07 2.4 >811 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Hoii -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEDGE Left: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 3=186IMechanical, 2=497/0-8-8, 4=50/Mechanical Max Horz 2=449(LC 23) Max Uplift 3=-323(LC 8). 2=-125(LC 4) Max Gmv 3=270(LC 29), 2=498(LC 31), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-5=-481/223 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and Fight exposed; 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 323lb uplift at joint 3 and 125 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 lb down and 182 lb up at 2-7-9, and 281 lb down and 191 lb up at 2-8-7 on top chord, and at 2-7-9, and at 2-8-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (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=-90, 2-4=-20 Thomas A Albani PE No.38380 MiTek USA, Inc. FL Cad 6634 SSU Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O WARNING- Vedtydeslynpry sx,ersen4REAONOTES ON WISANOMCLUOEOU?KREFERANCEPAGEUX74 .J . rati3sWISBEFORE USE Design valld for use onlywiM MreL®conneators. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a Uuss system. Before use, the binding designer must verify the appllaabllity, of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndlvdual truss web and/or chord members only. Addltlanal temporary and permanent bracing WOW 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 tons systems seeANSUIPII Quality Criteria. D35419 and 601 Building Component Safely Infomnatiorrovolloble ham Truss Nate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314 69M Parka East Blvd. Tempe, FL 33610 Job Truss Truss Type aY T16534935 1452443 J6 Jack -Open 2 �P'YTJob h _eference factional) tlmlcere nrst source, UMVeland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:32 2019 Page 1 ID:QZd40JagbHpRkNSMN7pOOyyIG_v.yvgibZP bvZ2Tmirv8esXC4VIH3)&d61Mo9KNSMMhj -0-6.0 2-6-1 � 1-fi-0 2-fi-1 � scale = 1:22.7 Plate Offsets(X,Y)-- f2:0-0-30-0431 f2:0-0-70-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goc) Vdefi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Veft(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Lett: 2x8 SP 2400F 2.0E REACTIONS. (Ib/size) 3=15/Mechanical, 2=370/0-8-0, 4=21/Mechanical Max Horz 2=274(LC 10) Max Uplift 3=-124(LC 10), 2=-99(LC 10) Max Grow 3=58(LC 8), 2=370(LC 1), 4=42(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUrPI 1. 3) Gable studs spaced at 2-0-0 cc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint 3 and 99 lb uplift at joint 2. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cod 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Truss Truss Type OlyT16534936 [Job 443 J7 Jack -Open 2 1 Job Reference (optional) Builders FTlst Source, Groveland, FL.34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:08:32 2019 Page 1 ID:OZd4OJagbHPRkN5mN7pOOyyiG v-yvgibZP_bvZ2Tmtm8esXC4RAH?dLd61 Mo9KN8zaMhj -1-6-0 5-0.54}0 � 1-6-0 ~ 0 Scale = 1:35.0 Plate Offsets (X Y)— 12:0-0-3 0-0-31 12:0-0-7 0-541 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (roc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) -0.03 24 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 24 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCOL 10.0 Code FBC2017/71`12014 Matdx-P Weight: 2311b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 3=171/Mechanical, 2=464/0-8-0, 4=46/Mechanical Max Horz 2=451(LC 10) Max Uplift 3=-324(LC 10). 2=42(LC 10) Max Grav 3=237(LC 17), 2--464(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-273/299 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exit C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposedC-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 chard 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 324 lb uplift at joint 3 and 42 lb uplift at joint 2. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 16,2019 O IyAFNING-Venlydeslgnparemelenrand READNOTES ON TNISANGINCLUDWMRENNEFENANCEPAGEM 74Mmv. la=015BEFGRE USE Design valid for use only with MirekS, connectors. The design Is based only upon parameters shown. antl Is for an Individual building component, not a truss system. Before use, the building designer must verity the appilcablllty at design parameters antl properly Incarcerate this tleslgn Into the overall budding design. Bracing bdlcwed is to prevent buckling of lndMduoi true web and/or chord membersonly. Additional temporary antl permanent bracing Is always required for stability and to prevent collapse with posvDle personal kqury and property damage. For general guidance regarding the fabdcallon, storage. delivery, erection and bracing of husses antl muss systems socANSUTPII Quality Cd eiku P5549 and SCSI SWdbp Component Safety Infoenallunovalicbie from Truss Plata Institute, 218 N. Ise Shoot. Sulfa 312. Alexondria. VA 22314. ��- MiTek' 5904 Parke East Blvd. Tampa, FL 33610 PB1 T16534937 2x4 = ID:OZd4OJagbHpRkN5mN7p00yyIG_v-0604ovOcLDhv5wS2TsA53PckmhOg44tAbSvtvz Mhi 4x6 = 2x4 II 20 = Scale = 1:20.8 Plate Offsets (X,Y)— f2:0-26,0-1-01,14:0-26,0-1-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TO 0.24 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.01 5 n/r 90 BCLL 0.0 ' Rep Stress ]nor YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb(size) 2=215/5-2-12, 4=215/5-2-12, 6=211/5-2-12 Max Horz 2=135(LC 9) Max Uplift 2= 106(LC 11). 4=-116(LC 11), 6=-30(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2, 116lb uplift at joint 4 and 30 lb uplift at joint 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE No.39360 MTek USA, Inc. FL Cett 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING -Vsdrydesl9npebyxfaM60dREADN0TFSONMSANDWCLUDEDMREKFEFERANCEPAGEMIN7=melMi¢0156EFONEUSE Design Vella for use on wlm Mriek®connectors. IDB design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building deslgnor must verify the epplicoblllty of tleslgn parameters and properly Incorporate me design Into the overall building tleslgn. Bracing Indicated is to prevent bucking of Individual buss web and/or chord members only. Addl9onal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury end property damage. For general g0donce regarding the fobrlcatlon. storage, delivery, erection and bracing of trusses and buv systems seeANSVIPiI Quality CdNIb, D5849 and SCSI Building Component Safety Nformationavailoble from Truss Plate 22914. 6904 Parke East Blvd. Tampa, FL 33610 Institute. 216 N. Lee Street Suite 312. Alexondrla, VA Jab Truss Truss Type Oty Ply T76534938 1452443 P82 Piggyback 11 1 Job Reference foDtionall builders HIS source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:34 2019 Page 1 1 D:QZd40JagbHpRkN5mN7pOOyy[G_v.ulySOFRE6 W pmi4OE1 ZhKcd9vV4)3pX7Jg6eRS1 zaMhh .7 3.2-3 3 2x4 = 4x6 = 2.4 II 2x4 = Scale=1:20.8 Plate Offsets KY)- 12:0-2-6,0-1-01 [4:0-2-6 0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 5 r/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 25 lb F7=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=215/5-2-12, 4=215/5-2-12, 6=21115-2-12 Max Harz 2=-135(LC 8) Max Uplift 2= 106(LC 11). 4=-116(LC 11). 6=-30(LC 10) FORCES. (I s) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interiogl) 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitbetween the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2, 116 lb uplift at joint 4 and 30 Ib uplift at joint 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 A WARNING-Vm11y Cesl9nparemefersend READ NOTES ON TN/SANDWCLUDEDMREKREFERANCEPAGEMIP7413rev. 16032015DEFORE USE Design valid for use only with MRek9 Connectors. ih6 design Is based only upon parameters shown antl Is for an Individual building Component, not a truss system. Before use, the building designer must verity me appllcablllN 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 Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guldonce regarding Me fabrlcaflon, storage. delivery, erection and bracing of trusses and truss systems SBBANSI/IPIT QuaImI1yy Criteria, DS549 and DOI Building Component bformalbnavailable from Truss Plate Institute. 218 N. Lee Street Suite 312 Aleaantl4a. VA 22314. MiTek' 69W Parke East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type cry Ply T16534939 1a52443 T1 Flat Girder 1 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:08:34 2019 Page 1 ID:OZd4DJagbHpRkN5mN7pOOyylG_v-uIySOFRE6Wpmi4OE1ZhKcd9v04kSpXNJg6eRSl mMhh 3.2-14 3-2-14 1 3x4 = 2 2c4 II Scale = 1:11.6 5 2x4 11 4 3-2-14 46 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 CS1. TC 0.25 BC 0.05 W B 0.02 Matrix-P DEPL, in Vert(LL) -0.00 Vert(CT) -0.00 Horz(CT) -0.00 (loc) Vdefl Ud 34 >999 240 3-4 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 20 lb FTa 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-0:2x4 SP No.3 REACTIONS. (lb/size) 4=162/Mechanica1, 3=162/Mechanical Max Horz 4=93(LC 5) Max Uplift 4=-118(LC 4), 3=-118(LC 5) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exile C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone; cantilever left and fight exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pat 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118lb uplift at joint 4 and 118 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 113 lb down and 21 lb up at 1-7-7 on top chord, and 2 Ito down and 36 lb up at 1-7-7 on bottom. chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-90, 3-4=-20 Thomas A Alban! PE No.39380 Ii USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: March 16,2019 QWANNWG- yedfydeslgnparamefereond RE4DNO7ES ON TN/SANDWCLUDWMDEKREFENANCEPAGEM674M.re. fa9Y10159EFORE USE Design valid for use on y with Mgek®connecton. This tleslgn Is based only upon parametersshown, and Is for on Individual building component, not a fruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building design. Bating Indicated is to prevent buckling of hdMdual miss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse Win possible personal Nlury and property, damage. For general guidance regarding the fabdcallom storage, delivery, erection and bracing of trusses and Mas systems SeeANSVWIi Quo �y Criteria. DSB 69 and 1101 building Component 6904 Parke East Blvd. Safety Imormollortovoiloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 T16534940 8x10 11 2x4 II 6x8 = 2x4 11 46 = US = 5xfi = 4 24 255 26 27 6 28 29 30 7 31 832 9 33 34 10 Scale: 3/16'=1' 8.50 12 3xfi i Q 3 >3.6 1 n 12 y oal', 1 131" 35 36 37 38 20 39 40 41 42 43 17 44 45 46 x5 Us 23 22 21 19 18 16 15 14 5x6 = 2x4 11 7x10 Bx10 = 5x8 = zx4 11 5.8 = 2x4 11 5x8 = 2x4 II 4x1D MT20HS= 2 7 7-0.0 7-8-p 19-7-0 16-0-5 20-5-10 24-10-15 29-"1 32-8-9 36-6-0 3.9-7 3.2-9 8- 3-11-1 4-5-5 -1-5 4-5-5 i 4-7-1 f— 3-2-9 3-9-7 Plate Offsets (X,n— [2:0-2-0,0-1-141. [4:0-2-4,05-41. [8:0-3-O,Edael f10:OA-4 0-2-41 [22:DA-12 0-4-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Lrd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) 0.31 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.3216-18 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(CT) 0.06 12 n/a ri BCDL 10.0 Code FBC20177rP12014 Matrix-S Weight: 2571b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3'Exoepl' 4-21,6-21,6-18,9-18,9-15,4-22: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-7 oc puffins. BOT CHORD Rigid ceiling directly applied of 4-2-4 oc bracing. WEBS 1 Row at midpt 4-21, 6-21, 4-22 REACTIONS. (lb(size) 2=-584/0-8-0, 22=5698/0-8-0, 12=2797/0-6-0 Max Hom 2=308(LC 26) Max Uplift 2=-1020(LC 27). 22=-4482(LC 8), 12=-2149(LC 9) Max Grav 2=1039(LC 6), 22=5732(LC 33), 12=2860(LC 34) FORCES. (lb) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1433(1740, 3-4=-1462/2012, 4-24=-579/6D4, 24-25=-578/603, 5-25=-577/603, 5-26=578/604, 26-27— 578/604,6-27=-578/604,6-28=-3783/3185,28-29=-3783/3185, 29-30=3783/3185, 7-30=-3783/3185, 731=378313185, 831= 3783/3185, 8-32=3783/3185, 9-32=3783/3185, 9-33=-3221/2713, 3334=-3223/2713, 10-34=3224/2714, 10-11= 3940/31B3,11-12=-4092/3114 ' BOT CHORD 2-23=-1399/1393, 23-35=-1399/1393, 22-35=1399/1393, 22-36=-2451/2140, 36-37=-2451/2140, 21-37=-2451/2140, 21-38=-2191/2872, 20-38=-2191/2872, 20-39=-2191/2872,19-39=-2191/2872,19-40=-2191/2872,40-41=-2191/2872, 41-42=-2191/2872,18-42=-2191/2872,18-43— 3068/4030,17-43=3068/4030, 17-44=3068/4030, 16-44=-3068/4030, 16-45=-3068/4030, 45-46=3068/4030, 15d6=-3068/4030,14-15=-2285/3168,12-14=-2285/3168 WEBS 3-22=-440/350, 4-21=3470/4319, 5-21=679/619, 6-21=-3260/2568, 6-19=-328/540, 6-18— 1350/1697,7-18=567/620,9-16=-211/397,9-15=-1218/1023,10-15=-1212/1545, 11-15=-437/451, 4-22=-4836/3819 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL--5.Opsf; h=25tt; Cat. 11; Exp C; Encl., GCpi=0.16; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical [attend 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) The Fabrication Tolerance at joint 4 = 8 % 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.Opsf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10201b uplift at joint 2, 44821b uplift at Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: joint 22 and 2149 to uplift at joint 12. male.. I u,cu I: py.R10.`(£mapt e, esaings. u1 Ing designer must provide or uplift reactions inmate . 6esln ramefenend READNOTISSONWISAND fat[MV2af5BEFORE L"tg'YYNalVfifrtlnlNNdd' INCLNOED MREKNEFENANCEPAGEMX7473 me USE Dedgn valid for use any with MOei connectors. This design b based only upon parameters shown. and Is for on IndMdual building component not ��- a buss system. Before usa, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated lsto prevent buckiing of Individual it=web and/or chord members only. Additional temporary and permanent bracing M!Tek' 6 alwaysrequtred for smi and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bidding of hums and hum systems, seeANSUIP1i Quality C4fer0, 035419 and SCSI Building Component 6904 Parke East Blvd. Safety Nformotblnvolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexondrla VA 22314. Tampa, FL 33610 Truss Truss Type City Ply r1452443 UA1 Hip Girder 1 1 Job Reference (optional)T16534940 Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:37 2019 Page 2 ID:OZd40JagbHpRkN5mN7pOOyylG_v-ItdbeHT7PRBLZXIpiiE1 EFnEBlam0emnW3t52LzaMhe NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 241 Ib down and 199 lb up at 7-0-0, 241 Ib down and 193 lb up at 9-0-12, 241 Ile down and 193 Ile up at 11-0-12, 241 lb down and 193 Ile up at 13-0-12, 241 Its down and 193 Ile up at 15-0-12, 241 lb down and 193 Ile up at 17-0-12, 241 lb down and 1761b up at 18-3-0, 241 Ib down and 193 Ito up at 19-5-0, 241 Ib down and 193 Ito up at 21-5-4, 241 lb down and 193 lb up at 23-5-4. 241 Ile down and 193 lb up at 25-5-4, and 241 Ile down and 1931b up at 27-5-4, and 5941b down and 496 Ib up at 29-6-0 on top chord, and 436 Ile down and 414lb up at 7-0-0. 142 Ile down and 126 Ile up at 9-0-12, 142 lb down and 126 Ile up at 11-0-12, 142 Ile down and 126 Ile up at 13-0-12, 142 Ile down and 126 Ile up at 15-0-12, 142 lb down and 126 lb up at 17-0-12, 142 Ile down and 1261b up at 18-3-0, 142 lb down and 1261b up at 19-5-4, 142 Ile down and 126 lb up at 21-5-4. 142 lb down and 126 Ib up at 23-5-4, 142 Its down and .1261b up at 25-5-4, and 142Jb down and -126Ile up at 27-5-4, and 436 1b down and 4141b up at 29-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads felt) Vert: 1.4=-90,4-10=-90, 10-13=-90,2-12=-20 Concentrated Loads (lb) Vert: 1 0=.264(F) 4=-105(F) 15=-372(F)24=-105(F)25=-105(F)26=-105(F)27=-105(F) 28=-105(F) 29=-1 05(F) 30=-105(F)31=-105(F)32=-105(F)33=-105(F) 34— 105(F) 35=-372(F)36=-123(F)37=-123(F)38=-123(F) 39=-123(F)40=123(F) 41=-123(F) 42= 123(F)43= 123(F)44=-123(F)45=-123(F)46=-123(F) QWANNING- Verifydeslgnparnmerenend HEAD NOTES ON TNISANDDICLUDEDM? KNEPERANCEPAGEMU74m.. 101=2015BEMAIEUSE Design volld for use only with Mrokk connectors. This design Is based only upon parameters shown and 6 for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly haorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNidual Inns web and/or chord members only. Additional temporary and permanent bracng MiTek' Is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regardingthe fobticorlon, storage, delivery, erection and bracing of busses and truss systems, seeANSVr1s11 Quality Criteria, DS349 and BCSI Building Component Safety In/ormalbnovallable from Truss Plate 22314. 69U Parka East Blvd. Tampa, FL 33610 Institute, 218 N. Lee Street. Suite 312. Alertandrla, VA UA2 IHip I1 1 1 I T16534941 Scale: 3//6'=l' 5x6 = 3x4 = 3x4 = 3x6 = 5 18 6 7 3.8 = 3.6 = 3x4 = 3x6 = 3xB = 7-8-0 9-0-0 18- -0 27-6-0 36-6-0 �1-4-0I 9.3-0 9-3-0 9-a0 Plate Offsets(X,Y)— 12:0-1-5,0-1-8114:0-4-4.0-2-4118:0-4-40-2-41 r10:0-1-50-1-81 LOADING (pst) SPACING- 2-0-0 Dill. DEFL in (too) Vdefl L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vad(LL) -0.28 14-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.5514-16 >613 180 BCLL 0.0 ' Rep Straw Incr YES WB 0.51 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mafti Weight: 201 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 1 Row at midpt 5-16, 6-12 REACTIONS. (lb/size) 2=1675/0-8-0, 10=2011/0.", 17=602/0-M Max Hoa 2=-380(LC 8) Max Uplift 2=-864(LC 10), 10=-994(LC 11). 17— 211(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-2189/1073, 3-4=-1890/982, 4-5=-1460/916, 5-18=-2361/1245, 6-18=-2361/1245, 6-7=-1873/1081,7-8=-1874/1081,8-9=-2394/1184,9-10=-2705/1282 BOT CHORD 2-17=-896/1620, 16-17=-896/1620, 16-19=-1121/2238, 15-19=-112112238, 15-20=-1121/2238,14-20=-1121/2238,14-21=-1091/2377,13-21=-1091/2377, 13-22— 1091/2377,12-22=-1091/2377,10-12=-808/2055 WEBS 3-16=-451/373,4-16=-271/620, 5-16=-12121734,5-14=-177/426, 6-14=-103/262, 6-12=-842/629, 8-12=-350/873, 9-12=478/391 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 864 lb uplift at joint 2, 9941b uplift at joint 10 and 211 lb uplift at joint 17. Thomas A Albani PE No.39380 61Tek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 OWARNING- Vedrydesignperametersemd READ NOTES ON TN/SANDUICLUDEOSUFEKREFERANCEPAGEM674"Jn.. 10N32015eEFORE USE Desrgn vollo for use only with MTek®connectors. TNs design is based only upon parameters shown. and Is for on IndMdual building component, not a buss system. Before use, the building designer must verify me applicabllity of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated a to prevent buckling of Individual cuss web and/or chord members only. Additional temporary antl permanent bracing s always required for stability and to prevent collapse with possOle personal Injury and property damage. For general guldance regarding the fabrication, storage, delNery, erection and bracing of russet and tress systems. seeANSYMII Qu" Cri D3049 and SCSI building Component Safety Infomratbrnvallable from Truss Plate Institute, 218 N. we Street, Suite 312 Alexandria, VA 22314, �,- MOW 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T16534942 452443 UA3 Hip 1 �JbRfwrice blrllaees First Source, Wroveland, FL u4735 8.240 a Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:39 2019 Page 1 ID:GZd4OJagbHpRkN5mN7pOOyylGy-FGIL3zVNx3R3pwCp6HVJgseGSKMUZR3zNMC7EWMhc 11-0-0 18-3-0 25-6-0 30-9-15 36-6.0 1-6-0 8-0-0 3-0.0 7-3.0 7 -0 54-0 5.8.0 Scale = 1:63.2 5x8 = 2x4 II 5x8 = 3.6 II 3x4 = axis = Brie = 3xe = 3.4 = 2x4 11 8-0.0 11-0.0 1&3-0 25-fi-0 30-9-15 36-&0 &0-0 3-0.0 >-1D 5.4.n aR. Plate Oftsets(X,Y).- [2:0.1-50.1-81 [4:0-6-40-2-41 [6:0-6-40-2d1 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.10 2-15 >940 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 2-15 >444 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 HOrz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-5 Weight: 217 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc puffins. 4-6: 2x4 SP No.t, 6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-15, 4-14, 4-12, 6-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=1526/0-6-0, 2=512/0-M, 15=2085/0-8-0 Max Horz 2=434(LC 7) Max Uplift 8= 760(LC 11), 2=-249(LC 10), 15=-983(LC 10) Max Grav 8=1526(LC 1), 2=556(LC 21), 15=2085(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23--223/359, 3.4=-739/532, 4-5=-1296/832, 5-6=-1296/832, 6-7=-1737/969, 7-8=-2253/1072 BOT CHORD 2-16= 241/324, 15.16=-241/324, 14-15- 241/324, 14-17=-311/550, 13-17=-311/550, 12-13=-311/550, 11-12=-389/1300, 11-18=-389/1300, 10-16=-389/1300, 9-10=-704/1697, 8-9=-704/1697 WEBS 3-15>1912/991,3-14=-504/1123,4-14=-915/478,4-12=-625/1247, 5-12=-760/603, 6-12=308/184,6-10- 246/582,7-10=-719/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 760lb uplift at joint 8, 249 lb uplift at joint 2 and 983 lb uplift at joint 15. Thomas A Mani PE No.39380 MiTek USA, Inc. FL Cad 8634 6904 Parka East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING- Ver/fy Cesfgnparemeteraeed HEADNOTESONTN/SANDINCLUDW M/FEKNEFENANCEPAGEM674nn,v. loort2015DEFOFE USE ��- Design volid for use oNywim MBek® connectors. This design 6 based only upon parameters shown and Is for an Individual building component, not a trusssystem. Before use, the building designer mustverify Me oppllcabllify of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of lndirduol truss web and/or chord members only,Additional temporory and permanent bracing WOW always required for stability and to prevent collcpse with possible personal blurry and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of husses and trios systems seemS9ml l Quo' yCMeM, D35419 and SCSI Building Component 69M Parke East Blvd. Safety Infommllomvoliable from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Temoa, FL Were Jab Truss Truss Type city Ply T16534943 1452443 UA4 Hip 1 1 Job Reference o tional Builders First Source, Groveland, FL. 34736 8.240 s Mar 102019 MiTek Industries, Inc. Sat Mar 16 13:08:412019 Scale = 1:62.7 8.50 12 5.6 = 3.6 = 5x6 = r- as d Sxs = 2x4 II US = 2x4 11 8-0-0 13-0-0 18-&0 23-fi-0 29-9-15 36.6.0 1 B-o-2 1 5-0.0 1 5-3-0 1 5-3-0 1 84-0 6.8.0 Plate Offsets KY)— 15:0-4-4 0-2-41. 17:044 0-241 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) -0.09 2-17 >980 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.19 2-17 >478 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.98 Horz(CT) 0.05 10 Na n/a BCDL 10.0 Code FBC2017/TP12UI4 Matrix-S Weight: 2281b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-16, 6-12, 9-12 REACTIONS. (lb/size) 2=525/0-8-0, 17=2073/0-B-0, 10=1526/0-6-0 Max Horz 2=505(LC 9) Max Uplift 2= 232(LC 10). 17=-991(LC 10), 10=-747(LC 11) Max Grav 2=574(LC 21), 17=2073(LC 1), 10=1526(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-302/224, 34=-980/536, 4-5=-815/564, "=-782/563, 6-7=-1244/871, 7-8_ 1401/895, 8-9=-1589/867, 9-10=-2225/1027 BOT CHORD 2-17=-293/331, 16-17=-605/526, 16-18=-427/1064, 15-18=427/1064, 14-15=427/1064, 13-14=427/1064, 13-19=427/1064, 12-19=427/1064, 11-12=-647/1666, 10-11=-647/1666 WEBS 3-17=-1988/1088, 3-16=456/1433, 6-16=-920/482, 6-14=0/293, 6-12= 212/356, 7-12=1831402, 9-12=-890/641, 9-11=01293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.OpsY h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 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 chard and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 Ib uplift at joint 2, 991 lb uplift at joint 17 and 747 lb uplift at joint 10. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNNG-VerityCesr9apammefenandREADN0MSONMSANDINCLUDMUa KREFERANCEPAGEM674mma.1a0,114p15SEFOREUSE Design valid for use only with Mnek® connectors. TNs design Is based only upon parameters shown. and Is for on Individual building component not a truss system. Before use, the building designer mug verity the appllcabllity, of design parameters and properly Incorporate this design Into Me overall 7 building design.&acing Indicated is to prevent buckling of Individual hum web and/or chord members only. AddlHonal 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 fabdcotion storage, delNery, erection and bracing of trusses and tmv systems saeANSVTPi1 Quality CNrrdo, D311-09 and SCSI Building Component 69M Parka East Blvd. Safety InfomralbMvotable from Truss Mote Institute. 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 city P1452;443::::JUA5� T16534944 JPggyby,keBe erence o tional Uuskiers 1-151 b0ufCa. UTON01stle, FL. 34735 8.240 s Mar 10 2019 MiTek Inc. Sat Mar 16 13:08:42 2019 Scale: 3/16'=l' 5x6 = 3x8 = 5x6 = 8.50 FIT 3x6 \\ Sx8 = 3x6 = 2x4 II 3x6 = 3xB = 2x4 II 8.0.0 I Ifz-11 0 1 1B-3-0 23-8-0 29-11-0 i 36-6-0 S0.0 4-10-0 5-So SSD 53-0 S7-0 Plate Offsets (X,Y)- f5:0-4-4,0-2-41. 17:0-4-4.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.10 2-16 >973 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.19 2-16 >477 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Horz(CT) 0.05 9 Na nta BCDL 10.0 Code FBC2017/rP12014 Matdx-S Weight: 227 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1527/0-".2=531/0-8-0, 16=2065/0-8-0 Max Holz 2=499(LC 7) Max Uplift 9=-749(LC 11), 2=-238(LC 10), 16=-985(LC 10) Max Grav 9=1527(LC 1), 2=579(LC 21), 16=2065(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 5-15, 6-15, 6-11, 8-11 FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-312/206, 3-4=-969/528, 4-5=-801/556, 5-6=-769/558, 6-7- 1249/875, 7-8=1604/902, 8-9=-2230/1031 BOT CHORD 2-16=-288/328, 15-16=-627/534, 15-17=-440/1083,14-17=-440/1083, 13-14=-440/1083, 12-13=-440/1083, 12-18=-440/1083,11-18=-040/1083, 10-11=-653/1671, 9-10= 653/1671 WEBS 3-16- 199511089,3-15=-473/1462,6-15=-941/490,6-13=0/304, 6-11=-204/350, 7-11= 184/408. B-11=876/631, 8-1D=0/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(l) 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 Iliad nonconcurrem 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 749 lb uplift at joint 9, 238111 uplift at joint 2 and 985111 uplift at joint 16. Thomas A Mani PE No.36380 MTek USA, Inc. FL Cent 6834 6984 Parke East Blvd, Tampa FL 33610 Date: March 16,2019 ,&WARNING-Vedfydes/0,I anr.ters Ond BEAD NOTES ON TNISAND/NCLUDEDMIIEKBEFERANCEPAGEM&74TJ rev. 1,103,2015BEFGBE USE Design valid for use only with Meek® connectors. ThIs deslgn Is based only upon parameters shown and Is for an Inc to dual building component not a truss system. Before use, the bullding designer must verify Me appliccellity, of design parameters and properly Incorporate this design Into the overall building de9gn. Bracing lndlo-oted bto prevent buckling of individual truss web and/or chord members only. AOEltlonal temporary and permanent bracing Is always required for stoblllty and to prevent collapse with possiblepersonal Injury and property damage. For general guidance regarding me Safely In/erma6oe. rxrvo0oble Norection and m Truss Plate Institute,ti28of ssN.. We Shoot. Suit 312. AIexondda VVII A 22314maa, DSB49 and aCSt Building Component ��- MiTek' 69M Parke East Tampa, FL 33610 Blvd. Thus Truss Type Cry Ply T16534945 b, E0b 43UA6 Piggyback Base 3 1 Jo�Rf,,,T, net) Builder's First Source, Groveland, FL. 34736 8.240 s Met 10 2019 MTek Industries, Inc. Sat Mar 16 13:08:43 2019 Page 1 ID:OZd40JagbHpPikN5mN7pOOyylG v-71_svKYu7HyUHSCz2yLRTW11CIebONNeu7KPG7raMhY 1-6.0 6-7-0 12-10-0 18-3-0 23-8-0 29-11-0 3fi-fi-0 1-6.0 6-7-0 6-3.0 I 5.5.0 5.5.0 fi-3-0 1 6-7-0 Scale: 3/16'=1' 5x8 = 2x4 II 5x8 = 8.50 FIT 2x4 II 3x4 = 3x6 = 3xB = 3x6 = 3x4 = 2x4 II 6-7-0 12-10.0 18-3-0 23-&0 29-11-0 36-6.0 fi-7-0 fi-3-0 5-5-0 5-5-0 fi-&0 6-7-0 Plate Offsets (X,Y)— f5:0-64,0-2-41. 17:0-6-4.0-2-01 LOADING (psf) SPACING- 2-" CS]. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.14 13-15 A99 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.2311-13 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.93 Horz(CT) 0.13 9 n/a WE BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 227 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 7-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1981/Mechanical,2=2163/0-8-0 Max Harz 2=499(LC 7) Max Uplift 9=-900(LC 11). 2— 1015(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. WEBS 1 Row at midpt 3-15, 6-13, 8-11 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2941/1244, 3-4=-2351/1107, 4-5— 2171/1135, 5-6=-1969/1112, 6-7=-1969/1112, 7-8=-2382/1161, 8-9=-2987/1297 BOT CHORD 2-16>1121/2218, 15-16=-1121/2218, 14-15=-70311776, 13-14=-703/1776, 12-13=-500/1797, 11-12=-50011797,10-11=-876/2327, 9-10=-876/2327 WEBS 3-16=0/278, 3-15=-846/582, 5-15=-285/611, 5-13=-434/543, 6-13=-537/440, 7-13=-422/508,7-11=-324/651, e-11=-9051648,8-10=0/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) gable end zone and C-C Interior(l) zone; cantilever left and light 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 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 900111 uplift at joint 9 and 1015 lb uplift at joint 2. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2019 AWARNING- VAUryEesfgnpar.fsnandREADNOTES ONMMMDINCLUDEDMREKREFERANCEPAGEMIF74M.V..101211e1SDEFOREUSE. Design valid for use only calm Maeldilconnectors. This design Is based only upon parameters shown, and Is form Individual bW ding component, not a truss system. Before use, the building designer mustveriry me appllcoblilly otdesign parameters and properly Incorporate this design Into the overall bullding design. BrochD Indicated a to prevent bucl4ing ofNdlvidual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stab0ty and to prevent collapse with passable personal Injury and property damage. For general guldonce regarding the fobrica9an, storage, delivery, erection and bracing of trusses and hula sysfemx seeANSI/iP11 Cuallly Crania. DSB49 and SCSI building Cl Safety Infomlatbrnvallable from Truss Plate Institute, 218 N. Lee Street, Sure 312 Alaxontl4a VA 22314: MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Type Cry Ply :::�UASA�F9syb,,k T76534946 ;14524�43 Base 1 1 Rfmc,�(,pfi, Job net Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 201 Inc. Sal Mar 16 13:08:44 2019 Scale: 3/16'=1' 5xs = 3xB = 5x6 = 8.50 12 3x6 \\ 5x8 = 3.6 = 2x4 11 3x6 = 3xB = 2x4 11 8-0.0 12-10.0 18-3-0 23-8-0 29.11-0 36-6.0 8-0.0 4-10.0 5-5-0 5-5-0 fi-3-0 6-7-0 Plate Offsets (X,Y)- f5:0-4-4.0-2-41, 17:0-44,0-2-41 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.10 2-16 >973 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.19 2-16 >477 180 BCLL 0.0 ' Rep Stress [net YES W B 0.97 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 227 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-15. 6-15, 6-11. 8-11 REACTIONS. (lb/size) 9=1527/0-6-0, 2=531/0-8-0, 16=2065/0-8-0 Max Ho¢ 2--499(LC 9) Max Uplift 9=-749(LC 11), 2=-238(LC 10), 16=-985(LC 10) Max Grav 9=1527(LC 1), 2=579(LC 21), 16=2065(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-312/206, 3-4---969/528, 4-5=-801/556, 5-6=-769/558, 6-7=-1249/875, 7-8=-1604/902, B-9=-2230/1031 BOT CHORD 2-16=288/328, 15-16- 627/534, 15-17=-44011083, 14-17=-44011083, 13.14=-440/1083, 12-13=-440/1083,12-18=-440/1083,11-18=-440/1083,10-11=-653/1671, 9-10=-653/1671 WEBS 3-16=-1995/1089,3-15=-473/1462,6-15=-941/490,6-13=0/304, 6-11=-204/350, 7-11=-184/408, 8-11=876/631, 8-10--0/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 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-M wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749lb uplift at joint 9, 238.Ib uplift at joint 2 and 985 lb uplift at joint 16. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6834 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 A WARNING -Verify eea/gnparamell and NEAO NOTES ON TN/SAND WCLUDEOMMEKREFERANCE PAGEMIP74M rev- 1aUSOa SREFOREUSE. Design valid forum only wpm Ml connectors. lhts design Is hosed only upon parameters shown, and Is for an Inch l building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Imo the overall budding design. Bracing Indicated is to prevent bucWing of lndMduai buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regarding Me fabrication, storage, doWery, erection and bracing of trusses and truss systems. seeANSVMII Quail CrBM, eDSB49 and SCSI Bull Component Safety Informational from Truss Plate Instrute, 218 N. Lee Street. Suite 31Z AIBYapdrla. VA 22314. 69M Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type OtY Pl=Job T16534947 1452443 UA68 Piggyback Base 1 nce Coptionall muuaers vim source, uroveier a, FL. 34735 8.240 s Mar 10 2019 MiTek Industries. Inc. Sat Mar 16 13:08:46 Scale = 1:64.7 5.8 = 2.4 II Sx8 = 8.50 12 17 16 3x4 = si a 3x8 = 3x5 = 3x4 = US 11 84}8 12-10.0 18-3-0 23-8-0 29-11-0 38-&0 8-YO 1-5-B d-9-B 5-5-0-n R.7A Plate OHsets_(X,Y)- f5:0-6-4 0-2-41 r7:0-6-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Veri -0.15 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 1.00 Horz(CT) 0.05 9 n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 227 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N6.3 WEBS 1 Row at rl 5-16, 6-13, 7-13, 8-11 REACTIONS. All bearings B-4-0 except Qt=length) 9=0-6-0, 16=03-8. (Ile) - Max Harz 2=499(LC 7) Max Uplift All uplift 1001b or less atjoint(s) 16 except 9=-776(LC 11), 2=-150(LC 11), 17=-1078(LC 10) Max Gray All reactions 250 lb or less at joint(s) 16 except 9=1596(LC 1). 2=418(LC 21), 17=2137(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-242/426, 3-4=-1185/615, 4-5=-1006/643, 5-6= 1247/827, 6-7=-1247/827, 7-8=-1720/948, 8-9=-2344/1076 BOT CHORD 2-17=-293/347, 16-17=293/347, 15-16=-293/347,14-15=-399/815, 13-14=-399/815, 12-13=-334/1258,11-12=-334/1258.10-11=-689/1762, 9-10=-689/1762 WEBS 3-17- 1993/1094, 3-15=-341/1146, 5-15=-586/259,5-13=-467/873, 6-13=-543/442, 7-13=,335/175, 7-11=312/629, 8-11=-873/629, B-10=0/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=C.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 1001b uplift at joint(s) 16 except (jt=lb) 9=776, 2=150,17=1078. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWABNING- V d1ydaslgnparametm;amd NEADNOTES ON MMMDINCLUDWMREKNEFERANCEPAGEMU74mmre 1O 0159EFONEOSE Design valid for use only With MVekO 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 verify the applicability of design parameters and properly Incorporate this design Into the overall pyl building design. Bracing indicated 4 to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing M!T®k' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fobricafion, storage, delivery, erection and bracing of trusses and truss systems SeeANSVTPII Quo'IBs. CI@ado, PS5419 and SCSI Bulding CompoMnt 6904 Parke East Blvd. Safety Informalbarvaloble hNInstitute, am Truss Plate 218 N. Lee Sheet. Suite 312 Alexandra VA Of 4. Tampa, FL 33810 Job Truss Truss Type Cry Ply T16534948 1452443 UA7 pj Piggyback Base 1 1 Job Reference foptionall Builder's First Source, Groveland, FL. 34736 8.240 a Mar 10 2019 MTek Industries, Inc. Sat Mar 16 13:06:47 2019 e B = Scale = 1:71.6 2x4 11 5xa = 7 8 24 = 3x4 It 5x8 b 3x6 = 6.8 = 2x4 11 4x6 = 6xl2 MT20HS = 30 11 38-0 1-lad 3d4 B3a 12 Is' 1a0-0 D 230-0 29-01-0 3660 1-10.4 1d-12 47-0 47-0 3100 EB9 630 S]-0 Od-0 Plate offsets MY)— f7:0-64,0-2 4:1 r9:0-6-4,0-2-41, [17:0-2-0.0-2-at f20:0-7-12,03-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.25 TIC 0.B3 Vert(LL) 0.20 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.75 Vert(CT) -0.32 17-18 >999 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor YES WE 0.95 Hom(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-S Weight: 247 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 9-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-1 oc bracing. Except: - BOT CHORD 2x4 SP N0.2'Except' 1 Row at midpt 8-17 17-20: 2x4 SP No.t, 8-15: 2x4 SP No.3 10-0-0 oc bracing: 20-22, 15-17 WEBS 2x4 SPI WEBS 1Row at micipt 9-17,10-13 REACTIONS. (lb/size) 11=1986/Mechanical, 2=2177/0-8-0 Max Ho¢ 2=499(LC 7) Max Uplift l l=-898(LC 11), 2=-1008(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2649/1092, 3-4=-4886/2360, 4-5=-3216/1434, 5-6=,3100/1451, 6-7=-2568/1264, 7-8=2205/1169,8-24=-2205/1172,9-24=-2206/1172,9-10=-2392/1155, 10-11=-2995/1292 BOT CHORD 2-23=-101 111 857,22-23=-169/278, 4-20=-549/1172, 19-20=-2266/4187, 18-19=-1171/2530, 18-25=-T79/1991,17-25=-779/1991,e-17=-559/454,12-13=-872/2332,11-12=-872/2332 WEBS 7-18=426/804, 7-17=472/611, 13-17=500/1686, 9-17=-517/761, 9-13=-257/472, 10-13=-899/646,10-12=0/285,4-19=-1852/1133,6-19=-196/507,6-18— 978/653, 3-23=-1515/849,20-23=-1099/2061, 3-20=-1146/2177 NOTES- 1) Unbalanced roof jive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=25tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and light exposed;C-C for members and forces & MWFPS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 11 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (I1=16) 11=898,2=1008. Thomas A Mbani PE No.36380 MTek USA, Inc. FL Cad 6634 61 Padre East Blvd. Tampa FL 33610 Date: March 16,2019 O WARNING-Veritydeslgnpa7amete..d REAONOTE50NMSANBINCLUOEOMREKREFERANCEPAGEM&74 .v. fbA4¢OtSBEFOREUSE Design valid for use only with MTek® connectors. This design b based any upon parameters shown, and Is for an Individual building component, not ��- a Voss System. Before use, the hurtling designer must verify the appllcablllly of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual tsras web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways roaulredfor stabllHyand to prevent purpose with possible personal V,lury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trussas and buss systems, sooANSI/1PI1 Quaffly gill DSt49 and SCSI Binding Component 69N Parke East Blvd. Safely Infonnatbmvollable hem Truss Plate Instlute. 218 N. Lee Street Suite 312. Alexandra VA 22314. Tampa, FL 33610 1452443 T16534949 .9 0 -16-0 1-tat 39a e30 12- 19L15 la0 i6aa to-B-1 24b14 e}&) 3660 tee 1-1a4 1-912 4-0-0 b)a 3-1p0 2a-1 -1 0.11-15 itpa 62-9 3x4 II 4x6= 6xl2Mr20HS= 5x8 - 2.4 11 5xa = .. 5.6 = 5x8 = 19 ._ 3x6 = ._ .. 2x4 Us = 2x4 11 7x10 = lea to 9-1 1-lad 3d-0 ".0 12-lee 16-8-0 9A-0 19415 24 :14 30.3d 365-0 1-lad t-5-02H 4-0a 1 0.)a 1100 a14i0 ds1 4-1� Stoa I E2-9 04a "A Scale = 1:73.5 -1991 0 Plate Offsets (XY)-- 14:0-0-0.0-1-121 14:0-2-12,03-01 17:0-2-0 0-2-121 f9:0-3-0 0-2-01 111:0-64 0-241 (17:0-5-0 0-2-121 120:0-2-8 0-2-01 123.0-7-12 0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.19 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.33 20-21 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.23 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Maull Weight: 2811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 7-9:2x6 SP No.2, 11-13:2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 20-23: 2x4 SP No.1, B-18: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 13=1986/Mechanical, 2=2177/0-8-0 Max Hor4 2=499(LC 7) Max Uplift 13=-780(LC 11), 2= 901(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-2649/940, 34=4886/2065, 4-5=4873/2071, 5-6=-3216/1306, 6-7=-2568/1204, 7-8=-2196/1158,8-9=-2187/1155,9-10=-2367/1285,10-11=-2066/1122,11-12=-2446/1148, 12-13= 3013/1223 BOT CHORD 2-26=-898/1856, 25-26=-153/279, 5-23=482/1173, 22-23=-2023/4189, 21-22=-1012/2529, 20-21=-771/2004,16-17=-503/1861,16-27=-503/1861,15.27=-503/1861,14-15=-856/2350, 13-14=-856/2350 WEBS 5-22=-1859/1061, 6-22=-183/511, 6-21=-957/630, 7-21=407/782, 7-20=411/569, 17-20=-711/2155,10-17= 13701753,11-17=-391/567,11-15= 309/611,12-15=-841/613, 12-14=0/273,3-26=-1514/758,23-26=-973/2060,3-23=-1020/2179, 9-17=-440/389, 9-20= 435/754 Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-5-2 oc bracing. Except: 1 Row at midpt 8-20 10-0-0 oc bracing: 23-25, 18-20 1 Row at Ill 10-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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= 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 13=780,2=901. Thomas A Albani PE No.39380 MTek USA, Inc. R. Cart 689 699 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWAHNWG-VenfydeslgePerameleeandNEU)NOTESONTifISANOINCLUOEOMIFEKBEFENANCEPAGEMIP74 rev. 14N1Zp15BEF0NEUSE valid for use only with V Msk® connectors. The design Is based only upon parameters shown. and Is for on indlvldual bulltling component, not ss a In system. Before use. Me burning designer must verily Me applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pemronent bracing is always required for stobllly and to prevent collapse with possible personal Injury and property damage. Far general guumce regarding Me fabrication, storage, delivery, electron and bracing of theses and truss systems seeANSVrPII Gualtlyyy CMnb, 068-09 antl aCSi auldhp Componrrn} Safety Infonnafbnavallable from Truss Plate Insiltute. 218 N. use Street Sulte 312, Alexandrla VA 22314, wit NTek' 69M Parke East Bind. Tampa, FL 33610 Job Truss Tres Type Oly Ply T76534950 1452443 UAg Piggyback Base 1 1 Jab Reference (optional) ounaers Firer Source, Grovemnd, rL 34fJU 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:51 2019 Scale =1:73.1 US = 2x4 II 5x8 = 6 9 19 ._ .. 3x6= ._ ._ ... Us 11 2.4 11 3x4 = 2x4 II 6x8 4x6= 6xi2MT20HS= 6x8 = 6x8 = 340 1 i-iw Itslzi 1 aio 1 tale a1a1 zza4s I zs-z-to I asao 36.12 Sll-1a ILN LOADING (psf) TCLL 30.0 TCDL 15.0 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 CS]. TC 0.95 BC 0.73 W B 0.96 Matrix-S DEFL, in (too) Well Ud Vert(LL) 2 19 >999 240 0.2 Vert(CT) -0.3620-21 >999 180 Horz(CT) 0.24 13 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 283 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 10-12: 2x4 SP No.1 .end verticals. BOT CHORD 2x4 SP No2 *Except* BOT CHORD Rigid ceiling directly applied or4-2-9 ad bracing. Except: 20-23:2x4 SP No.t, 8-18: 2x4 SP No.3 1 Row at micipt B-20 WEBS 2x4 SP No.3 10-0-0oc bracing: 23-25, 18-20 WEBS 1 Row at midpt 9-20, 9-17, 10-17 2 Rows at 1/3 pis 11-13 REACTIONS. fib/size) 13=1982/Mechanical, 2=2172/0-8-0 Max Ho¢ 2=680(LC 9) Max Uplift 13=-953(LC 11), 2=-896(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 23=2643(931, 3-4=-4874/2100, 4-5=-3207/1295, 5-6=-0089/1312, 6-7=-2559/1210, 73_ 2173/1161, 8-9= 2163/1159,9-10=-2472/1262,10-11=-2560/1287,12-13=-2651199 BOT CHORD 2-26=-1068/1915, 25-26=-156/278, 4-23=-611/1203, 22-23=-2222/4226, 21-22=-1305/2521, 21-27=-1042/1987,20-27= 1042/1987,8-20=-2821265,16-17=-1215/2573, 15-16— 1215/2573,15-28=927/1784, 14-28=-927/1794,14-29=-927/1784, 13-29=927/1784 WEBS 4-22=-1857/1084, 6-22=-188/510, 6-21=-976/646,7-21=-420/799,7-20=-355/556, 17-20=-1050/2248,9-20=-789/1289,9-17=-272/291, 10-17— 13251738,10-15=-660/367, 11-15=-431/1083,11-14=0/369,11-13= 2417/1132,3-26=-1554/872, 23-26— 1197/2137, 3-23=-1083/2173 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDI'42psf; BCDL=S.Opsf: h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 6) ' This tress has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. Thomas A. Albani PE No.39380 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) MiTek USA, Inc. FL Carl 6634 13=953, 2=896. 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING- VerlfydeslgnparemeMmendREADNOTESONTNLSANDINCLUDFDMITEKREFERANCEPAGEM674T4nv.l=vO1SSEFOREUSE NitDesign valid for use only with MneM connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use. the building designer must verity the opplicoblllty of design parameters and properly Incorporate this design Into the overall bulding design. Bracing Indicated is to prevent buclAing of Individual truss web and/or chord members only. AddlBonol temporary and permanent bracing MiTek' Is always required for stolatty and to prevent collapse with Possible personal hlury and property damage. For general guidance regarding the fabrication, storage, deilvery, erection and bracing of trusses and tun systems meANSVTPII Quality CrBindo, DSO-89 and SCSI Building Component 69M Parke East Blvd. Safely lnfommtionavollobie from Truss Plate lnsfitute, 218 N. Lee street Suite 312, Alexandria VA 22314. Tampa, FL 33610 7 Job Truss ---7 Truss Type Oty Ply T16534951 1452443 UA10:-- Piggyback Base 1 1 Job Referance o Lionel tlullCers i-ma Source, urovelana, FL 34735 8.240 a Mar 10 2019 MITek Industries, Inc. Sal Mar 16 13:08:53 2019 Page 1 ID:OZd4CJagbHpRkN5mN7pOOyylG v-gybe7lf9eMC3U_zue3XntdR2_I_3mtH6BZlxdQwMhO 2-0-0 tb-0 t-S4 32:2 e3a 1z-to0 te-e-0 1eb-t 26411 30->-9 366-0 1-a 114.>u s>a atop zat sste s-1oe 62-12 Scale = 1:73.0 Bit = Bx14 MT20HS 11 2x4 7 8 9 8.50 12 3x6 /i 6 BxB = 5xS = 3x4 II 11 12 5x6 4 >1D 3x6 i 4x6 i 5 34 E B< D 2 3 20 b1 22 21 2] 3x6 i 26 25 24 4x6 = 3x4 = 18 17 16 15 14 13 3x4 11 19 46 = 3x6 = 2x4 II 6x8 2x4 11 4x6 = 6x12 MT20HS= &B = 6x8 = 2-0-0 3-0-0 1a04 1.91 ad-0 BJd 12-10-0 1"4 1]AO 25-0-tt 307.9 36b-0 1-9i 111 4- 1 0.7-0 4-0-0 Y:,. 0 - 6-0-10 5-610 S1P& Plate Offsets (X,Y)- 12:0-1-5,0-1-81, f7:0-6-4,0-2-41, f9:0-2-0,0-6-01, f10:0-4-0,0-2-41, 120:0-2-4,0-3-01. 123:0-8-0,0-3-81 LOADING (pri SPACING- 2-M CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(L-) 0.23 19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.4115-17 >999 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Hom(CT) 0.25 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 276 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD 9-10: 2x6 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD 5-25,8-18: 2x4 SP No.3, 20-23: 2x4 SP No.1 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/slze) 13=1982IMechanical, 2=2172/0-8-0 Max Harz 2=631(LC 7) Max Uplift 13=-920(LC 11). 2=-898(LC 10) FORCES. (lb) - Max. Comp./Max- Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2619/923, 3-4=-4827/2064, 4-5=-4806/2070, 5-6=3207/1299, 6-7=-2559/1198, 7-8=-2172/1147,8-9=-2162/1144,9-10=-2564/1179,10-11=3331/1535 BOT CHORD 2-26- 934/1859, 25-26- 149/266, 5-23=-514/1148, 22-23=-2044/4126, 21-22=-1123/2521, 21-27=-870/1987.20-27=-870/1987. 8-20_ 252/268,16-17- 1495/3358,15-16=1495/3358, 14-15=-1016/2110,13-14=-1016/2110 WEBS 23-26=-1021/2025,5-22=-1824/1050,6-22=186/513,6-21=-978/645,7-21=-419/801, 7-20=-354/554,17-20=-858/2283,9-20=-749/1194,9-17=-277/278, 10-17=-1725/909, 10-15=-944/492,11-15=-649/1609,11-13=-2696/1215,3-23- 1028/2146,3-26- 1419/728 Structural wood sheathing directly applied or 2-5-6 oc puriins, except end verticals. Rigid ceiling directly applied or44-13 oc bracing. Except: 1 Row at midpt 8-20 6-0-0 oc bracing: 18-20 10-0-0 oc bracing: 23-25 1 Row at micipt 9-17, 10-17, 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=l24mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C InteriOr(1) 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 611=11b) 13=920, 2=898. Thomas A. Alban! PE No.36380 MTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING -VBNry des/gnp...I,,need READN0nBr ON THISAND INCLUDED Isf>EKREFERANCEPAGEM674;arks. latia:III6BEFOREUSE Deslgn valid for use only with MlTek® connectors. This design Is bosed only upon porometal5 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. Bracing Indicated h to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collopsa with PMble personal ln7ury and property damage. For general guidance regarding the fabrication. storage, delvery, creation and bracing of trusses and huss systems seeANSUfPI1 Quality criteria, D5829 and BCSt Balding Component Safety Wormallonivalldble from Trull Plate VA 22314. 69M Parke East Br Tampa, FL 33610 Institute. 21B N. We Sheet. Suite 31Z Alexandria, Job Truss Truss Type Oty Ply T16534952 J 452443 UA11 Piggyback Base Girder 1 2 Jab Reference o tional o w,uma n,al VVwYc, V,VYG, , L. J4/JO a.zqu a Mar lu 2ula MI I eK Industries, Inc. Sat Mar 16 Scale-1:73.9 8.50 12 4xfi G 5.8 0i 34! 5x8 = 2x4 II Sx8 = 7 8 9 3x6fi \\ II \ 4.1 O 00 5x8 = 5x12 = 2x4 11 11 12 13 24 23 1 - - r 11 u ti 4xfi = 28 27 26 5x12 = 4x6 = 4X6 = 20 19 18 /7 16 29 15 14 3x4 11 21 axe 5x8 = 4x6 = 3.11 11 7x10 = axis 11 4xfi = 5x12 = 5x8 = 30-0 18-8-1 1-10.6 3i-0 8-3-0 12.160 168-0 1],OO 23-66 2NT 321.8 Ya60 1-10-0 11-5-121 4-T-0 OJ-0 I 3-1�06W 1O 0 4-&5 4E-5 I 0010 I d-06 Plate Offsets (X 1)-- f4:0-0-00-1-121 14:0-3-4 0-3-07 A:0-6-4 0-2-4] (9:06-4 0-2-41 rl2:0-3-0 0-2-81 [14:Edge 0-5-4] f15:0-5-00-1-81 r17.0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) 0.28 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.45 16-17 >958 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.96 Horz(CT) 0.13 14 n/a n]a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 618 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except' 2-26,22-25: 2x6 SP No.2, 18-21,14-18:2x8 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3'Except- 13-14: 2x4 SP No.2 WEBS REACTIONS. (lb/size) 14=4866/Mechanical, 2=269710-8-0 Max Horz 2=564(LC 5) Max Uplift 14=-2291(LC 9). 2=-1154(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3328/1257, 3-4=6098/2646, 4-5=6085/2652, 56=-4305/1763, 6-7- 3576/1646, 7-8=-3271/1582,8-9=-3263/1580,9-10=-3882/1755, 10-11=6182/2714, 11-12=11102/5037 BOT CHORD 2-28=-1188/2437, 27-28=-281/537, 25-27=-138/341, 5-25- 512/1217, 24-25=-2511/5161, 23-24=-1447/3416,22-23=-1096/2818,8.22=-267/273,19-20- 127/267,18-19= 2167/4994, 17-18=-2167/4994,16-17=-5124/11148,16-29=J934/8343, 15-29=-3934/8343, 14-15=-3934/8343 WEBS 5-24=-1798/1096, 6-24=-231/569, 6-23=-956/683,7-23=-4471798,7-22= 633/1121, 19-22=-1209/3362,9-22=-580/1116,9-19- 599/858,10-19=.3011/1689,10-17=-1443/3142, 11-17=-6904/3317,11-16=-1180/847,12-16=-1370/3233,12-15=-1192/2658, 12-14=-9485/4425,3-28=-1974/984,25-28=-113912387,3-25=-1234/2604 Structural wood sheathing directly applied or 3.1-2 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 1 Row at midpt 8-22 6-0-0 oc bracing: 20-22 10-0-0 oc bracing: 25-27 1 Row at midpt 12-14 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 0-7-0 oc. Bottom. chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) seclion. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 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 20.0psf 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. Thomas A Alban! PE No.38380 klTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 5jn9a",%ni-WA9&slgnpaameMroeRd READ NOTES ON MOANDWCLUDWMITEKREPERANCEPACE.IPIIJreI 14Wa15SEPOREUSE Designvalid far use oNy vbfh MBelrw connectors. A8 design a based only upon parameters shown, and b for an htlNldual budding component not ��- a truss system. Before use, Me bulltling color must verity Me appllcabalfy of design Parameters and properly Incorporate cab tleegn Into the overall buatling tleslgn. fo g hdicafed ate prevent buckling of individual truss web entl/orchord members oNy. Atldltlonpl temporary and permonent bracing MiTek' Is always required for stObalty entl fo prevent collapse wim poulDle personal h7ury and property damage. For gene,., guldonce regarding Me labdcotlon storage. delNery, erection and brachg of Cusses and buss systems meAR5U1P11 Caally CrIMM, DSad9 card aO31 auldhg Campon.nl 69N Parke East BNd. 3a1.ry In airm. Omvallobla ham Truss Rote Inman. 218 N. Lee Sheet Sulte 312, Alexandria VA 22314. Tampa, FL 33610 Truss Truss Type Oly Pty [Jo—b T16534952 52443 JAI I Piggyback Base Girder 1 2 Job Reference (optional) Bulldefs First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sal Mar 16 13:08:56 2019 Page 2 ID:OZd4DJagbHPRkN5mN7pOOyyIG v-F%Hmdni2xHaeLSiTJB4UVG3Voy7izF4ZtXzbDImMhL NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 14=2291, 2=1154. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3409 He down and 1658 lb up at 30-9-12 on bottom chord. The designtselection 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 (plf) Vert: 1-7=-90, 7-9=-90, 9-11=-90, 11-13=-90, 2-27=-20, 26-27=-20, 22-25=-20, 20-21=-20, 14-20=-20 Concentrated Loads (Ib) Vert: 29— 3409(B) O WARNING -Vedlydes/gnpesmetenend READN07ES ON TNISANDWCLUDEDMmEKREFERANCEPAGEMIL74".r .. IN1k12015eEF0REUS& Dedgn v-a for use only with MRehM connectors. ThB tleslgn a based oNy upon parameters shown. pntl B for pn Intlivltlupl builtling component, not a fiuss system. Before b56. The burd g tleslgner must verily ttIe appllcab0lty ottlesign parameters and propeAy Incorporate this design Info the overall buutlingtledgn. Brpdngindlcotetlbfopreveni buckling of lndNicucltmss web and/orchord members only. AtltllSonol temporpry0ntl parm0nenf brocNg b always regulred forslabllity and to prevent collapse with possible personal INury and propaM dpm0ge. for general guldwce regardln9 the fabrication storage, tlelivery, erecPon and bracing of tnssses antl truss systems. seeANSUfPII Qua16111yy CM�da, OSS-09 and SCSI Udbg Componord Sably infmma6orpvollpble from Truss Plpfe lmltM. 218 N. Lea SM1eet. Suite 312. Alexonorlp, VA 22314. MiTek' 69M Parka East BNO. Tampa, FL 33610 Job Truss Truss Type Of y T16534953 �Job 1452443 UA12 Piggyback Base 1 (optional) CUllaers Fn51 bOtACO, J!"Oveland, FL. 34736 8.240 s Mar 10 2019 MiTek 5x8 = 2x4 II 5x8 = Inc. Sat Mar 16 13:08:57 2019 !OHS II 2x4 11 2x4 11 2.4 11 US = 6x8 - 5xB = 5x8 = 3Bo &&1 1-18-0 3 _O 830 12-1a0 160-0 1]AO 2:1 86Z8 1--104 11-5.12 F1 a]-0 1 a]-0 1 A:,M" 101. , I is I a1-] I Scale=1:65.8 _Plate Offsets(X,Y)- (4:0-0-0,0-1-121.14:0-3-0,0-3-01(7:0-6-4,0-241.f9:0-640-241117:0-2-00-2-47 f20:0-6-40-3-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) 0.16 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.25 19-20 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Hom(CT) 0.19 12 n/a rJa ' BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 232 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 9-12: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP NO.2 *Except* 5-22,8-15: 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Right 2xe SP 240OF 2.0E 3-10-10 WEBS REACTIONS. (lb/size) 12=1667/Mechanical, 2=1857/0-8-0 Max Horz 2=501(LC 9) Max Uplift 12=-675(LC 11), 2= 804(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2238/801, 34=-4037/1810, 4-5=-4024/1816, 5.6=-2588/1049, 6-7=-1969/942, 7-8=-1632/868,8-9=-1626/865,9-10=-1787/876,10-11=-2120/902,11-12=-2279/875 BOT CHORD 2.23= 797/1642, 5-20=427/1050, 19-20=-1802/3627, 18-19=-842/2016,.18-24=506/1505, 17-24=-506/1505,8-17=-257/267,13-14=-532/1650,12-13=-532/1650 WEBS 5-19=-1697/992, 6-19=-169/478, 6-18=-949/631, 7-1a=408/777, 7-17=-290/233, 14-17=-324/1537, 9-17=-589/1076, 9-14=50a/351,10-14=-649/536, 3-23=-1343/682, 20-23=-87O/185O,3-2D=-912/IS49 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 4-4-10 oc bracing. Except: 1 Row at micipt 8-17 6-0-0 oc bracing: 15-17 1 O-M oc bracing: 20-22 1 Row at micipt 7-17. 9-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf, h=25f; Cat. II; ENO C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1)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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 12=675, 2=804. Thomas A Al PE No.39380 MiTek USA, Inc, FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 ,&WARNING-Ver/tydeslgn Pa h,,send READ NOTES ON MSANDWCLUDWMN£KREFERANCEPAGEMX7m.v. 11103V2015BEFORE USE Design valid for use only with NI connectors. ThIs design h based only upon parameters shown. and Is for an individual burping component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of lndlvlduol truss web and/or chord members only. Addidonol temporary and permanent bracing WOW - Is IsaiwaysrequiredforstabllltyandtopreventcollapsewiMpossibiepersonolNJuryandpropertydamoge. For general guidance regarding me fabrication. storage- delivery, erectlon and bracing of trusses and truss systems, seeANSVrPR Quality Cmeda, DSE49 and BCSI luSdbD Comoonent 69N Parke East Bald. Safety mfomratbrrpvallabie from TnAs Plate Institute. 218 N. Lee Street. State 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply T16534954 1452443 UA13 Hip 1 1 �J.IbR.herence footionall Builders First Source, Groveland, FL. 34736 SxB = 2x4 II 5x8 = 8 9 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:08:59 OHS II 2x4 II 2x4 11 2x4 11 bx6 = 6xB - 5xB = 3e-0 1881 1-10-0 34a 88a 14EU3M 168-0 1] 245-0 INTO 1-104 1-5-12 4-30 3d-0 511-0 62 Od-0 fti.1 o O 99 Scale= 1:66.3 Plate Offsets (X,Y)-- f4:0-0-0.0-1-121. r4:0-3-0,08-01 17:0-64.0-2-41 f9:0-6-4,0.2-41, f17:0-2-0,0-241. f20:08-0.0-0-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) 0.16 19-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 VBrt(CT) -0.2619-20 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [net YES W B 0.91 Horz(CT) 0.20 12 1 r✓a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 2341b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 9-12:2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except' 5-22,8-15: 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 3-11-4 WEBS REACTIONS. (lb/size) 12=1667/Mechanical, 2=1857/0-8-0 Max Horz 2=507(LC 9) Max Uplift 12=-677(LC 11), 2= 806(LC 10) FORCES. gb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2247/803, 3-4=-4038/1821, 4-5=4025/1827, 5-6=-2579/1049, 6-7=-1953/936, 7-8=-1624/860,8-9- 1618f857,9-10=-1778/872, 10.11=-2116/899,11-12=-2274/872 BOT CHORD 2-23=-803/1616, 5-20=-428/1041, 19-20=-1819/3575, 18-19=-844/2006, 17-18=-489/1490, 13-14- 529/1649, 12-13=529/1649 WEBS 5-19- 1717/1007, 6-19=-168/480, 6-18=960/638, 7-18=413/783, 7-17=288/219, 14-17=-323/1580,9-17=-600/1127,9-14=-643/365,10-14=-661/545,3-23=-1321/686, 20-23=875/1820, 3-20=921/1822 Structural wood sheathing directly applied or 2-2-0 oc puffin. Rigid ceiling directly applied or 4-4-6 oc bracing. Except: 1 Row at midpt 8-17 6-0-0 to bracing: 15-17 10-0-0 oc bracing: 20-22 1 Row at midpt 7-17. 9-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 12=677,2=806. Thomas A.Allard PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O wABNING-V d1ydee19eperemeterseed BEADNOTES ON MZMDINCLUDEDMREKNEFEBANCEPAGEN674TJrev. raAY1015BEFOBEUSE Design valid for use only with Mnek®connectors. This tledgn Is based only upon parametersshown, and Is for on 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 building design. Brocing Indicated a to prevent buckling of Individual huts web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal N1ury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and buss systems seeANEVrPIt Quality Cmnb, D3349 and BCSI Bultlbp Component Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek' 69U Parke Beer Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply J452443 UA14 Hip 1 1 T16534955 Jab Referenca(o na) Buildoes F st Source, Groveland, FL. 34736 Sx8 = 8.240 s Mar 102019 MiTek Industries, Inc. Sal Mar 1613:09:002019 2.4 II 5x8 = 23 7 8 HS II 2x4 II 4x6 = 2.4 II 5.6 1.10.0 3-0-03,Bp 6]�1 11-09 L8-c 1T-0O 2e61 25-SD 30.]T tAn4 t{n12�60 2-112 bL-ta 5.6a 3fi-t I 4-11.0 Sz-e Scale =1:57.4 Plate Offsets (X.Y)-- 16:0-6-0.0-2-0L 18:0-6-4.0-2-41.116:0-2-12,0-2-81. 119:0-6-0 0-3-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.14 17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.84 Vert(CT) -0.2616-17 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.17 11 n/a nra BCDL 10.0 Code FBC2017/FPI2014 Matrix-S Weight: 2161to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 8-11:2x4 SP No.t BOT CHORD 2x4 SP No.2 *Except* 4-21,7-14: 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 2400F 2.0E 3-3-14 REACTIONS. (Iblaze) 11=1667/Mechanical,2=1857/0-8-0 Max Horz 2=434(LC 7) Max Uplift l l=-743(LC 11), 2=-870(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-3 oc bracing. Except: 10-0-0 oc bracing: 19-21, 14-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2198/901, 34=4005/1930, 4-5=-2769/1291, 5-6=-2178/1051, 6-23=-1846/976, 7-23=-1845/976,7-8=-1831/969,8-9=-1886r934,9-10=-2146/975, 10-11=-2300/949 BOT CHORD 2-22=-834/1540, 4-19=499/1042, 18-19=-1767/3366, 17-18- 1056/2221, 17-24=-687/1693, 16-24=-687/1693,7-16=490/409,12-13=-564/1650, 11-12=564/1650 WEBS 6-17=-308/699, 6-1fi=-355/385, 13-16=-382/1436,8-16=-558/951,8-13=-239/275, 9-13=4961413,3-22=-1271i730,19-22= 933/1743,3-.19=-890/1757,4-18=-1302/763, 5-18- 1971466, 5-17=-873/577 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. If: Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pet 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, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except Qt=lb) 11=743, 2=870. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Job Thus Truss Type Oty Ply T76534956 lJobeference 1452443 UA15 Hip 1 1 (optional) Builders first Source, Groveland, FL. 34736 a 6x8 = 8.240 a Mar 10 2019 MIek 2x4 II 5x8 = 2x4 II 2x4 11 5xB Erg Inc. Sal Mar 1613:09:01 2019 1 NO1 a-a-oaen coo I tseu im a2 11 1 tl'l t-1o+ +s1z sou Tao sst a-t-7 HIS 11 Scale - 1:56.1 Plate Offsets (X,Y)- [4:0-1-8,0-1-81.f5:0-2-4.0-3-121.[7:0-54.0-2-121.[10:0-5-11,Edge1 [14:0-2-4.0-2-121.[16:0-64,03-81 LOADING (pat) SPACING- 2-0-0 Cal. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Ver l-L) 0.15 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.3414-15 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Hou(CT) 0.19 10 rJa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 2091b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except* TOP CHORD 1-5:2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 *Except' 4-18,6-12: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-7-4 REACTIONS. (Ib/size) 10=1667/Mechanical, 2=1857/0-8-0 Max Harz 2=356(LC 7) Max Uplift 10=-613(LC 11), 2=-743(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2190/744, 34=4050/1616, 4-5=-2514/1036, 5-Fs=-2399/1187, 6-7=-2377/1177, 7-8=-2005/943, 8-9=-2158/980, 9-10=-2283/968 BOT CHORD 2-19= 757/1517, 4-16=400/924, 15-16=-1687/3530, 15-20=-885/1946, 14-20=-885/1946, 6-14=-715/583, 10-11=-623/1642 WEBS 4-15=-1823M 089, 5-15=135/550, 5-14_ 542/693, 11-14=467/1528, 7-14= 706/1176, 7-11=-163/274,e-11=-277/347,3-19=-1237/624,16-19=-835/1680,3-16=-848/1854 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 16-18, 12.14 1 Row at midpt 4-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chard live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) 10=613, 2=743. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING- Vedlydeegn Paramefen And READNOMSONMSANDINCLUOEDM REFERANCEPAGEM674"J v. lebAYlatSBEFOREUSE Design valid for use only with MOekS connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buolding of individual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stabOHy and to prevent collapse with possible personal Injury and property damage. For general guidance regcrding me fob4caflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Cuo1@y Cdbda, OSS49 and SCSI Building Component Sably Informatbnov labie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Xexondit VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truce Truss Type OtY Ply T76534957 1452443 UA16 Hip 1 1 Jab o Reference tonal oWwar b rnbr Source. Grarr.i.d, FL.: ]Jb 624U s Mar 10 2U79 MI rek Industries, Inc. Sat Mar 16 13:09:03 2019 6x8 = 2.4 11 Axis = 3x4 = SxB = 5 q ] q 9 ,nwq II 2x4 11 46 = 3x4 = 5x6 = 1-10-0 3-0-0 3 e 0 73-0-0 Qc 168-0 111V 2441 1-10-0 1-5-12 98-0 Scale=1:56.7 L '°W Plate Oftsets(XY)— 15:0-640-2-141 f9:0-5-120-2-121 (11:0-5-11Edge1113:0-0-00-1-81 I75:0-3-12Edael f1T0-6-403-81 LOADING (psQ SPACING- 2-0-0 Cal. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.27 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Ven(CT) -0.61 15-16 >592 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.19 11 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 2041to FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 4-19,7-13: 2x4 SP No.3, 15-17: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 3-104 REACTIONS. (lb/size) 11=1667/fvlechanical, 2=1857/0-8-0 Max Horz 2=284(LC 9) Max Uplift 11= 642(LC 6). 2=-701(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2196/831, 34=-399B/1814, 4-5=-2761/1200, 5-6=-2230/1054, 6-7=3220/1513, 7-8=-3194/1514,8-9=-3196/1514,9-10=-2147/948, 10-11=-2288/926 BOT CHORD 2-20=-804/1528, 4-17=486/922, 16-17=1726/3373, 15-16=-1505/2963, 7-15=-641/514, 11-12=646/1677 WEBS 4-16— 1294f745, 5-16=453/1146, 6-16=-10401749, 6-15=-208/385, 12-15=-585/1545, 9-15=-1022/1775,3-20— 1248/679,17-20=-909/1686,3-17=368/1768 Structural wood sheathing directly applied or2-9-5 oc pudins. Rigid ceiling directly applied or4-8-15 oc bracing. Except: 10-0-0 oc bracing: 17-19, 13-15 1 Row at midpt 9-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) 11=642, 2=701. Thomas A. Allemi PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Bate: March 16,2019 O WARNING -Verify design Parameters end READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGEMO7473 rev. taM'Y "BEFOREDSE. valid for use only with MTekW connectors. Ws design Is based only upon parameters shown, and Is for an Individual building component. not tling designer must verity the applicability of design parameters and properly Incorporate this design Into e overall a truss system, Before use, the buJth building design. Bracing Indicated Wit is to prevent buckling of hdN]duol truss web and/or chord members only. Additional temporary and permanent bracing 0 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrlconon storage, delivery, erection and bracing of trusses and Truss systems seeANSVIPl1 Quality Criteria, DSB49 and SCSI Suyding Component Safety Informatbravallabie from Truss Plate Institute, VA 22314. 6904 Parke East Blvd. FL 33610 218 N. Lee Street Suite 318 Alexandrl0. Tampa, Jab Truss Truss Type cry Ply T16534958 1452443 UA17 HIP GIRDER 1 2 �J.bRf .. ce (optional) dr ivzuia muen mausmes, ix. ear mar io,.ruuvu zuiv rage, ID:OZd40JagbHpRkN5mN7pOOyylG_v-M1ZhMDsStHDaPSCmQpXX76DPBUiWBITt2dnBVmMh8 -1-0-0 1-10i 3-0-0 5.0.0 8-10.10 129-5 16-8-0 21-]-0 26E4 31-0-0 1-6-0 1. 0< 1 i-5.12 1-8-0 310.11 310.11 3-10.11 4-11-0 411-0 4-5-15 6x8 = 2x4 II 3x8 = 2x4 II 5x6 = 46 = = 6 25 fi 26 7 27 8 9 2810 29 30 11 5x8 8.50 12 3x6 3x63 2 Scale = 1:55.3 20 31 19 32 18 337x10 3xfi / 24 2322 3x4 = 5x8 = 2x4 I I 16 is 34 3514 36 37 13 38 3999 5x6 = 3x4 II 46 11 5x6 = 2x4 11 3x6 = 5x12 = t-1oa l a-90 a §Am a-lo-to 1z.es taao 1> a zt-]-0 1 zsat 1 3taa Plate Offsets MY)-- (5:0-2-12,0-3-81,111:0-5-4,0-2-121. 112:0-0-0,0-1-81 114:0.2-12,0-1-81 115:0-3-0.0-0-01, f17:OA-12.0-4-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) 0.44 16 >836 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.45 16 >817 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.17 12 Na n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight: 4471b FT=20% LUMBER - TOP CHORD 2x6 SP N0.2'ExcepV 1-5: 2x4 SP No.2 BOT CHORD 2x6 SP N0.2 *Except' 4-23,8-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=3235/0-0-0, 2=2908/0-8-0 Max Horz 2=189(LC 7) Max Uplift 12=-2304(LC 4), 2= 2084(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. Except: 10-0-0 oc bracing: 21-23, 15-17 FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 3629/2751, 3-4=-6579/5208, 4-5=-5530/4460, 5-25=-7120/5791, 6-25=-7121/5793, 6-26=-7120/5791, 7-26= 7120/5791,7-27=-883317095,8-27=-883ar7095, 8-9=-8700/6992, 928=-8700/6992,10-28=-8700/6992,10-29=-5632/4547, 29-30=5634/4548, 11-30=-5636/4548,11-12=-4529/3431 BOT CHORD 2-24=-2186/2751, 23-24=495/625, 21-23=-262/378, 4-21=-909/1196, 20-21=-4369/5505, 20-31=-3786/4745,19-31=-3786/4745,19-32=6993/8638,18-32=-6993/8638, 18-33=-6993/8638,17-33=-6993/8638,8-17=-M/667,15-34=-687/867,34-35=-687/867, 14-35=-687/867,14-36=-2642/3505,36-37=-2642/3505,13-37=-2642/3505, 13-38=-2627/3480, 38-39=-2627/3480, 1239- 2627/3480 WEBS 4-20=-1053/767, 5-20=-738/1108, 5-19=-2479/3003, 6-19=-613/689, 7-19=-1816/1478, 7-18=0/341,14-17= 3900/4887,10-17=-2887/3517,10-14=-2530/2314,11-14=-2263/2650, 11-13=-375/604, 3-24=-2159/1743, 21-24= 2124/2671, 3-21=-2182/2753 NOTES- 1) 2-plytruss to be connected together with 10d (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: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5Dpsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 36-0 tall by 2-" wide will fit between the bottom chord and any other members. Thomas A. Albani PE No.39380 MiTak USA, Inc, FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 sign parameters en0flEA0 NOTE50N. b baseOWCLUDFD MN1.t. BANCEPAGE M6]4]3ree ]NATO ufl BEFORE USE Design vvlitl for use only wlIn MBeW nneCtors. 7h6 design a based oNy upon parameters shown, and L5 for an IndiNdual bu0ding component, not a truss system. Before use, the buliGing designer must verify Me oppllCabllity of design Parameters antl propatly Incorporate this tleslen Into the overall txr1cingdesign. Bracing Intlicafed k to prevent bucklingotlndMdualfiuss web and/arch.rtl members only, Atltlltlonal temporary.n"p.rmonenti racing b always required for stOb011y antl to prevent collapse with possible personal Inlury ontl propaM tlamage. For goneral guklvnce regartling the fobrimflart storage, of INery, erection antl bmcing of pusses and imv systems. see�NSUIPlI sa d6eM, DI., antl 0C416u1dhp Componanf SabN elformalbrlavailable from truss Plate IrtstlNte. 218 N. Lea Sfreet Suite 312 Alaxondrlo, VA 2231 d. T M110k• 6904 patice East BNtl. Tampa, FL 33610 Job Truss Truss Type Oty Pl�2Jb T16534958 1452443 UA17 HIP GIRDER 1 erence o tional builders vim Jource, Uroveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:09:10 2019 Page 2 ID:IDZd4OJagbHpRkN5mN7pOOyyiG v-gD73ZZtgeaLflcn9B7Km3Dez9bqyFb_d5iMUI=Mh7 NOTES- 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 406 Ito down and 342 lb up at 5-0-0, 238 lb down and 273 Ib up at 7-0-12, 238 Ib down and 273 lb up at 9-0-12, 238 lb down and 273 lb up at 11-0-12, 238 Its down and 273 He up at 13-0-12, 238 Its down and 273 lb up at 15-0-12, 238 Its down and 273 Ib up at 17-0-12, 238 Ib down and 273 16 up at 19-0-12, 238 Its down and 2731b up at 21-0-12, 238 lb down and 273 tic up at 22-5-11, and 241 Ib down and 222 Ib up at 24-5-12, and 22616 down and 229 It, up at 26-6-1 on top chord, and 217 lb down and 1871b up at 5-0-0, 54 Its down at 7-0-12, 54 It, down at 9-0-12, 54 Its down at 11-0-12, 54 lb down at 13-0-12, 54 Ile down at 15-0-12, 54 lb down at 17-1-12, 54 lb down at 19-0-12, 54 Ile down at 21-0-12, 54 Ile down at 22-5-11, 149 lb down and 148 lb up at 24-5-12, 1491b down and 148 Ib up at 26-5-12, and 26616 down and 201 It, up at 28-5-12, and 200 Its down and 94 lb up at 30-1-4 on bottom chard. 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 (plf) Vert: 1-5=-90, 5-11=-90, 11-12=-90, 2-23=-20,22-23=-20, 17-21=-20, 15-16=-20, 12-15=-20 Concentrated Loads (Ib) Vert: 5=-109(B) 9=-121(B) 11=-124(B) 8=-121(B) 20=-161(B) 19=-27(B) 6=-121(B)7=-121(B) 18=-27(B)17=-27(B) 13=-141(B)25=-121(B) 26=-121(B) 27=-121(B) 28=-121(B)29=-121(B) 30=-124(B) 31= 27(B)32=-27(B)33=-27(B)34=-27(B) 35=-27(B) 36=27(B) 37=-141(B)38=-266(B)39=-200(B) AWARNING-Vafydesfpnpare Uv,;end READN0MS ON TNISANDINCLUDE UMf REFESANCEPAGEN674Aree 1MUSQ01SBEFONE USE Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an IndMdual balding 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 bucWing of individual buss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for death, and to preventcollopse with possible parsond injury and property damage. For general guidance regarding the fobOcotion, storage, delWry, erection and bracing of trusses and Muss systems seeAN31/I1iI7 Cupply Cdbdo, DSB49 and SCSI Suldbg Component Safety Nformationaoallable from Tntss Plate InVhjte, 22314. 6904 Parke East Blvd. Tampa, FL 33610 218 N. Lee Street Suite 312, Alexandria, VA Job Truss Truss Type city Ply T16534959 1452443 UB1 Common Supported Gable 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 4x6 = 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:11 2019 Io Scale=1:46.3 Plate Offsets (Y Y)- r2:0-4-0 0-0-61 r10:0-4-0 0-0-61 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL . 30.0 Plate Grip DOL ' 1.25 TC 0.45 Vert(LL) -0.02 11 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 VeR(CT) -0.03 11 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 HOrz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 92 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-10-0. (lb) - Max Hal 2=-431(LC 8) Max Uplift All uplift 1001to or less atjoint(s) 18,12 except 2=-220(LC 6). 10=-152(LC 7), 16=-279(LC 10), 17=-309(LC 10), 14=-276(LC 11). 13=-311(LC 11) Max Grav All reactions 250lb or less atjoint(s) 18, 12 except 2=342(LC 1), 10-342(LC 1), 15=292(LC 11), 16=287(LC 17), 17=297(LC 17), 14=283(LC 18), 13=298(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=408/357, 3-4=-288/252, 5-6=-252/295, 6-7=-252/268, 9-10=-336/357 BOT CHORD 2-18=-170/403, 17-18=-170/403, 16-17=-170/403, 15-1fi=-170/403, 14-15=-170/403, 13-14— 170/403,12-13=-170/403,10-12=170/403 WEBS 6-15=-273/145, 5-16=-315/302, 4-17=320/321, 3-18=-340/161, 7-14=-315/299, 8-13=320/322, 9-12=-340/157 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=25ft; Cat. II; ESP C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 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 perANSVrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-D-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 18, 12 except Qt=lb) 2=220, 10=152, 16=279, 17=309, 14=276, 13=311. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2, 10. Thomas A Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNNG-VedfydesignperametemaadREADNOTESONTNISANDWCLUDEDMNEKFEFElANCEPAGEM6)4"mv.iMD3201SSEFOREUSS Design valid for use only with MaekE> connectors. 1h15 design Is based only upon parometers shown. and Is for an Individual building component, not a truss system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingtleslgn. Bracing Inicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Isalways required for stability and to prevent collapse with possible personal inlury and property damage. For general Duldance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSVrPII Quality Clhnie, DSS419 and BCSI building Component Sally Informptionovoroble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Pexcndra, VA 22314. �■ ■■ MiTek* 69M Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T16534960 7J.bRf..... 1452443 UB2 Common 5 o Tonal Smiaer s rust Source, uroveiana, FL. a4f315 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:09:12 2019 4x6 = Scale = 1:46.4 G-1111-0 6--0 LV_L11 1-0 0 6� Plate Offsets (X,Y)— f2:0-2-0,0-1-81 I6:0-2-6,0-1-ef LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in floc) tldefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Ved(LL) -0.04 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Ved(CT) -0.09 2-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 6 n/a File BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 801b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=894/0-6-0, 6=904/0-8-0 Max Horz 2=-431(LC 8) .Max Uplift 2=-099(LC 10), 6=-404(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-831/349, 3A=-786/378, 4-5=-785/378, 5-6=-827/349 BOT CHORD 2-8=-220/654, 6-8=-90/536 WEBS 4-8=-3031779, 5-8=-406/354, 3-8=-419/361 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-8 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=S.Opsf; h=25ff; Cat. II; Exp C; Encl., GCpi=0.1 S; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tomes 8 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 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 100 Ib uplift at joint(s) except (jt=lb) 2=399, 6=404. Thomas A Albani PE No.39380 k11Tek USA, Inc, FL Cad 6631 6904 Padre East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING-Verlfydeagnparzmetarsend READNOTES ON TNISANDINCLUDWMNEKBEFEBANCEPAGEMX7M7 v. 1aT12p15BEFOREUSE De9gn valid for use only win Mgea connectors. This design Is based only upon parameters shown. and a for an IndlNdual building component, not ��- a here system. Before use, the bulding designer must verify me applicability of design parameters and properly Incorporate this tlesign Into the overall building design. Bracing Indicated is to prevent buckling of lOtlividual fuss web and/or chord members only,. Additional temporary and permanent bracing MOW Is always required for stablllty, and to prevent collapse wim possible personal hjury and properly damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of tosses and muss systems saeANSUml1 Cu citadel OS549 and BC31 Building Component Safely InformalbrWercbie from Truss Rote Institute. 218 69M Parka East Blvd. Tampa, FL 33610 N. Lee Sheet Suite 312, Moxantlrlo. VA 22 14. city Ply ;j4524�43� JUB3� T16534961 �C,--,Y�PGMer 1 �Jbrence a banal Builders First Source, Groveland, FL. 34736 3x 8.240 a Mar 10 2019 MiTek Sal II IaxI.— 1.11— I 13-10-09 -1459 Inc. Sat Mar 16 13:09:13 2019 Scale = 1:44.7 Plate Offsets (X,Y)-- f1:0-1-9,0-1-81, f5:0-1-9,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.13 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Hom(CT) 0.02 5 n/a rate BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 2791b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=7689/0-6-0,5=8432/0-8-0 Max Harz 1=-350(LC 4) Max Uplift 1=-3482(LC 9), 5=-3906(LC 8) 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. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7774/3535, 2.3= 7552/3635, 3-4=-8293/4052, 4-5=-8576/3983 BOT CHORD 1-8=-2467/5261, 8-9=.2467/5261, 7-9=-2467/5261, 7-10=-1733/3859, 10-11=-1733/3859, 6-11_ 1733/3859,6-12=-2611/5745, 5-12=-2611/5745 WEBS 3-6=-3346/6514, 4-6=-446/600,3-7= 2355(4756,2-7=-418/562 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3-ply truss to be connected together with 1 Od (0.131 ")3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 04-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 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 (8), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10: Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsh h=25ff, Cat. II; Exrp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) This truss has been designed for a 10.0lost bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=3482, 5=3906. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1961 lb down and 920 Ib up at 1-2-12, 1966lb down and 9181b up at 3-2-12, 1966lb down and 800 to up at 5-2-12, 1962 lb down and 973 lb up at 7-2-12, and 1962 Ib down and 940 lb up at 9-2-12, and 4846lb down and 2311 lb up at 11-3-8 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 Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 �nUGNRMf -W�my slgnparynelen enO READN01E5 ON TNISAND INCLUDED MREKNEFEMNCEPAGEM674za.. laubcamSBEFOBEUSE Design void far use only with MBe'kdr connectors. This tleslgn Is based any upon parameters shown. and Is for an Individual building component, not a buss system. Before use, the building designer must verify ire applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndvIdual truss web and/or chord members only. Motional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible person Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSVTP11 Quality Crdnb, DS549 and SCSI Building Compoment 69N Parke East Blvd. Safety Informatbrkr tillable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T16534961 1452443 U83 Common Girder 1 q �7 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=-90, 3-5=-90, 1-5=-20 Concentrated Loads (Ib) Vert: 6=-1952(B) 8=-1961(B)9=-1966(B) 10=-1966(B) ll=-1962(B) 12=-4846(6) 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:09:13 2019 Page 2 ID:QZd40JagbHpRkN5mt47pOOyylG_v-FooCCbvicVkEu3VkpFuThrG%4pmSzL3ogb7KG=Mh4 Job Truss Truss Type OIY Ply T16534962 1452443 USA Roof Special Giber 1 3 Job Reference f.pficmall Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:15 2019 Scale=1:19.4 6.12 MT20HS II 3xB II 5xB= 3.6 II 5x8 = 3.13 II Sx8 = 7x10 = 358 II 2 3 4 5 6 7 B 20 9 10 12 7x10 = 7,10 = 1-&0 2-11-6 4-0 12 5-4-3 6.6.9 I ]-8-15 I 8-01-5 I 941-0 1¢1-1 11-6-0 11-79 1-9-0 1-2-6 1-2-6 I. 1-2-6 ve.a t.a6 n.n-n nasr r.e-a M1t e Plate Oftsets(X.1)-- f2:0-6-00-0-01f7:0-5-00-1-81 f9:0-3-80-5-41 r10:Edce0-3-81 fltEdae Od-121 f12:0-3-80-4-121 f14:0-5-00-4-81 [16:0-4-00-4-81 [17:0-440-1-81 LOADING (psf) SPACING. 2-0-0 CS]. DEFL, in floc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Ven(LL) 0.09 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.1417-18 >874 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.66 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 2291b FT=20% LUMBER - TOP CHORD 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.1 'Except' 11-19: 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* 4-17,5-16,6-15,7-14,8-13,9-12,10-11: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. REACTIONS. All bearings 1-8-9 except (jt=length) 1=Mechanical. (Ib) - Max Uplift All uplift 100 lb or less atjoint(s) except 1=-1638(LC 4), 10=-2111(LC 1), 12=-8237(LC 4), 11=-7111(LC 1) Max Gmv All reactions 2501b or less atjoint(s) except 1=3429(LC 1), 10=1015(LC 4), 12=16775(LC 1). 12=16775(LC 1), 11=3407(LC 4) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3- 2115/1013, 34=-2115/1013, 4-5=-5449/3156, 5-6=-6449/3156, 6-7=-1212/635, 7-8=-1212/635,8-20=-3125/6541, 9-20=-3125/6541 BOT CHORD 2-19=-1810/4010, 18-19- 1013/2115, 18-21=-3227/6599, 17-21=-3227/6599, 16-17=-3227/6599,16-22=-2066/4157,15-22=-2066/4157,14-15=-2066/4157, 13-14= 2870/1295,13-23=-2870/1295,12-23=-2870/1295,11.12=-6541/3125 WEBS 4-17=-786/1832,5-16=-385/222,6-16=-1463/3076,6-15=-149/390, 6-14=-3953/1921, 7-14=-156/578, 8-14=-2590/5478, B-13- 666/428, 8-12=4928/2456, 9-12=9673/4868, 9-11- 4163/8713,3-18=-604/1292,4-18=-6018/2971 NOTES- 1) NA 2) 3-ply truss to be connectedtogetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x8 - 4 rows staggered at 04-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-6-0 oc, 2x6 - 3 rows staggered at 04-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 7-14 20 - 2 rows staggered at 0-4-0 oc, member 9-12 2x4 - 1 row at 0-7-0 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Thomas A Albani PE No.39380 I USA, Inc. FL Cod 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 LOWRNMfRO-R�my AmIgn pammafersend READ NOTES ON TN/g AND INCLUDEDM?EKaEFEHANCEPAGEMIF747J rev. lDyp1¢Or56EFOREUSE Designvalid for use only with Meek® connectors. This design Is based only upon parameters shown. and Is for an InOMducl building component, not a Muss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent bucWing of Individual hum web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding he fobdcaton storage. delivery. erection and bracing of truster and inm systems meANSVIPiI Quality Criteria, DSB4l9 mind 6CEI building Component safety mformatbmvolloble from Truss Poole institute. 218 69M Parke East Blvd. Tampa, FL N. Lee Street. Suite 31S Alexcntlrb. VA 22314. 33610 Jab Truss Truss Type Oty NJab T16534962 J452443 UB4 Roof Special Girder 1 Re a ence (optional) Builder's First Source, Groveland, FL. 34736 8.240 s Mar 102019 MiTek Industries, Inc. Sat Mar 1613:09:15 2019 Page 2 ID:OZd4DJagbHpRkN5mN7pOOyy1G_v-BBwydGwyS7_y7Nf6Wgw GMsOcWOmXMF_46O8wMh2 NOTES- 10) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1638lb uplift at joint 1, 2111 lb uplift at joint 10, 8237 lb uplift at joint 12 and 7111 lb uplift at joint 11. 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) 519lb dawn and 435 lb up at 4-3-3, and 519 Ib down and 435 Ib up at 7-9-1, and 663 lb down and 6181b up at 9-8-5 on top chord, and 1658 lb down and 684 lb up at 1-10-12,16471b down and 697lb up at 3-8-5, 1647 la down and 763 lb up at 5-8-5, and 1647 lb down and 633 lb up at 7-8-5, and 1647 lb down and 662 lb up at 9-8-5 on bottom chord. The designifselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-10=-90, 11-19=-20 Concentrated Loads (Ib) Vert: 19=-1658(B)4=489(F) 7=-489(F) 14= 1647(B) 20=-555(F)21=-1647(B) 22=-1647(B) 23=-1647(B) Q WARNWG. Vedlydagepmann,fersend READNOTES ON MMAND1NCLUDEOMREKREFERANCEPAGEMM174TJrev. 10TM0159EFORE USE Design valid for use only with MBeirts connectors. rhls design Is based only upon parameters shown. and Is for on Individual building component, not ��- a hum system. Before use, the building designer must verify the appllcabllity of design parameters and propery Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding the fobtloatlon, storage. delivery, erechon and bracing of trusses and huss systems seeANSVWII GuoBlr CM�M, g51d9 and IIGSI Building Component ham Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandra. VA P2 14. Seat PeMe East Blvd.SafetyWemre6erwolloble Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534963 J452443 UC1 Jack -Open 4 1 Job Reference o tional bumoors First source, umvelano, FL. 34736 8.240 a Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:09:15 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyylG_v-BBwydGwyS7_y7Nf6wgw=GMulckdw3mMF 46OSmMh2 -/-fi-0 1-0.0 1.6.0 Scale =1:11.1 LOADING lost) SPACING- 2-" CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.25 TC 0.36 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code FBC2017/tP12014 Matrix-P Weight: 6lb Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-86/Mechanical, 2=327/0-6-0, 4=9/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-86(LC 1), 2=-222(LC 10) Max Gmv 3=64(LC 10), 2=327(LC 1), 4=19(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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.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 86 lb uplift at joint 3 and 222 lb uplift at joint 2. Thomas A. Albanl PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-Vadfydealgnparametersand READNOTES ON THXMDWCLVDEDMMEKREFERANCEPAGEM6747Jrex. la=2015BEFORE USE ��- Ceslgn volld for use only with MrN conneot-n IDls dedgn la bid only upon parameters shown, antl 6 for on hdtl dual buildm' component, not a truss system. Before use, me bulltling designer mustveriry M. applicpblldy of tleslgn parameter and properly Incorporate th& tleslgn Into me overall bulltling design. Mcng lntllcated hroprevent buckling oflndlvidual truss web and/or chord members.7 Atltli"onal temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse whh possible personal lnlury and property tlpmage. Porgenerut guidance mgording the fobricotlon. storage. tlelNery, erection oml brooing of trusses antl truss systems seeAN6UR'll GX.'MMsv. CaMM. O..I and lC6l NrldYtp Coaapoa..' 6904 Parke East BNd. 5at�ty Inlolmahotpvo0oble ham inns Plots InsllNte, 218 N. lee Street 6u1.312 Alexandria, VA 22314. Tampa, FL M610 Job Truss Truss Type Oty Ply T16534964 452443 UC3 Jack -Open 4 1 Job Reference o tional nu iders Fim Source, Grovelane, FL. a47UU 8.240 a Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:16 2019 Scale = 1:18.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 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-P Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=379/0-8-0, 4=26/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-107(LC 10). 2=-177(LC 10) Max Grant 3=80(LC 17), 2=379(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(i) 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 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 177 lb uplift at joint 2. Thomas A Alberti PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Job Truss Truss Type Oty Ply T76534965 1452443 UCS Jack -Open 4 1 Jab Reference a tional Builder's First Source, Groveland, FL. 34736 8.240 s Mar 10 2079 MiTek Industries, Inc. Sat Mer 16 13:09:16 2019 Pege 1 ID:OZd40JagbHpRkN5mN7pOOyylG_v-fNUKgcmD06plXEJUORAJTuy_OO WNV OVUepfAmMh1 -1-6.0 5.0.0 1-&0 60.0 Scale = 1:25.1 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight 201b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (It 3=171/Mechanical, 2=462/0-8-0, 4=46/Mechanical Max Horz 2=353(LC 10) Max Uplift 3=-241(LC 10), 2_ 174(LC 10) Max Grav 3=215(LC 17), 2=462(LC 1), 4=92(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 chard live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 3 and 1741b uplift at joint 2. Thomas A Alban! PE No.39380 61Tek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: -March 16,2019 QWARNING-Vedlydesi9n Peremshrsend READN0TFS ON THIS AND INOLUDWAMIEKREFEF4NCE PAGE U&74TJrev, 1a932015BEPORE USE Desgn valid for use only with M llek® connectors. This design Is based only upon parameters shown. and Is for on individual bullding component, not a hum system. Before use, the building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent bucWhg of individual truss web and/or chord members only. Additional temporary and permanent bracing is always reauhed for stability and to prevent collapse with leasable personal Injury and property damage. For general guidance regarding me fabrication, storage, delNery, erection antl brocing of busses end hum systems seeANSVrFIt Quietly Cmedn, DS3419 and SCSI Buldhp Component Softly InformatbmvalloVe ham Truss Plate Institute. 218 N. Lee Sheet SNte 312. Alexondrlo, VA 22314. �■- ■` MiTek' 69U Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534966 1452443 UD1 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, Uroveland, FL. 34736 4x6 = 3 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:17 2019 16 Scale = 1:15.7 Plate Offsets (X,Y)— f2:0-2-6,0-1-01. I4:0-2-6,0-1-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix-P Weight: 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=213/4-0-0, 4=213/4-M, 6=152/4-0-0 Max Hom 2=140(LC 9) Max Uplift 2=-128(LC 10), 4— 143(LC 11), 6=-16(LC 10) Max Grav 2=213(LC 1). 4=213(LC 1), 6=157(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat.[[; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 2, 143 lb uplift at joint 4 and 16 lb uplift at joint 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date. March 16,2019 Q WANNMG-Ved/ydeat9asaremeteraanONEAO NOTES ON TNISANOMCLUOEOMIFEKNEFENANCEPAGEMX7M.v. 1412SQ0150EFONE USE Dedg^vPrdfor use only with Mnek®connectprs. this design Isad only upon parameters mown, and Is foran IndMdual building component, not a fruss system. Before use, me bulltling tlesigner must verify ma appllCabIIBY of design Parameters old properly Incprporate mis des lm W. me overall Oulltling design. &adng Indicated is to prevent buckling of lntlNltlupl buss web and/orchard members only. Atltlikonal temporary and permdneni bracing Is always required tpf stability and to prevent ccilapse wim possible personal Njury antl propeM damage. For general guidance regamki me /pbrlcotlon, storage, tleilvery, erection and bracing of busses and truss systems seeANSURII Du DSadD and SC31 luldhp Comppnr of Sally Inlolrrte6or .r.bl9 from Truss Rofe Institute. 219 ft Lee Sneet suite 312. Alexandria. VA 2231 d. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply T76534967 J452443 UD2 Common Structural Gable 4 1 Job Reference foplionalt builders -mit source, urovelana, 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:18 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyy]G v-bmc5Flzd2MW_gOhcpTeOu_Rppmy700oxylm?TuMh? -0-B-0 2-0-0 4-0.0 4-LI ' 0-8.0 2-D-d �' 2-o-0 D-8-o ' 4x6 = 3 2-0.0 2-o-D zD-o Scale =1:15.7 Plate Offsets MY)— f2:0-2-60-1-0114:0-2-60-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TO 0.15 Vert(LL) -0.00 6 5999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 6 >999 180 BOLL 0.0 Rep Stress their YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Maul Weight: 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=284/0-6-0, 4=284/0-6-0 Max Ho¢ 2=140(LC 9) Max Uplift 2=-138(LC 10), 4=-138(LC 11) FORCES. (lb) - Max Comil Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; h=25tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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 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 ANSVTP1 1. 4) Gable studs spaced at 2-M oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 138lb uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWANNMO-VoHlydesigeparametorsendRE DNOMSONMSANOWCLUO£OM? KNEFENANCEPAGEM67473rev.taAY10r5BEFONEUSE. Design volid for use only with Mmek0 connectors. This design Is bell only upon parameters shown and Is for an Individual building component, not a truss system. Before use. Me building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall bdlding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pemlanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regl Me of trusses and Qua[ Criteria,OS!49 MtlBC31EWtlbp Component erection and lnsatute.2 Safety oatbmvallable Be C ot. 6904 Park. East Nd. oormolarcafflom from Truss Plate l. 8N. Ise Street. Suite 312 Aako VGA Tampa, t. 33610 Jab Truss Truss Type Cry Ply T16534968 J452443 UD3 Roof Special 1 1 Job Reference (optional) Builders First Source, Grovelanq FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:19 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyylG_v-4yATSe TWLUNc_zu9W_bc6WR2Dw_sooxAc2JXw Mh_ Q-8.0 2.11-5 5.7-2 8-2-15 10-1.15 12-3.813-10-p 0-8�1 2-7.13 1 2-7-03 1 2-7-13 f1-0-121 1-6 8 Scale: 3/16'=1' 2x4 II 9 5x8 /i o 3.6 G e 11 9 3.4 = 8Z4.6 50 12 7 8 0 3x6 G 3x6 12 4x6 4 3 o x6 6x8 2 Sx6 i 1716 3,02 MT20HS II Q-8-0 2-11-5 1 5-7,2 I 8-2-15 10-10-11 12-3-813-10-q 3-5 2-7-13 2-7-131-4-12 1-6-8 Plate Offsets(X,Y)- 19:0-3-4,Edge1 T16:0-3-0,0-2-31117:0-6-80-IA LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.24 13-14 >661 240 LIT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.2313-14 >691 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.38 Horz(CT) -0.07 19 n/a rile BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 81 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-2 oc bracing. REACTIONS. (lb/size) 16=1676/0-8-0, 17=-863/0-8-0, 19=645/Mechanical Max Horz 17=736(LC 10) Max Uplift 16=-1114(LC 10), 17=-1041(LC 17), 19=-644(LC 10) Max Grav 16=1821(LC 17), 17=955(LC 10), 19=762(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=413/552, 23=-1313/832, 3-4- 1275/842, 4-5--2645/1774, 5-6=-2870/1931, 6-7=-2168/1463,7-8=-865/572, 8-9=-569/392, 10-18=-633/891, 9-18=-633/891 BOT CHORD 15-16= 663/394, 14-15=-1571/1842, 13-14=-2403/3140, 12-13=-2378/3216, 11-12=-1653/2267, 10-11= 766/1058, 16-17= 744/594 WEBS 2-15=-725/1168,4-15=-585/432,4-14=-711/1107,5-14=-391/309, 6-12=-694/537, 7-12=-353/540,2-16=-1696/1236,1-17=.714/944,7-11=-1271/929, 8-11=321/470, 9-19=9801708 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 pal bottom chard live load nonconcument with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11141b uplift at joint 16, 1041 Its uplift at joint 17 and 6441b uplift at joint 19. 7) 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. Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWANNING- Vedrydeslgnperamefemand NEAONOTES ON TN/SANOINCLUDWO EKNEFENANCEPAGEM674m3 , ta'aY1pr59EFONE USE Design valid for use only with MRekg 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 verity the applicability of design parameters and property Incorporate rub design Into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing WOW Is always required for Stability and to prevent collapse will possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems seeANSIy1Pi1 Guv01y Critedv, DS5419 and IcSI luldtrp Component 69M Parke East Blvd. Safety mformallonovallable from Truss Note Institute, 218 N. Lee Sheet Suite 312. Aiexondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534969 1452443 UD4 Roof Special Girder 2 2 Job Reference (optional) n nrsr eaurce, G,averaci, F'. uvdo U.24U a Mar 10 2019 MITek Indusmes, Inc. Sat Mar 16 13:09:20 2019 2x4 II 10 1m IT 1 72 6x8 = &10-0 41210 1-8-5 9-2-10 17-2-2 13-1-9 15-1-1 17-4-0 &1P0 0-0-0 2-fi-5 2-fi-6 1-11-8 1-11-8 7-71-8 2-3-0 Scale = 1:60.7 Plate Offsets (XY)-- f2:0-4-3 0-0-51 rl l:0-3-2 0-2-01 113:0-2-2 0-2-01 118.0-5-4 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.04 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.05 15 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(CT) -0.00 11 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight: 2331to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 10-11: 2x4 SP No.2 SLIDER Left 2x6 SP No.2 2-1-15 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=-240/0-8-0, 18=1976/0-8-0, 11=579/Mechanical Max Horz 2=71 O(LC 8) Max Uplift 2= 336(LC 15), 18=-1158(LC 8), 11=-461(LC 8) Max Grav 2=415(LC 23), 18=1976(LC 1), 11=609(LC 29) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1192/1253, 3-4- 1184/1336, 4-5=-565/568, 5.6=-632/229, 6-7=-1523/955, 7.8=-1622/1105,8-9=-10751728 BOT CHORD 2-19- 1100/433, 18-19=-1099/432, 17-18- 1466/618, 16-17=-566/66, 15-16=-8171753, 15-20=-1310/1435,14-20=-1371/1526,13-14=-1366/1581,12-13=-1356/1588, 11-12=-903/1108 WEBS 4-18_ 917/698,4-17=-4407726, 5-17=-622/442, 5-16=-652(973, 6-16=-710/526, 6-15=-427/597, 7-15=-268/210,8-12=-449/408, 9-11=-8347707 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (9) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15R; Cat. II; Exp C; Encl., GCpi=0.I B; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed fora 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-" wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 336 lb uplift at joint 2, 11581b uplift at joint 18 and 461 lb uplift at joint 11. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ito down and 138 lb up at 2-0-12, and 142 lb down and 1231b up at 12-2-4 on bottom chord. The design/selection of such connection devices) is the Thomas A Alban! PE No.39380 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 remerea ondREA0 NOTES ON"a's d0/NClyu MrtEKREFERANCEFA0EM0.14TJmv. fagl¢Of58EFORE U$E Design valid for usa only with M"'. connectors. Ats dedgn Is based only upon parameters shown, antl Is for an IndMduol builtling component not o huss system. Before use, the building designer must verify Me oppllcablllty of design parameters and propeey Incorporate this daslgn Into Me overall building daslgn, Bracing lntlicoted is to prevent buckling of lntllvltlual huss web and/or chord members only. Atltlinonol temporary and pertnonent bracing h always req. ad for afabaity antl to prevent collapse vn0s possible personal ry and properh/damage. For general guidance regartlNg the fobrlcanor storage, delivery, erection antl bracing of tru.w and ouss systems sa.AN31/IP11 Gup�mEyy Cra. . OBE-09 end BC31 EUIdbp Lpmppn.nt sabry Into. lbmvoaoble from Tau. Floe Immute, 218 N. Lee Street Sulfa 312 Alaxanor, . VA 2231d. N�' MiTek' e904 Parka East BNtl. Tampa, FL M610 Job Truss Truss Type Ott, Ply T76534969 3452443 UD4 Roof Special Girder 2 Rafemnce (options[) Builders First Source, Grovelan0, FL. 34736 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-90, 6-10=-90, 2-18=-20, 11-16=-20 Concentrated Loads (lb) Vert: 19=-142(F)20=-142(F) 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:20 2019 Page 2 ID:OZd40JagbHpRkN5mN7pOOyylG v-YBjrg_5HfcEE8Y4jEW6TJ3i6dOmal65PGnt3M=Mgz QWARNING- Vshfyd.sysmparametvsand NERD NOTES ON IN/SANDINCLUDEDMREKHEFENANCEPAGEMIF74MMv. 1a=trojSeEFONE USE Ossign valid for use only with MmeW connectors. This deslgn Is based only upon parameters shown and Is for on Individual bulldog component, not a Inds system. Before use, the building designer must verify the appllcoblluy of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated b to prevent buckling of Individual tub, web and/or chard members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with poslble personal injury and property damage. For general guidance regerding the fobrlca6on, storage. delivery, erection and bracing of trusses and truss systems. seeANSUTPI I thus Criteria. D9949 and SCSI Building Component Safety Nbrg lormatvailablo from Truss Plate VA 24, 231 69" Parke East Blvd. FL Institute, 218 N. Lee Sheet Suite 312 Nexandra, Temps, 33610 Job Truss Truss Type Qty Ply T16534970 3452443 UE7 Jack -Open 13 1 Job Reference (optional) Builders Furst Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:21 2019 Page 1 ID:QZd4DJagbHpRkN5mN7pOOyylG_v.OLHDtK7j2zk5ri6GHx1 LOXcpB1 bBJmOEdvXObowMgy 3.9-3 3--_2 10 3.9.3 -3 ' LOADING (PSO SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 TCDL 15.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=195/Mechanical, 2=561/0-8-0, 5=143/Mechanical Max Hoa 2=449(LC 10) Max Uplift 4=-190(LC 10), 2=-196(LC 10), 5=-106(LC 10) Max Grant 4=232(LC 17), 2=561(LC 1), 5=167(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-305/282 WEBS 3-6=-284/269 Scale: 3/8-=1' DEFL, in (loc) I/defl Ld PLATES GRIP Vert(LL) 0.32 6 >248 240 MT20 244/190 Vert(CT) -0.38 6 >207 180 Hom(CT) 0.04 4 n/a n/a Weight: 30 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Irltedor(1) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190lb uplift at joint 4, 1961b uplift at joint 2 and 106 Ib uplift at joint 5. Thomas A. Mbani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING -Vvsydeslenperemefehr ee✓fiEAD NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMX74M rev. 1G922015BEFORE USE valid for use only with MTelsar connectors. This design Is based only upon parameters ahawa and is for an hdividual bulltling component, not wit a buss system. Before use, the butding designer must verify me applicability of dedgn parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing indicated is to prevent buckling of lndMdual tmssweb and/or chord members only, Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible persond Injury and property damage. For general guidance regarding the fabrication, storage, tlelNery, erection and bracing of trusses and truss systems, seeANSNIPII Quapmlyy Criteria, D9549 and SCSI Building Component 6904 Parke East Blvd. Safely Infoenationavaiioble from Truss Plate Institute, 218 N. Lae Street. Suite 312 Alexandria VA 22314, Tampa, FL 33610 Job Truss Thus Type city Ply T16534971 3452443 UH5 Diagonal Hip Girder 1 1 Job Reference o tional L. J4(Jb 6.24U a Mar 1 U 2019 MI I ek Industries, Inc. Sat Mar 16 13:09:22 2019 Scala = 1:24.5 LOADING (psi TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CS]. TC 0.73 BC 0.57 Via 0.07 Matrix-S DEFL in Veli 0.15 Vert(CT) -0.16 Horz(CT) 0.04 (loc) Vdefl Ld 8 >539 240. 8 >503 180 6 n/a n/a PIATES GRIP MT20 244/190 Weight: 351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2'Exi BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=194/Mechanical, 2=517/0-10-11, 6=110/Mechanical Max Horz 2=350(LC 8) Max Uplift 5=-187(LC 8). 2=-346(LC 8), 6=-71(LC 8) Max Grav 5=227(LC 32), 2=600(LC 32), 6=147(LC 32) FORCES. (Ill - Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-10=-664/154, 3-10=-533/123, 3-4=-427/108 BOT CHORD 2-11=275/369, 9-11=-275/369 WEBS 3-9=-244/251 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 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 3-64) 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 187 Ib uplift at joint 5, 346lb uplift at joint 2 and 71 lb uplift at joint 6. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 180 lb down and 214111, up at 1-4-15, 184 lb down and 219 Its up at 1-4-15, and 201 lb down and 1191b up at 4-2-14, and 199 lb down and 1121b up at 4-2-15 on top chord, and at 1-4-15, at 1-4-15, and 13 lb down at 4-6-4, and 12111, down at 4-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (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: 1-5=-90, 2-9=-20, 8-9=20, 6-7=-20 Concentrated Loads (Ib) Vert: 10=144(F=73, B=71) Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING -Verlrydesr9npsmmeteraersdREAONOTESONTNISANDINCLUDEDMmEKREFERANCEPAGEfw17 rex.faDLFp1SBEFOREUSE. Design valid for use only with MIfek® connectors. This design Is based only upon parameters shown. and Is for on Indivitlual building component, not a truss system. Before use, the building designer must verity the oppilcabrity, of design parameters and properly Incorporate this design Into the overall 1L building design. Bracing Indicated is to prevent buckling of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing M(Tek* Is always required for stability and to prevent collapse with possible personal irlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pi1 Gualryryyy Cifteda, DSB49 and BCSI BusdhB Component 69M Parke East Blvd. Safety Nfamtatbnavallable from Tnus Safe Institute, 218 N. Lee Street. Suite 312. Al.cri lo, VA 22314. Tempe, FL W610 Job Truss Truss Type city T16534972 J452443 UH7 Diagonal Hip Girder 2 rTJb eference o tional ounuer 5 nrsr Source, uroveiano, FIL.. Jaldb 6.24U a Mar 1 U 2019 MI Tek Industnes, Inc. Sat Mar 16 13:09:23 2019 4-71-12 7-3-7 9-9-5 9- 1 4-11-12 2.3-11 2-5-15 a- -11 Scale = 1:31.0 Plate Offsets (X,Y)-- f2:0-0-12 0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.39 7-8 >287 240 MT20 244/190 - TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.34 7-8 >333 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.27 Hoa(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 48 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=286/Mechanical, 2=683/0-10-15, 6=278/Mechanical Max Hom 2=446(LC 8) Max Uplift 5=-278(LC 8), 2=4718). 6=-260(LC 8) Max Gray 5=327(LC 32), 2=811(LC 32), 6=337(LC 32) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1119/422, 9-10=-999/410, 3-lD=-768/358, 3-4=-276/113 BOT CHORD 2-12=5727724, 12-13=-572/724, 8-13=-572!/24, 7-8=-5721724 WEBS 3-8=-310/495, 3-7=-1090/860 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and tight 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 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 278 lb uplift at joint 5, 4751b uplift at joint 2 and 260 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 180 Its down and 2131b up at 1A-15, 180 Ib down and 2131b up at 1-0-15, 199 Ib dawn and 112lb up at 4-2-15, 199 lb down and 112 Ib up at 4-2-15, and 273 Its down and 257111, up at 7-0-14, and 273 lb down and 257 Ito up at 7-0-14 on top chord, and at 1-4-15, at "-15, 12 Ib down at 4-2-15, 12 lb clown at 4-2-15, and 36111, down at 7-0-14, and 361b down at 7-0-14 on bottom chord. The design/selection of such connection devices) 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 +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-90, 2-6=-20 Concentrated Loads (lb) Vert: 7=-36(F=-18, B=-1 8) 4=-88(F=-44, B=-44) 9=142(F=71, B=71) Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6834 69M Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING- Vedlydedlgnparameteraend READNOMSONTNIBANDINCLUDEDMREKRUEBANCEPAGEMIP74Tlrev. tavacols BEFOREUSE Design valid for use only with MiaM connectors. This design Is based only upon parameters mown, and 6 for on Individual building component not a hum system. Before use, Me building designer must verify Me oppllcabrhy of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucMhg of individual hum web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wM pasvbie personal lritury, and property damage. For general guidance regarding Me fobrlcoaon, storage, delivery. erection and bracing of fn rues and truss systems seeAN91/1Psl Cua2y cdbM, D55419 and BCSI Building component Safety Informationavalloble from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T1fi534973 3452443 UJ1 Jack -Open 1 1 Job Reference o tional Smioer s nrst Source, Grovelana, rL. M418E 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:23 2019 Page 1 ID:OZd40JagbHpRkN5mN7pOOyylG_y-yjP I71zaa,p5bGfOM3p5yhFCgTVnhkX5DOXghmmgw -0-fi-0 1-0-0 1.6.0 Scale =1:11.1 LOADING (p rf) SPACING- 2-0-0 CSI. DEFL in (foe) Udefl L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-91/Mechanical, 2=332/0-8-0, 4=9/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-91(LC 1), 2=-226(LC 10) Max Grav 3=68(LC 10). 2=332(LC 1), 4=18(LC 3) 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 0o puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; Ill Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable and zone and C-C Interior(1) 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.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 91 Ib uplift at joint 3 and P26 Ib uplift at Joint 2. Thomas A. Albert PE No.39380 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING -Veritydsd9npmoreefenanJREADNOTE50NTHMANDINCLUDEDMNEKREFERANCEPAGENIN74nrv. fa'D3GOISS£FOREUSE ��- Design v011d for use only with MifeldD connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a tress system. Before use, the building designer must verify the appllcobOM/ of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual trust web and/or chard members only, Additional temporary and permanent bracing MiTek- Isalwaysrequlredforstabllityendto 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 seeMSVIPII Qup�psCriteria. DSB-09 and 6C31 Building Component Parke East Blvd. SafetyInlormolbfxrvoiloble from Truss Plate Institute. 218 N. Ise Sheet Suite 312 Alexontlrla, VA 22314. Tampa, FL 33610 Truss Type JUJ2� �71 T16534974 �Jb P14;52;44Q� Jack -Open rence a tional Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:24 2019 Page 1 ID:QZd4OJagbHpRkN5mN7pOOyylGy-QwzM VL1 cLu6gil rry3a2e9EOQEohW 8_gKtl4C7mMgv -1-6-0 1-6.0 NNE 3-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.0 0 2-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 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-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=379/0-8-0, 4=26/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-108(LC 10). 2=-177(LC 10) Max Grav 3=80(LC 17), 2=379(LC 1).4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I� Scale =118.2 PLATES GRIP MT20 2441190 Weight: 13 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intenor(l) 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 pelf 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 bearing plate capable of withstanding 108 lb uplift at joint 3 and 177 lb uplift at joint 2. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 9634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING-Veritydecf9npanmefervmhfREADN0rE50NTHISMDINCLUDEOM?EKBEFEFANCEPAGEMA-74TJmv.]vlazoisBEFOBEUSE Design valid for use only with MlTek0 connectors. This design Is based orgy upon parameters shown and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing Is always reguired for stability and to prevent coilcpse Win possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery erection and bracing of trusses and muss systems. seeANSUrP11 QuT Criteria, OS8419 and 5MI Building Component Safety Infomtaf or Olable from TWss Rate Institute. 218 N, Lee Sheet, Suite 312, Alexontltla. VA 24314, MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type Oty Ply T76534975 J452443 UJ3 Jack -Open 1 1 Jab Reference o tional bu iaers rust bource, uroverana, 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:24 2019 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ucl TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Ve I(LL) -0.00 2 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 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 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-86/Mechanical, 2=327/0-6-0, 4=9/Mechanical Max Herz 2=132(LC 10) Max Uplift 3=-86(LC 1), 2=-222(LC 10) Max Grav 3=64(LC 10), 2=327(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.0 PLATES GRIP MT20 244/190 Weight: 6lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 bearing plate capable of withstanding 86 lb uplift at joint 3 and 222 Ib uplift at joint 2. Thomas A. Alban PE No.39360 M MiTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Dale: March 16,2019 QWARNING-Ved1ydsalgnparamef.And READN07ES ON MISANDNCLUDWMBEKBEFENANCEPAGEM674".m.. 1e2l'Y1015BEFORE USE Design valid for use only with Wakes connectors. ibis design Is based only upon parameters shown. and Is for an Individual building component not ��- a hum system. Before use, me building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated 6 to prevent buckling of individual huu web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal srjury and property damage. For general guidance regarding he fabtication, storage. delivery, erection and bracing of busses and truss systems, seeANSVIPI I Duo�mMyy Cm.do, OSBB-0P and 001 Building CCmpon.nf fi904 Parka East Blvd. Saba mfolmplbrpvalloble from Truss Plate Institute. N. Lee Shea6 Suite 312. Alex andrl0. VA 22314. Tampa, FL 33610 Jab Truss Truss Type CRY Ply T16534976 1452443 UJ4 Jack -Open 7 1 nal Job Reference o tio 0.44U s MUF ,U 4U, a ran ee mausmes, inc. oar mar i o m:ua:zo eu re ray Scale =1:18.2 3 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (fee) Udell L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TO 0.43 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mani Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=369/0-6-0, 4=27/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-113(LC 10), 2=-172(LC 10) Max Grav 3=90(LC 17), 2=369(LC 1). 4=54(LC 3) FORCES. (Ib) - Mac Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 20.1 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 113 Ib uplift at joint 3 and 172 Ib uplift at joint 2. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNMG-VeUydeslgn perameren end READ NOTES ON TNISANDWCLUDEOMREKREFERANCEPAGEMIL7473ray. 1ae ISBEFORE USE Design valid for use only with Mile& connectors. mis design Is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNlduol tmss web and/or chord members orty. Additional temporary and permanent bracing Is always required for stoblllfy and to prevent collapse with possible personal Nlury and property damage. For general guidance regarding the fobricanort storage, delivery. erection and bracing of trusses and buss systems seeANSVTPII Quali3tyy Criteria, p33d9 and SCSI Building Component 9alety mlorma3orgvollable from Truss Rare Institute. 21 B N. Lee Street. Suite 31Z Alexandria. VA 22314. ��- ■ ryl OW 6904 Parke East Blvd. Tampa, FL 33610 b Truss Truss Type Orly Ply P52443 T16534977 UJ5 Jack -Open 1 1 Job Reference _{optional Builder's First Source, Groveland, FL. 34736 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 TCDL 15.0 Lumber COL 1.25 BC 0.55 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-8: 2x4 SP No.3 REACTIONS. (Ib/size) 4=133/Mechanical, 2=459/0-6-0, 5=99/Mechanical Max Horz 2=353(LC 10) Max Uplift 4=-146(LC 10), 2=-170(LC 10), 5=-72(LC 10) Max Gmv 4=158(LC 17). 2=459(LC 1), 5=116(LC 17) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2�3=-256/0 BOT CHORD 2-8=-128/292 8.240 s Mar 10 2019 MiTek Industries. Inc. Sat Mar 16 13:09:25 2019 Scale = 1:25.1 DEFL. in (too) Udefl Ud PLATES GRIP Vert(LL) 0.06 7 >999 240 MT20 244/190 Vert(CT) -0.07 7 >815 180 MT20HS 1871143 Horz(CT) 0.03 5 n/a n/a Weight: 23 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (envelope) gable end zone and C-C Interior(1) 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) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1461b uplift at joint 4, 170 lb uplift at joint 2 and 72 lb uplift at joint 5. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 ,&WARNING-Vedfydesignp4remeteraend READNOTESOMMMANDINCLUDWMREKRE ANCEPAGEM674MME 10034a01SBEFORE USE Design valid for use only with MRekO connectors. This design is based only upon parameters shown. and Is for on Individual bustling component, not a buss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate the design Into the overall building design. &ocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stablllty 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 seeANSVTP11 Quality Cm.do. DSB49 and BCSI Bulderg Component 69U Parke East Blvd. Safety informational from Teas Plate Institute, 218 N. Lee Street Suite 312. Alexandrlo. VA 22314. Tampa, FL 33610 Job Truss Thus Type OtY Ply T16534978 1452443 UJ6 Jack -Open 9 1 Job Reference (optional) ommm a nrm auurua, vwveianu, r�. orrao 20 = a.24U a Mar lU 2U1 U MI I ea InaUSBIeS, ma. bm Mar 15 18:UU:2a 2U1q Scale=1:22.5 0-6.0 ' 4-9-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lrd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) -0.03 1-0 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Ved(CT) -0.06 1-3 >970 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17 Us FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 1=258/0-6-0, 2=211/Mechanical, 3=47/Mechanical Max Hors: 1=283(LC 10) Max Uplift 1=-34(LC 10), 2=-274(LC 10) Max Grant 1=258(LC 1), 2=255(LC 17), 3=94(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 or 5-3-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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 psf 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 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to tress connections. 5) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 34 1b uplift at joint 1 and 274 Its uplift at joint 2. Thomas A Albani PE No.38380 I USA, Inc, FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AWARNING -VerlrydesignparametersanENEADNOTESONTHOMDWCLUDEDMREKNEFENANCEPAGEMD74M.v.fo=2015BEFONEUSE Design valid for use only with Ml connectors. This design Is based only upon porameters shown and Is for on indlvidual building component, not a truss system. Before use, the building designer must verity the appllcobllity, of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated Is to prevent bucking of IndMdual muss web and/or chord members only. Additional temporary and permanent bracing Is always requited 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 tosses and hum systems seeANSVTPII Quellsn Crtln. OSS49 and SCSI Building Component Ill Nfonnatbrevalloble from Truss Plate Institute, 218 N. Lea Street, Suite 312. Alexandria VA 22314. MiTek- 69M Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534979 1452443 UJ7 Jack -Open 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 8.240 a Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:09:26 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyyl G_v-M I56w13stVMOy37E4UcWjaJe52Kv_?=BEBGOnMgt -2-0.0 1-8-3 3-4.4 5-0-0 2-0-0 1-8-3 1-8-1 1-7-12 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.24 2 >345 240 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Veri -0.25 2 >328 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.23 Harz(CT) 0.17 6 rite nta BCDL 10.0 Code FBC2017/TPI2014 Merrill LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=380/0-3-5, 5=214/Mechanical, 6=161/Mechanical Max Horz 1=380(LC 10) Max Uplift 1=-68(LC 10), 5= 212(LC 10), 6=-128(LC 10) Max Gmv 1=380(LC 1). 5=249(LC 17), 6=184(LC 17) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-302/168, 2-3=-645/257 BOT CHORD 2-8=-608/930, 7-8=-608/930 WEBS 3-8=-142/279, 3-7=1171/765, 4-7=-169/323 Scale =1:28.4 PLATES GRIP MT20 244/190 Weight: 28 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bra lag. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 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) Bearing at joint(s) 1 considers parallel to grain value using ANSVl?I 1 angle to grain formula. Building designer should verify capacity of Dealing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 1, 212lb uplift at joint 5 and 128 lb uplift at joint 6. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNWG- VeNtytleslgnparamerear.dREADNOTES ON MSANDINCLODMMREKREFERANCEPAGENR74mmv. 10031,2015HEFORE USE Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component. not �■- ■` a hues system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate ms design Into the overall building design. Bracing Indicated is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse won possible personal Injury and properly damage. For general guidance regarding Me fabrication. storage. calvary, erection and bracing of trusses and truss systems seeANBVIPIt QuaImI1yy Cdbda, DS349 and BC.SI Building Component 69N Parke East Blvd.Sobry Mlotmatkun3vollable from Truss Plate Instli 218 N. tee Street. Suite 31Z Atexantlrlo. VA 2237d. Tampa, FL 33610 Truss Truss Type Oty Ply r.4, T76534980 2443 UJ8 Jack -Open 1 i Job Reference (optional) Builders First Source, Groveland, FL. 34736 8.240 s Mar 10 2019 9,R - -2-0.0 2-11-9 4-11-6 5- 0 2-0.0 2-11-9 1-11-14 0- 10 Inc. Sat Mar 1613:09:27 2019 Scale = 1:21.1 Plate Offsets (x,Y)— f3:0-6-4,0-2-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) VdeB L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.32 2 >254 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.34 2 >243 180 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.22 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.t 'Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=380/0-3-5, 4=89/Mechanical, 5=286/Mechanical Max Hare 1=272(LC 10) Max Uplift 1=-124(LC 10). 4=-70(LC 6), 5=-181(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/46 BOT CHORD 2-7=-179/296, 6-7=-181/307 WEBS 3-6-526/311 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intefior(1) 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) 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 will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124lb uplift at joint 1, 701b uplift at joint 4 and 181 Ib uplift at joint 5. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 A WARAING - VdtytlesrgnpsnmetersendREADNOTESONMISA 13 NCLUDWAtmEKREFEiMCEPAGE MX74 rev.10M20f5BEFORE USE Design valitl for use only with MOelda connectors. irris tlesign k bosetl only upon parameters shown, antl Is for on IndMtluol builtling component, not wt a host system. Before use. Me building tleslgner must vetlfy the appllCpbllity pi tleslgn parameters antl properly Incorporate this tleslgn Info the overOli bulltling design. Bracing Indicatetl is toprevent buckling of Indivlduplfmss web and/or chord members only. Atltli'Et temporary antl permanent bracing MiTek' is always requlretl for stabYlN antl to preventcollap50 with posc1c, perspnol irfury antl propady damage. Forgeneral guidanceregartling iha fabricatlon, storage, delivery, erecnon antl bracing of rouses and tnly systems. s...e /IPit fiu C...' Dal419 and le '... Gmpor rd Spbp Infpmmibmv.t.b.from 22314. 69M Parke East BNtl. Tampa, FL 33610 Truss %eta instilufe. 21B N. Lee Street Sulfa 312 Alexondtl¢ VA Job Truss Truss Type pry Ply T16534981 1452443 UJ9 Jack -Open 1 1 Jab Reference (optional) n rusr aumcn, uroveiano, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:28 2019 -2-0-0 1.4d 4-11-4 5 0 2-0.0 1-41 3-7-3 0. .12 Scale = 1:15.3 Plate Offsets IX Y)- 13:064 0-2-41 14:0-3-00-0-81 LOADING(psf) SPACING-' 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 30.0 Plate Gdp DOL 1.25 TC 0.74 Vert(LL) 0.15 2 >534 240 MT20 2441190 TOOL 15.0 Lumber DOL 1.25 BC 0.18 Ved(CT) -0.19 2 >410 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.13 6 Na rva BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 26 lb Fr=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 34: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=366/0-3-5, 4=151/Mechanical, 6=217/Mechanical Max Horz 1=140(LC 10) Max Uplift 1= 145(LC 10), 4=-118(LC 7), 6=-77(LC 7) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-521/247 BOT CHORD 2-7=-309/557, 6-7=303/562 WEBS 36=589/300 Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25h; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right elposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girded(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using AN%TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1, 118lb uplift at joint 4 and 77 It, uplift at joint 6. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Alban PE No.39380 NTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNNG-Verity Eestarpnamefem.rd RMDNOTES ON MISANOINCLUDOM1 KREFERANCEPAGEM 7429rev. 101131crOr56EFORE USE Design valid for use only with Mifek& 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 venfy the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of lndlNoual 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 Wury antl property damage. For general gultlanca mgortling the fabrication storage. delivery, erection and bIntNg of and ss systems, meAN6UR11 Qua�py Cr6edo, [sill and If091 ti AI Component 69N Palle East BNd. Sdety Nlormplbrlovolloble from Truss Plate Institute, 21B N. lee Sheet Suite 312, Alexandria. VA 22314. 18 N. re Tampa, FL 33610 Job Truss Truss Type aY T16534982 J452443 UPB1 Piggyback 1 �Reference nal Builders First Source, Grovelana, FL. 34/3B 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:29 2019 Page 1 ID:QZd4OJagbHpRkN5mN7pOOyylG v-ntmFZ35k9QlzpWkpldADLDxJxFThBOyQT9TnLzaMgq 2-&0 8-8-0 10.104 2-2-0 6-6-0 2.2 o Scale = 1:18.4 3x4 = 3x4 = I6 a 8 2x4 = 2.4 11 2x4 = Plate Offsets(X,Y).- f3:0-2-00.2-11 f5:0-2-00-2-i1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Verl 0.00 7 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 33 lb Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=327/9-4-10, 6=327/9-4-10, 8=463/9-4-10 Max Horz 2=-70(LC 8) Max Uplift 2= 192(LC 10), 6=-193(LC 11). 8=-224(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=343/202, 3-4=-253/191, 4.5=-253/191, 5-6=343/202 BOT CHORD 2-8=-141/253, 6-8=-141/253 WEBS 4-8=-351/276 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyother live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 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 192 lb uplift at joint 2, 1931b uplift at joint 6 and 224 lb uplift at joint B. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 QWARNING-V9rllydesr9D Forsmefxrs,md HEAD NOTES ON TN/SAND INCLUDED MmEKREFENANCEPAGEMS-747arex. 14114,2015REFORE USE Design valid for use only 011h Mnek® Connectors. This design Is based only upon parameters shown, and Is for an Inc Mduol building component, not a muss system. Before use, Me 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 lndMdudl truss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and Property damage. For general guidance regarding Me fobrlcatlon, storage, delNery, erection and bidding of hu5ses and truss systems seeANSVrPII Gua[B8yV Cheri, 03549 and SCSI Wilding Component Safety MformolbrgvoYobla from Truss Plate Institute, VA 22314. 6904 Parke East Blvd. Tampa, FL 218 N. Lee Sheet. Suite 31Z Aleaandrim 33610 Job Truss Truss Type City Ply TlJob T16534983 1452443 UPB2 Piggyback 1 Reference optional) nmiaers mrst source, taroveiana, rL. 34735 8.240 a Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:29 2019 Page 1 ID:OZd4WagbHpRkN5mN7pOOyylG_v-ntmFZ35k901zpW kpIdADLDxIAFTRBPiOT9TnLmMgq Scale = 1:18.7 3x4 = 2x4 II 3x4 = 4 Li 8.50 12 6 2 7 yy 1 ]d o j� d 8 2x4 = 2.4 11 2x4 Plate Offsets (X Y)— f3:0-2-00-2-11 15:0-2-0 0-2-11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 7 n1r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 7 n1r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 361b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=421/94-10, 6=421/9-4-10, 8=275/9-4-10 Max Horz 2=-142(LC 8) Max Uplift 2=-251(LC 10), 6=-257(LC 11), 8=-66(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=426/265, 34=-081/290, 4-5=-381/290, 5.6=426/265 BOT CHORD 2-8=-132/270, 6-B=-132/270 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 Ito uplift at joint 2, 257 lb uplift at joint 6 and 66 lb uplift at joint 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Alban! PE No.38380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Job Truss Truss Type city Ply T16534984 1452443 UPB3 Piggyback 3 1 Joh Refe n (pt'o 0 a.a4D s Mar lu Zula Mu ex inOMInes. Inc. bat Marl B 13:VB:30 zul9 4x6 = 3 30 = 2x4 8 3x4 = Scale=1:23.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL, 1.25 TC 0.41 Veil-L) 0.01 5 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 5 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 38 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=309/9-4-10, 4=308/9A-10, 6=502/94-10 Max Horz 2=-195(LC 8) Max Uplift 2=-165(LC 10), 4=-191 11), 6=-174(LC 10) Max Grav 2=308(LC 1).4=31 O(LC 18), 6=502(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) Or less except when shown. WEBS 3-6=-340/179 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=25ft; Cal 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 Dip DOL=1.60 3) Gablerequires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 2, 190 lb uplift at joint 4 and 174 in uplift at joint 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Alban! PE No.39366 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-Vedlxdesrgnparemet .dREAONOTES ON MMANDINCLUDEOMIFEKREFERANCEPAGEMIF7a .d .. largW015BEFOREUSE ��- Design valid for use only v4m MRek® connectors. Frb design is based only upon parameter shown, and Is for an Individual bulding 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 building design. Bracing Indicated is to prevent buckling of lndNWupl hum web and/or chord members only. Additional temporary and permanent bracing MOW Is always requited for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabhcaflon, storage, delivery. erection and bracing of trusses and truss systems, seeANSUIPl1 Qua" Cristo. OSB49 and 6GSI Building Component 6904 Parke East BNd. Sahry N/psmatbnw ,liable from nud Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Tampa, FL M610 Job Truss Truss Type Ory Ply T16534985 1452443 UPB4 Piggyback 1 1 Jah Reference o Bonal owma, a nm, ovwun, urvvelwm, r�. ugwo 3x4 = 2x4 II 3x4 = 3 4 5 o.Gqu s mar lu mI V m1Iex morusmes, Inc. sat mar 101'S:uu:al' ulu to 8 _ 3x4 = 2x4 11 3x4 Scale=1:21.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grp DOL 1.25 TC 0.35 Vert(LL) 0.01 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 7 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WE 0.06 Hom(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 37 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=359/94-10, 6=359/9-4-10, 8=40019-4-10 Max Horz 2=-168(LC 8) Max Uplift 2=-211(LC 10), 6=-231(LC 11), 8=-90(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 23=-300/214, 34=-298/254, 4-5=-298/254, 5-6=-300/197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2, 231 It, uplift at joint 6 and 90 lb uplift at joint 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 ME ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WANNING-Vdly EesiSnparametersentl NEAO NOTES ON TN/SAND INCLUDED MREKNEFE1ANCEPAGEM67413rev. I6N3¢0156EFONE USE Dedgn valltl for use only with Mnel� ConneclpG. fits tleslgn Is based oNy upon parameters shown, and Is for an Indlvd I bulltling component, not a buss 5ys'am. Before use. Ma buading tleslgner must verity the appllcablllN of design parameters and properly Incorporate this design Info the overall bullOing tleslgn. Bracing lndlcated Is prevent buckling of Ind DEE Ihula weband/or chortl members only. AtltllBonal temporary antl permanent bracing h always required for etablllN and fo prevent collapse wIM passible personal k4ury antl property damage. For general gultlance regartlNg the fabrlca8on. storage, tlelNary, erectlon and Smcing of bassos and thus systems seeAN3UR11 DualBr C16.M. DSM antl ICSI B Il Ing Componml Set. infortna8otxm.Ilcb,. from Thus Mate Ins6Me, 218 N. Lee Vast. SLlie 312. Alexandria, VA 22 14. MiTek' 6904 Palle Eest BNd. Tampa, FL 33610 Job Thus Truss Type City Ply T16534986 $452443 UPB5 Piggyback 1 1 Jab Reference (optional) Builder's First Source, Groveland, FL. 34736 3x4 = 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:31 2019 9 8 2x4 = 2x4 II 2x4 II 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [nor YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale=1:18.7 W a d O j7 d CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TC 0.44 Vert(LL) -0.00 6 n/r 120 MT20 2441190 BC 0.14 Vert(CT) -0.00 7 ntr 90 WB 0.10 HOR(CT) 0.00 6 n/a n/a Matrix-S Weight: 35 lb FT=20% 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. REACTIONS. All bearings 9-4-10. (Ib) - Max Horz 2=-96(LC 8) Max Uplift All uplift 1001b or less atjoint(s) 6 except 2=d05(LC 10), 9=-245(LC 11), 8=-276(LC 11) Max Grav All reactions 250 lb or less at joints) 2, 6 except 9=482(LC 1), 8=455(LC 22) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-391/288,5-8=-385/329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD [b uplift at joint(s) 6 except (jt=lb) 2=105, 9=245, 8=276. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39389 61Tek USA, Inc, FL Cad 61 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 AwARN/NG-V dytleslgnpanmetersend READ NOTES ON TNISANOWCLUOEOMREKREFERANCEPAGEM/N413nv. 10V3,2015BEFOREUSE Design valid for use only with MRek® connectors. This design 6 based only upon parameters shown. and Is for an IndlMduol building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Indvdual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requked for stability end to Prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems seeANSUMII Guat8tl1yk. Criteria, D3549 and BCSI Wilding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety 6nfomsatbmvoilobie from Truss Plate Institute, 218 N. Lee Street, Suite 312 Nexandrio, VA 22314. Job Truss Truss Type Dry Ply T16534987 1452443 UPB6 Piggyback 3 �Jb%f,,,,ce o twnal Swiaers 4. Source, uroverano, F" ow,n, 2x4 = 2.4 P 3 B.24U s Mar 1 U 2019 MI rek Industries, Ina Sat Mar l6 13:09:32 2019 2x4 = Basic = 1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl LJd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.14 VertfLL) 0.00 5 rdr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WE 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=183/4-4-11, 4=183/4-4-11, 6=202/4-4-11 Max Holz 2= 96(LC 8) Max Uplift 2=-110(LC 10), 4=-122(LC 11), 6=-47(LC 10) FORCES. (lb) - 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.0pst 11=2511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Inter or(1) 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 2=110, 4=122. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albanl PE Nc.39380 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNNG-Vedlyded(gnparemefenend READNOMS ON TN/SANDWCLUDEDMREKREFFAANCEPAGEM67473rev. igT02015BEFORE USE Design valid for use only with MBekO connectors. This cadge Is based only upon parameters shown. and is for on Individual bulltling component, not a truss system. Before use, me bustling designer must verity Me appllcablllN of design parameters and properly Incorporate this tleslgn Into the overall building design Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing U always required for stability and to prevent collapse w m possible personal injury and properly damage. For general guidance regarding the fobricali m. storage, deWery, erection and bracing of trusses and truss sysierri seeANSf/IPI1 QucdHy CMeda, DS549 and BC51 Bull Component Safety Informatbravollobie from Truss Plate Institute, 218 N. Lee Street. Suits 312 Alexandria. VA 22314. ��- WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534988 1452443 UP07 Piggyback 1 1 Job Reference (optional) Prc!I1Ei 2.4 II 3 CfOH o.cY V b mar , u eu tu mp ux muumnes, Inc. Out mar I o ij;uu.JJ Lu I e 2.4 = Scale = 1:14.3 5-10-1 LOADING (psf) SPACING- 2-" CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 ntr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 191b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=183/4-4-11, 4=183/4.4-11, 6=202/4-4-11 Max Horz 2=-96(LC 8) Max Uplift 2=-110(LC 10), 4=-122(LC 11), 6=-47(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 25D (lb) or less except when shown. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsh h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 psi 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 100 lb uplift at joint(s) 6 except Qt=lb) 2=110, 4=122. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Alban! PE No.39380 61Tak USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33910 Date: March 16,2019 ,&WARNING-VerlydeNgnparemer..dREADNOTES ON TNISANDMCLUDPDMBEKREFERANCEPAGEMD74"mre.. 1M122015BEFOREUSE Design volld for use Only with MTeO8 connectors. This design Is based any upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual tans web and/or chord members only. AddlBonal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delliery. erection and bracing of trusse%and buss systems. seeANSVnII Qua�Ipp�y. CrOeda, DSO-89 and OCSI auldirg Compare nl Salary Intomtolbnwolloble from Truss Plate Imtitute. 218 N. Lee Street. Suite 312, A mandrio. VA 22314. ��' MiTek' 69" Parke Ent Blvd. Tampa, FL 33610 Job Thus Truss Type cry Ply T16534989 1452443 UPB8 Piggyback 1 1 Job Reference (pptiona) Builders First Source, Groveland, FL. 34736 2x4 = 3.4 = 2x4 11 20 11 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:34 2019 3x4 = 2x4 = Scale = 1:11.6 Plate Offsets (X,Y)— r3:0-2-0,0-2-11,15:0-2-0,0-2-11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vclefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 6 n/r 90 BCLL 0.0 - Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=190/4-4-11, 6=19014-4-11, 8=187/4-4-11 Max Ho¢ 2=-66(LC 8) Max Uplift 2=-114(LC 10), 6=-119(LC 11). 8=-64(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Imerior(l) 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) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tress has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 8 except at=lb) 2=114,6=119. 8) See Standard Industry Piggyback Tmss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.38380 MTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Job Truss Truss Type Oty Ply T16534990 1452443 UT2 Flat Girder 7 1 Job Reference (optiona0 4x6 = a<vu s mar I V zu I m11 eF mausmes, Inc. Jar mar -Ib 1J:Ue:aq zuiv rage 1 ID;OZd4OJagbHpRkN5mN7pOOyylG v-7ra8cm9t-yNFvlcmYAmO2Ge9HGDUsfH9dRAcYYmM91 2 2x4 II 3 46 = Seale = 1:9.8 4 2x4 II 3.2.14 3.2-14 LOADING (psQ SPACING- 2-M CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 34 >999 180 BCLL 0.0 Rep Stress their NO INS 0.01 Horz(CT) -0.00 3 r✓a rVa BCDL 10.0 Code FSC2017/TPI2014 Matrix-P Weight: 18111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 1-3: 2x4 SP No.3 REACTIONS. (lb/size) 4=162/Mechanical, 3=162IMechanical Max Horz 4=-77(LC 6) Max Uplift 4=-l03(LC 6). 3=-103(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-2-14 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh 11=2511; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 gdp DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Frei mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) except 61=lb) 4=103, 3=103. Thomas A Alban! PE No.39380 MI ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING - Verify desienpersmeferaend READN0TES ON 7NISAND INCLUDED UREKNEFENANCEPAGEMILMMeev. iGN112015SEFORE USE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, the building designer must verity the applicability, of design parameters and properly Incorporate this design Into Me overall building design, Bracing Indicated Is to prevent buckling of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing a always required for stablllN 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 huss systems, seeANSVMII Qu01M8yy CM�M. D30-09 and BCfii auldbD Lomponenl Safety Infpmlalbrgvo�oWe from Truss pate Institute, 218 N. Lee Street, Suite 312 Nexantlrla. VA 22314, ��• WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply - T16534991 1A52443 UT3 Roof Special 1 1 Job Reference (optional) 6 3x4 Q 0.44V S md, i V eV I U mu ea mousmes, MC. eat man p 1 Suaaa 2ui s 8.50112 3x6 Q 2 3x6 3 5 3x6 11 0 8.50 12 4 2x4 II Scale = 1:29.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.15 Vert(-L) 0.01 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 HOR(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD ROT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=264/Mechanioal, 6=264/Mechanical Max Hom 6=-237(LC 6) Max Uplift 4=-163(LC 11). 6=-127(LC 11) Max Gmv 4=313(LC 18), 6=264(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 23--528/308, 3-4=-315/201 BOT CHORD 5-6=-251/404 WEBS 2-6=-578/422, 3-5=-185/341 Structural wood sheathing directly applied or 5-1-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7.10; Vult=l60mph (3-second gust) Vasd=124mph; TCOL=4.2psh BCDL=5.Opsh h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Jt=1b) 4=163, 6=127. Thomas A Albanl PE No.39380 61Tek USA, Inc. FL Carl 6634 6904 Parks East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING-Vex/rydea/9OparamelaMantl READNOTES ON MOANDO/CLUDEOMREKREFERANCEPAGEM&7M.re. iGeYlpIs BEFOREUSE Design valld for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for on IntlNltlual 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 Indicated is to prevent buciling of lndMdual truss web and/or chord members only. Additional temporary and permanent bmcing Is always required for stability and to prevent collcpse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems se9ANSV P11 Quo Cmada. 05049 and IIC91 Suldh0 Campammyt Sabty Mformatbnovollable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply T16534992 $452443 UV2 Valley 1 �Jb nce o tional tlulders vim Jourea, uroveland, FL. 34735 8.240 s Mar 10 2019 MiTek 2x4 II 3 Inc. Sat Mar 16 13:09:35 2019 Scale - 1:22.3 Plate Offsets(X,Y)— f2:0-2-6,0-1-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (Joe) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TO 0.49 Vert(LL) 0.02 1 ntr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.01 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=7412-5-0, 2=320/2-5-0 Max Horz 2=232(LC 9) Max Uplift 4=-93(LC 7). 2=-182(LC 10) Max Grav 4=119(LC 17), 2=320(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 2-4-4 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; Ml (envelope) gable end zone and C-C Interior(1) 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 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 tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=182. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNWG-Vedlydeargnperamereni.dREAONOTES ON TNISANONCLUOEOMREKREFERANCEPAGEMlp7ma x. 101e34?oSBEFOREUSE Design volid for use any with Mifek® connectors. This design Is based only upon parameters shown. and Is for an haNldual bullding component, not a Truss system. Before use, the building designer must very the appllcablliN of design parameters and properly Incorporate this design Into the overall bullding design. Blocing indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse weh passible personal inury and property damage. For general guidance regarding the Safely blfomsatbrrovalloblefrorm Truss Institute,218 312 2231ds'Ib, C9l1-09 antl SCSI MSIdh00ampanAnl Tampa, FL 33610 Blvd. Plate N. Lee street, Suite AleNan�o1, VA Job Truss Truss Type OIy, Ply T76534993 IA52443 Ul Valley 1 1 Job Reference o ptiril Builders First Source, Groveland, FL. 34736 8.240 s Mar 102019 Mil Industries, Inc. Sat Mar 16 13:09:36 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyyIG v-4Dhu1 SB7Wadzebm9fbos7hjVb4vgKZyR41fjdRmMgj 2-4-4 2-4-4 Scale = 1:17.3 2x4 3 2x4 = 2.4 11 Plate Offsets(X,Y)— f1:0-2-12.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) We - ri 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matfix-P Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP.No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=122/2-5-0, 3=122/2-5-0 Max Hoe 1=181(LC7) Max Uplift 1=-33(LC 6), 3=-126(LC 7) Max Grav 1=159(LC 18), 3=173(LC 17) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-44 oc pudins, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCp1=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) 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) 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 tress 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=126. Thomas A Alban! PE No.39380 III USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2019 Q WARNING- NdrydeN96 pmemeho and READ NOTES ON M SAND INCLUDEDNREKREFEMNCEPAGEN6747a rev. 1ND3O1)15BEFOREUSE. Design valid for use only with M6ek®connectors. This design is based only upon parameters shown, and is for an Intllvltlual building component not a truss system. Before use, the building designer must verity the opplicablley, of design parameters and properly Incorporate this design Into the overall ■ building tleslgn. Bracing Indicated is to prevent buckling of Intllvltlual muss web and/or chord members only. Additanai temporary and permanent bracing MOW Is always required for stability and to prevent collapse with passible personal Injury and property damage, For general guidance regarding the fabrication. storage delivery, erection and bracing of trusses and truss systems seesselil I1 Quality Criteria, D3Is-09 and IIC51 Building Componuol 69M Parke East Blvd. sooty m/onnalbrrrvaltable from Taus Plate Institute, 218 N. Lee Street. Suite 31Z ATexandrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type cry Ply T16534994 1A52443 UV3A Valley 1 1 Job Reference o tional ounuer a rnar . uruveic , ram. 091Jo b.29U S Mar 1 U ZUl a MI I eK Inamtnes, mC. bat Mar 1 E 13:Ua:Jb ZU1U V0901 I D:OZd401agbHpRkN5mN7pOOyylG_v-4Dhul SB7 W adzebmgfbos7hjOr4t7KZyR4lfjdRmMgj 2x4 it 2 2.4 // 32.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/7PI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=208/4-3-2, 3=208/4-3-2 Max Horz 1=292(LC 7) Max Uplift 1=-44(LC 6), 3=-196(LC 7) Max Gray 1=258(LC 18), 3=287(LC 17) FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown Scale=1:24.3 PLATES GRIP MT20 244/190 Weight: 20 lb FT=20% Stmctural wood sheathing directly applied or 4-3-6 oc purilns, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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 tress has been designed for a 10.0 first 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-M 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 100 Ib uplift at joint(s) 1 except (jt=lb) 3=196. Thomas A A banl PE No.39380 MTek USA, Inc. FL Cad 6634 691J4 Parke East Blvd. Tampa FL 33610 Data: March 16,2019 QWARNING-wntydesl9nparemetenend READ NOTES ON TH/SAND INCLUDED 11,71EKREFERANCEPAGEa1D74" rev, 16232015BEFORE USE. Deslgn volld for use only with MSellal connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use. the building designer must verify the appllcObllily of design parameters and property Incorporate this design Into the overall bullchg design. Bracing Intllcated is to prevent buckling of Individual muss web and/or chord members only. Additlonol temporary and permanent bracing MOW Is always requlred 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 truss systems seeANSI/Ipil Quality Cdbdo, D3549 and BCSI Balding Component Safety tnformatbrpvdable from Tres 69N Parke East Blvd. Tampa, FL 33610 Plate Ins6Me, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply T16534995 1R52443 UV3B Valley 1 ]job Reference (optional) Dwmrn b rimL ODU,UU, umxeiU U, r�. 04100 a.LgU a mar le Lets Mn ex Inaasmes, InC. Jal mar 1613:Vs:3/ zeta rage l I D:OZd4OJagbHpRkN5mN7pOOyyIG_v-YOFGEoBIHtlgmlLLDIJ5fvGgSUFx3OCbJPPG9tmMgi 2-10-fi � 2 b d 2x4 II 2 3 2x4 // 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wait L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ito/size) 1=130/2-10-2, 3=130/2-10-2 Max Horz 1=183(LC 7) Max Uplift 1=-28(LC 6). 3=-123(LC 7) Max Grav 1=161(LC 18), 3=180(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Scale a 1:17.3 PLATES GRIP MT20 2441190 Weight: 13 lb FT=20% Structural wood sheathing directly applied or2-10-6 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intenor(1) 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) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=123, Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 66U OU Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Job Thus Truss Type Oty Ply T16534996 $452443 UV4 Valley 1 1 Refm,,onet Jab bmlaers Finn bounce, urovelana, rL. a4/316 3x6 II 2x4 II 3.10.8 3-10.8 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 16 13:09:37 2019 3x6 II Scale: 3/4•=1- Plate Offsets (X,Y)-- 11:0-0-0 0-0-01 11:0-0-1 0-2-61 13:0-0-0 0-0-01 f3:0-0-1 0-2-61 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 191b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 4=14a(3-10-8, 1=139/3-10-8, 3=139/3-10-8 Max Horz 1=115(LC 9) Max Uplift 4=-26(LC 10), 1=-89(LC 11), 3=-78(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-8 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Intedor(1) 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 gdp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of muss to beading plate capable of withstanding 100 lb uplift at joint(s) 4, 1, 3. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 ,&WARNING-VedlPEes/9eparemetrue.d READNOTES ON INISANDMCLUDEDMff NREFERANCEPAGEMO-74M.r .. fa6'derd BEFORE USE Design valid for use only with Maek® connectors. This design Is based only upon parameters snows, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dedgn. Bracing Indicated Is to prevent buckling of IndMtlual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoically and to prevent collapse with pasdble personal lmury and property damage. For general guidance regarding the fabrication, storage, dolNery, erection and bracing of trusses and puST systems seeANSUIPII Quaffly CrBerb, DSB49 and BCSI Building Component 6904 Parke East Blvd. Sar�ry WormaBprgvalloble from Truss Plate Institute, 218 N. Lee Steel, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Tnlss Truss Type City Ply 1452443 LP'! Valley 1 1 T76534997 Job Reference o tional -- • •'^ �•-�••-'-•--••--�••� ��• �� a.eau a mar iu euia Ml l eK moumnes, mc. Sat Mar 1e 13:u9:36 2u19 vage l ID:OZd4OJagbHpRkN5mN7pOOyyIG v-OcpfR8CO2BthOVwxnOgKC6pfcOoRgkY38gh1aaMgh 5-6-6 0 0 5 3x6 II 2x4 II 42x4 II Scale = 1:33.8 LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (toe) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 VerrCT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.18 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 29 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=-42/5-8-2, 4=171/5-8-2, 5=44315-8-2 Max Horz 1=401(1-C 9) Max Uplift 1=-238(LC 8), 4=-195(LC 7), 5=-560(LC 10) Max Grav 1=363(LC 10). 4=251(1-C 17), 5=554(LC 17) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-478/331, 2-3=-310/173 WEBS 2-5=-666/601 Structural wood sheathing directly applied or 5-8-6 oc pudins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right elposed;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 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-" 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 100 In uplift at joint(s) except (jt=lb) 1=238, 4=195, 5=560. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 O WARNING -Verily design parameters and READ NOTES ON IRIS AND INCLUDED M?EKBEFERANCE PAGE US7473 rev.1DOUVO15 BEFORE USE Deslgnvalid for use only with Mnelsw connectaR. fits tleslgn Is basetl oNy upon parame"" shown. antl Is for an IndNitlual building component not �- a buss system. Betore use, me bulltlinB tleslgner must verily me appllcabllity of tleslgn Parom-un and properly Incorporoie rho tleslgn Into Me ovsrall bulltling tleslgn.&acing lntllcated Ls to prevent buckling of lntlNltlualhuss webantl/orchortl membersonly. Addlllonal temporary and permanent bracng MST®�(' a always required for srabiliry antl to prevent collapse v m possible personal aqury and properly damage. For general guidance regartling Me fobticallon, storage, delNery, erection antl bracing of 7nlsses antl buss systems seeAN91/IPII Cua;pry CmrrdO, OSIM9 antl aCSI Suldbg CAmpan�nl SOM1fy mfomlatbrxrvoaoble from TNss Plots Imritute, 21S N. Lee Sheet SuOe 312. Alexondao. VA 2231A. 6904 Palle East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16534998 IA52443 V3 Valley 1 1 Joh Reference o [!anal Builders Final Source, Groverand, FL.. 34736 8.240 s Mar 102019 MiTek Industries, Inc. Sat Mar 1613:09:39 2019 Page 1 ID:OZd4DJagbHpRkN5mN7pOOyyIG v-UoN1fUDOpV?Y?3UkKjLZIKL3yHw2XwUumjuNEIz Mgg 1-8-15 &5-14 ' 1-&15 t-S-0S I 4x6 = 2 :o 0 2x4 // 2.4 II 2x4 \\ Scale=1:11.5 e-0-4 3-5-10 LOADING (PSO SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) n/a - rJa 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Veri(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-P Weight: 13111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=96/3-5-6, 3=96/3-5-6, 4=115/3-5-6 Max Harz 1=-63(LC 6) Max Uplift 1=-50(LC 11), 3=-50(LC 11), 4=-19(LC 10) FORCES. (III) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc pudins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. It; Exp C; Encl., GCpl=0.18: MWFRS (envelope) gable end zone and C-C Interior(1) 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 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 100lb uplift at joint(s) 1, 3, 4. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING-Ver/ydeslgnpammetersend READNOTES ON IHI MDMCLUOEOMREKREFERANCEPAGEM674Mm® IhdY1015BEFOREGSE Deslgn valid for use only with MOek® connectors.➢ a design b told only upon parameters mown, and Is fat an Individual bulltling component, not a buss rystem. Before use. me bulltling designer must vetlly the appllcobllity ottleggn Parameters antl properly Incorporate lhb design Into me overall bulltling tleggn. Bracing Indicated bto prevent bucWingof lndNldualhuss web and/or chordmembedonly. Addilionaltegporay and Permanent bracing MiT904 ek' la always requlretl for dobi ly antl to prevent collapse wlm possible personal h9ury antl property tlogymoge. For genemt gultlance regarding me f8ably mformdlbrxrvo0obie hog Truss Plate In�kN . 2 8 , Ise Sheet. Sainte 312 u..ntl a. V1A 22314mRM, DStI-0e and eLSI kuldkrp GmpanpnT Tampa, FLa M6101vtl. Job Truss Truss Type pry P�Jb T76534999 1452443 V4A Valley 1 Reference (optional) 9 d a.Z a mar,azO,amllexmausmes,mc. ba1marib1J:U9:392019 rage1 I D:QZd4OJagbHpRkN5mN7pOOyylG_v-UoN1 fUDOpV 4Y?3UkKjLZIKL?8HuMXwiumj uNElmMgg 2.4 II 2 3 2x4 i 2x4 11 LOADING (lest) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 SC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=183/3-10-11, 3=18S/3-10-11 Max Harz 1=163(LC 7) Max Uplift 1=57(LC 10), 3=-117(LC 10) Max Grav 1=183(LC 1). 3=216(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown Scale=1:16.7 PLATES GRIP MT20 244/190 Weight: 15 lb FT=20% Structural wood sheathing directly applied or3-11-1 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(i) zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces 8 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 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 1001b uplift at joint(s) 1 except (jt=lb) 3=117. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNNG -Vsdry d.W9. Parameters end READ NOTES ON MIS AND WCLUDED MNER REFERANCEPAGEM67473 rev. 10,132015 BEFORE USE Deal n vOlId foruse only withMTek®connector. This design is based 00 y upon parometerflown, antl 6 for on IndMdual bu0ding component, not a truss system. Betora use, me bullOing designer must verity me appllcablllN of design porometeis antl properly Incorporate mis design Into me overcli balding design. 9rooing Intli--d dlstopreventbuckling ofh Mclual truss web end/orchord members only. Atltlltlanal temporary and pertnaneni bracing Mire k' rOlwaysrequlretlfarsto U'Vandtoarev-mcoilapsewithposslblepersonollnluryandpropeMdamcge. F. Caneratguldanceragartlingthe fabrication storage, delivery, ereceon and bracing of tnsses antl buss systems seeANSURII GaalItlxyy CdMrb, Dtl -0q and Is I flWdhD COmppnmt 6904 Peke East BNtl. Sahty Irf offemov loble from Tnxe Rate Institute,218N. Lae Street Suhe 312. Alexondrlo. VA 22314. Tampa, FL 33610 Truss Truss Type52443 r14 T76535000 V5 Valley 1 1 Job Reference o tional otmaers Hass source, urovemna, rL. A4100 Ig 6.L4u s mar l u zu19 MI I eK Inausines. Inc. Sal Mar 16 I3;U9AO 2O19 Paae 1 2.4 11 2 3 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.50 Ve art n/a - nta 999 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=230/4-9-2, 3=230/4-9-2 Max Horz 1=205(LC 7) Max Uplift 1=-72(LC 10). 3— 148(LC 10) Max Gmv 1=230(LC 1),3=272(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:19.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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 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 100 lb uplift at joint(s) 1 except Qt=lb) 3=148. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WARNING-VedtydeWg.p m.efenend READNOTES ON TNISAND INCLUDED MREKREF£RANCEPAGEMIF74M.. 10=2015BEFORE USE Design valid for use only with MBek® connectors. IMs design Is based only upon parameters shown, and Is for an IntlNldual building component not ��- a truss system. Before use, the building designer must verity the coolie billy ofdesgn parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is o prevent buckling of Individual muss web and/or chord members only. Adtllflonal temporary ontl permonent brocing MOW Is always required for slabOBy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricanon. storage, tlervery. erection and bracing of trusses and Muss systems seeANSVrPII Guaply Cmadp. DS1.89 and SCSI leading Component SolNy Nfoenpibmvolloblefrorc VA 22314. 6904 Palle Easl Blvd. Tampa, FL 33610 Truss Fate Institute. 218 N. Lee Sheet, Sulfa 312, Alexontlrlo, Job Truss Truss Type Oty Ply T18535001 1{t52443 VISA Valley 1 1 Job Reference (optional) 4 d o.cry a rv,=i v cm a rvn i en niowurcs, mu. am mar w m:ua:eu eu ra rage i 4x6 = 2 4 2x4 // 2.4 II 2x4 �� i Scale =1:21.4 0-0-4 6-3-10 LOADING (psf) SPACING- 2-0-0 CSf. DEFL in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Verl n/a - rva 999 BCLL 0.0 ' Rep Stress ]net YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20177tP12014 Matrix-P Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP I TOP CHORD Structural wood sheathing directly applied or 6-0-0 be puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=193/6-36, 3=193/63-6, 4=232/6-3-6 Max Horz 1=-128(LC 6) Max Uplift 1=-100(LC 11), 3=-100(LC 11), 4= 38(LC 10) FORCES. (lb) -Max Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 5) ' This truss has been designed for alive 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 1, 3, 4. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Q WABNMG-VeNryd4slgnpaavrf.e.dBEADNOTES ON TN5AND]NCLUDEDMNKNEFEBANCEPAGEM6]4M.re. faN32015BEFOFE USE Design valid for use only with MTek® connectors. This design is based Only upon parameters shown, and Is for an Individual buJOing component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Acetone! temporary and permanent bracing always required for stability and to prevent collapse with possible personN Injury and property damage. For general guidance regarding the fabddollon. storage, delivery. erection and bracing of trusses and truss systems seaAN3irIP11 Quardy Cdbna, DS549 and SCSI Building Component Satisfy Infonnallonavoiloble from Truss Plate Ins lute, 218 N. Lee Street Suite 31Z Alexanddo, VA 22314. ��- Welk' 69U Pahl East Blvd. Temps, FL 33610 Job Truss Truss Type City Ply T78535002 14,52443 VB Valley 1 1 Job Reference (optional) uumers rest source, uroveiana, 2x4 i 8.240 s Mar 10 2019 MiTek Induatnes, Inc. Sal Mar 15 13:U9:41 2019 Page 1 ID:OZd4OJagbHpRkN5mN7pOOyylG_v-OBVn49FGL6FGFMe6S801gIRHB5bv?PPBE1NUlemMge 2x4 II 3x4 II 4 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl LJd TOLL 30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) Na - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) rt/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=128f7-7-0, 4=T74/7-7-0, 5=46917a-0 Max Horz 1=344(LC7) Max Uplift 1=-53(LC 6), 4=-119(LC 7), 5=-364(LC 10) Max Grey 1=201(LC 18), 4=219(LC 17), 5=527(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-294/212 WEBS 2-5=-479/389 Scale =1:31.6 PLATES GRIP MT20 2441190 Weight: 341b FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf: BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 chard bearing. 3) This truss has been designed fora 10.0 flat bottom chord live load nonconcumant 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 3-0-0 tall by 2-M 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 100111 uplift at joint(s) 1 except (jt=lb) 4=119, 5=364. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd,TampaFL 33610 Date: March 16,2019 OWARNING- Venyydesfgnparpr hmrend READNGTES ONMWANDWCLUDEUMITEKREFERANCEPAGEMD74Mere.. 149Trza1SBEFOREUSE Deagn valid for use only wlm MOek® connectors. TINS design Is based orly upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the bulding designer must verify the applicability of design parometers and properly Incorporate thls design Into the overall building design, Bracing Indicated b o prevent bucWhg of individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regording the fabricanon. storage, delivery. erection and bracing of fusses and muss systems seeAN$Vr?II Quality Criteria, DSB49 and SCSI Basdhy Component SOfbty WmmaWb affable from Tmss Plate Institute, 218 N. Lee Steel. Suite 312, Alexandria, VA 22314, 69M Pale East BMd. Tampa, FL 33610 Job Truss Truss Type cry Ply T16535003 Sd52443 V10 Valley 1 �Jb ence o tional ounuerx Fire, ouu,ue, Gruveimm, FL. 34736 8.240 s Mar 10 2019 MiTek Industries, Inc. Sat Mar 1613:09:42 2019 Pago 1 ID:OZd4OJagbHpRkN5mN7pOOyyIG_v.uN39HVFu50N6tW DJOrvGMyzc_VukkFtKSh61 r4nMgd 3x4 II 4 3x4 G 7 6 5 2x4 II 2x4 II 3x4 II Scale = 1:42.1 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) n/a .- n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matdx-S Weight: 51 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REA6TIONS. All bearings 10-4-14. (lb) - Max Horz 1=482(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 1= 121(LC 8), 5=-139(LC 7), 6=-302(LC 10), 7=-306(LC 10) Max Gmv All reactions 250 In or less at joints) 1 except 5=278(LC 17), 6=617(LC 17). 7=398(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-446/298, 2-8=-350/233, 3-8= 325/240, 3-4=-268/190 WEBS 3-6=-474/326, 2-7=-405/346 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5,Opst h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 Ito uplift at joint 1, 139 lb uplift at joint 5, 302 lb uplift at joint 6 and 306 Ib uplift at joint 7. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2019 Symbols PLATE LOCATION AND ORIENTATION 1 574 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. 171dr For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION 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 (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI7: National Design Specification for Metal Plate Connected Wood Truss Construction. bSB-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 In 6cteenihs scal III (Drawings not To scale) 2 3 TOP CHORDS O c O U U o_ O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 O U a O 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 � e MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, B. 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. I3. 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 calling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20.. Design assumes manufacture in accordance with -ANSI/TPI 1 Quality Criteria.