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HomeMy WebLinkAboutTRUSS PAPERWORK (2)�® Lumber design values are in accordance with A 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED MiTek® BY St. Lucie County RE: 75842 - WEINERT / Q57442 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: RON RAYMOND Project Name: WEINERT Model: Tampa, FL33610-4115 Lot/Block: Subdivision: Address: UNKNOWN City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code:.ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: 55.b psf This package includes 72 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date No. Seal# 1 Truss Name Date 1 T16454045 1 A 3/7/19 18 TI 64540621 D3 317/19 12 T164540461Al I3M19 119 1T164540631D4 1317/19 1 3 T1 6454047 1 A2 l 3/7/19 120 I T16454064 D5 13/7/19 14 I T1 6454048 1 A3 3 7/19 121 I T16454065 1D6 1 3/7/19 1 15 I T16454049 1 A4 3/7/19 122 I T16454066 I D7 13/7/19 1 6 T16454050 I B 3/7/19 23 I T16454067 I D8 3/7/19 7 T16454051 B1 3/7/19 24 T16454068 D9 3/7/19 18 1 T16454052 I B2 3/7/19 I25 I T16454069 I DA 1 3/7/19 1 19 T16454053 I B3 3/7/19 I26 I T1 6454070 1 DB 1 3/7/19 1 10 T16454054 l B4 1 3/7/19 I27 I T16454071 DC 3/7/19 11 I T16454055 I BS 1 317/19 I28 I T16454072 DD 1 3/7/19 12 ( T16454056 I B6 1 3/7/19 I29 I T1 6454073 1 DE 1 3/7/19 13 T16454057 I B7 1 317/19 I30 I T1 6454074 1 DF 1 3/7/19 14 I T16454058 I C 1 3/7/19 131 I T1 6454075 1 DG 1 3/7/19 1 54059 D 33/7/ 332 16454076 DH 317/19 6 T1654060D1 D /7/193 T16454077 DJ 317/19 17 T1645401 /7/19 134 I T1 6454078 1 E 1 3/7/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: 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 jurisdiction(s) identified and that the designs comply vdth ANSI1TPl 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 ANSI/TPI 1, Chapter 2. '••1111111�•- Thomas A. Albanl PE N0.39380 Mlrek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Albani, Thomas 1 of 2 RE: 75842 - W EINERT / Q57442 Site Information: Customer Info: RON RAYMOND Project Name: WEINERT Model: Lot/Block: Subdivision: Address: UNKNOWN City: PORT ST LUCIE State: FL INo. I Seal# ITruss Name I Date 35 IT1645407911=1 I W!7/19 136 1 T1 6454080 1 FGA 130119 I 37 1 T1 6454081 1 FGB 13/7/19 138 1 T16454082 1 G 1377/19 I 139. 1 T1 6454083 1 GFA 1 3/7/19 I 40 1 T1 6454084 1 GFB 1 3/7/19 I 41 1 T16454085 I GR1 1317/19 42 1 T16454086 I GR2 1317/19 �43 1T764540871 GR3 13/7/19 44 (T16454088 I GR4 13/7/19 1 45 1 T16454089 I GRA I3l7/19 I 46 1T16454090 1317/19 �47 1T164540911GRB GRC 1317/19 48 1 T1 6454092 1 GRD 13/7/19 149 1 T1 6454093 1 GRE 1317/19 50 1T16454094G RG 3n/19 51 1T164540951GRH 1317/19 152 I T16454096 I GRH1 13/7/19 153 1 T1 6454097 1 H 1317/19 154 I T16454098 I J 1 133/719 1 ITT644540991NG 3 /7/1955 1 13/7/19 1.57 I T16454101 I J4 13/7/19 58 I T16454102 I J5 13/7/19 59 T16454103 1 J5A 13/7/19 160 T16454104 1J5G 13/7/19 161 IT16454105IJ7 13/7/19 62 1 T1 6454106 1 KJ4 13/7/19 � 63 1 T1 6454107 1 KJ5 1317119 1 164 I T164541081 KJ7 13/7/19 1 165 1 T1 6454109 1 KJC 1377/19 1 66 _ 1T16454110I KJG 13/7/19 167 T16454111 KJG1 13/7/19 68 1T164541121 MV11 13/7/19 69 T1 6454113 1 MV12 13/7/19 70 T1 64541141 PBA 1317/19 71 T1 6454115 1 PBB 130119 172 1 T164541161 PBC 13/7119 1 2of2 Job Tri Truss Type s Qty Ply WEINERT/Q57442 T16454045 75842 A HIP 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:10 2019 Page 1 IDiz9CgZE?KNnC7aJeJvRmpo4fgl-pAD1 Pdr6MRS4NBOrgZnGLj Jmwf4eQ3HOQ4HKJzdLBI -1-3-0 3-6-4 Efi-0 10-8-0 14-10-0 17-5-12 20-5-0 1.3-0 HE 2-11: 2 4.2-04.2-0 2-7-12 I 2-11-4 R Scale =1:37S 3x4 11 3x4 = 3X8 = 46 = 6xii = 3.4 11 4x5 = 3x10 = 3.6 11 Ia( LOADING (pso TCLL 20.0 + TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.38 BC 0.43 WB 0.52 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Udefl Ud -0.19 14-16 >999 360 -0.3814-16 >651 240 0.03 11 n/a n/a 0.21 14-16 >999 240 PLATES GRIP MT20 244/190 Weight: 2601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc pudins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-16,8-13: 2x4 SP M 30 SLIDER Right 2x6 SP No.2 2-5-2 REACTIONS. (lb/size) 11=1812/Mechanical, 2=1797/0-8-0 Max Horz 2=339(LC 12) Max Uplift '2=-611(LC 12) Max Grav 11=1812(LC 1), 2=1798(LC 17) FORCES. (Ile) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3733/1793, 5-6=-7593/3665, 6-7= 7070/704, 9-11=-3067/155, 5-16=-57/631, 7-13=0A71 BOT CHORD 2-17=-1870/3465; 16-17=-348017210, 14-16=-2558/8427, 13-14=-2558/8427, 12-13=-526/6667, 11-12— 92/2627 WEBS 3-17=-998/2159,6-16=-110210,6-14=0/295, 6-13=1438/2000, 9-12=011991. 3-5=-3296/1782, 5-17=-4191/1726, 7-9=-2524/216, 7-12=-0332/465 NOTES- 1) 2-ply truss 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 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-12 to 1-8-4, Interior(1) 1-8-4 to 14-11-12, Extedor(2) 14-11-12 to 19-5-3, Interior(1) 19-5-3 to 20-5-0 zone;C-C for members and forces 8 MWFRS for reactions shown; 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.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. Thomas A Alban! PE No.39380 8) Refer to girder(s) for truss to truss connections. h1frek USA, Inc. FL Cart 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (jt=lb) 6904 Parke East Blvd. Tampa FL 33610 2=611. Date: 10) A+following a basic load indicates that the load has been modified in one or more load cases. March 7,2019 11) Load case(s) 1 has/have been modified. Building designer must review loads to veriWhat they are correct for the intended use of Q WARNING-Verllydeslgnperametersend READNOTES ON TNISANDMCLUDEDMREKREFERANCEPAGEM/N4MJ l.. YGM2015BEFOREUSE �■�' Design void for use only with Mi 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 fine applicability of design parameters and property Incorporate this design Into the overall bulding design. Bracing Indicated is to prevent buciding of Individual truss web and/or chord members only. Additional temporary and permanent bracing ■9���j MiTek' 6 always required for stability and to prevent collapse with possible personal Intury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and brocing of trusses and muss systems seeANSffTPl1 Quai CrBsde. 030419 and BCSI luldMp Component Safety Inrormatbsrnciloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type . r Oty Ply WEINERT/D57442 T16454045 75842 A HIP 1 2 Job Reference (optional) Chambers l russ, Inc., Pon Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:10 2019 Page 2 NOTES- ID129CgZE?KNnC7aJeJvRmpo4fgl-pAD1 Pdr6MRS4NBOrgZnGL)Jmwf4e03HOO4HXJzdLBJ 12) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 219 lb up at 4-0-12, 7631b down and 4841b up at 6-7-8, and 561 Ib down at 14-8-8, and 2541b down at 17-3-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(5) Standard Except: 1) Dead+ Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-54, 5-7= 100, 8-11=-54, 2-11 Concentrated Loads (lb) Vert: 16=-561(1]1) 13=-561(B) 29=-254(B)30=-254(B) WARNING-Vedfydeslgnparamet.m.d READNOTES ON THSANDNCLUDOMREKREF£RANCEPAGEM&7GY v. laM3tr015BEPOREUSE Design valid for use only Win MiTek® connectors. Thu design Is based only upon parameters shovm, and Is for an Individual building component. not �' a huss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always rsquired far stability and to prevent collapse Win possible personal Iand property damage. For general guidance regard) the fabrication storage, delNery, erection and bracing of trusses and huss systems seeANSUgill Quplpy CMnb, DS54P and SCSI Building Campanant 690t Parka East BNd. Safety Infamsatbr ood[able from Truss Plate Imfil 218 N. Lee Sheet, Suite 312. Alexontlria, VA 22314, Tani FL 33610 Job Truss Those Type r s Oly Ply WEINERT/057442 T7645404fi 75842 Al HIP 1 2 Job Reference (optional) unaMD8M i russ, Inc., ron rlerce, rL a.24U6U2a 62U1tl MIIeKmdusmes,IOC. lhUMar 71U:24:122U1V scale=1:37.5 3x4 II 3x4 II 6.00 12 4 10 4z4 4 4x10 = 2x3 11 4x12 = 6xs Q Sx12 = 29 3D 6 7 31 8 5x12 = 11 3 28 2 0 272 ]o' 1 20 79 32 18 17 16 15 33 14 13 3x5 = 4x4 = US = 7x8 W B= 3x8 = 3x4 11 5x6 = 45 = 3x8 11 3x4 II 4-1144 40102I 151&122 210.50 --37-0 3-3-2 I 3 --12 -0812 4--422-34 1 Plate Offsets (X Y)— [12:0-4-0 0-5-10] LOADING last) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 + Plate Grip DOL 1.00 TIC 0.42 Vert(L-) -0.33 16 >753 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.47 16 >524 240 BCLL 0.0 Rep Stress Mar NO W B 0.48 Horz(CT) 0.04 12 n/a n/a - BCDL 10.0 Code FBC2017/7PI2014 Matdx-MS Win ftLQ 0.26 16 >937 240 Weight: 248 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-3 cc puffins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 4-19,10-14:2x4 SP M 30 OTHERS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-4-5 REACTIONS. (lb/size) 12=2240/Mechanical, 2=218810-8-0 Max Ho¢ 2=173(LC 12) Max Uplift 12=-818(LC 12), 2=-872(LC 12) FORCES. (lb) - Maur. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=4370/2320, 34=-565/249, 5-6=-6691/3636, 6-7— 9715/4999, 7-8= 9715/4999, 8-9=-5641/2986, 10-11=-476/249, 11-12=-1931/1062, 5-19=-861/1764, 9-14=936/1896 BOT CHORD 2-20=-2155/3894; 19-20=3334/6231, 18-19=-5081/9814, 16-18=-5081/9814, 15-16=4740/9266, 14-15=4740/9266, 13-14_ 2688/5178, 12-13=-1420/2701 WEBS 3-20= 792/1589,6-19=-3278/1608,6-18=-312/648,7-16=-289/164, 8-16=-210/475, 8-15=-300/629,8-14=-3804/1904, 3-5= 3375/1898,5-20=-2880/1470,11-13=-783/1543, 9-11= 2062/1172, 9-13=-3341/1709 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 0-9-0 oc. Webs connected as follows: 2x4 - 1 now 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 olhenNise indicated. 3) Unbalanced met live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;.Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-3-12 to 1-84, Interior(1) 1-8-4 to 17-5-12, Extedor(2) 17-5-12 to 20-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 5). Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcursent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 12=818, 2=872. 10) A+following a basic load indicates that the load has been modified in one or more load cases. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verity that they are correct far the intended use of Thomas A Miami PE No.39380 hit ek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WANN➢yG-V.Hfydeslgnparametersend NEADNOTES ON THSANDlNCLUDEDMREKREFENANCEPAGEMIF7473re, 10=v20150EFONE USE valid for use only with MDelr® connectors. Mis deslgn 0 based only upon parameters shown, and a for on Individual building component, not Nit a truss system. Before use, the building designer must verity the appliccblllly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual how web and/or chord members only. Additional temporary and permanent bracing Is always required for slablllty and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of homes and truss systems seeANS17IP11 Quality CdtMo, DSB-89 and BCS1 building Component Safety Inforrnationarvalable from Truss Plate Institute, 218 N. Lee Street, Suite 312: Alelandrio, VA 22314. M!Tek' 69M Parke East Blvd. Tampa, FL W610 Job Tess Truss Type • r OIY Ply WEINERT I Q57442 T76454046 75842 At HIP 1 2 Job Reference (optional) unamoers I runs, Inc., ton Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:12 2019 Page 2 IDdz9CgZE4KNnC7aJeJvRmpo4fgl-IZKoglsMt3iocVAExpk083eVkKJ6KBaskZOcBzdL13H NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3931b down and 2201b up at 4-0-12, 717 lb down and 402 lb up at 6-7-8, and 717 Its down and 4021b up at 14-8-8, and 393 lb down and 220 lb up at 17-3-4 on bottom chord. The design(selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead+Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-54, 5-9=-100, 10-12=-54, 2-21=20 Concentrated Loads (lb) Vert: 19=-393(F) 14=-393(F) 32=-717(F) 33=-717(F) Q WARNING- Vedly Ceslgnperametemand READ NOTES ON THIS AND WCLUDEDMREKREFERANCEPAGEMM17473Nv. ihAV1p15SEFOREUSE Design valid for use ohiy with Mrel connectors. This design Is based only upon parameters shown,and bfor an Individual building component not �' a truss system. Before use, the building designer must verify Me oppiicobllfty of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of lndNitlual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for staff and to prevent collapse with possIble personal Injury and property damage. For general guidance regarding the fa0econon, storage, delivery, erecflon and bracing of musses and truss systems seeANSVmaII OualNByy Criteria. DSB49 and SCSI building Component Safsty Informatbmvoilable from Thus Plate Institute, 218 N. Lee Sheet, Suite 312; Alexandria, VA 22314. MiTek' 69M Pare East Blvd. Tampa, R. 33610 Job Truss Truss Type • cry Ply WEINERT/057442 T16454047 75842 A2 HIP 5 1 Job Reference (optional) e.19us Use b Iure mil ex lnausmes. Inc. mu mar r1V:Ze:IJ uie Scale=1:38.6 3x4 II 3.4 II 6.00 12 4 10 32 4x4 i 4x10 = 2.3 11 4x10 3x4 J 5,12 = 2930 6 7 31 8 502 = 3 11 28 Ik 12 272 R ]o 20 19 78 17 16 15 14 13 3x4 = 3x4 5xB MT18HS = 2x3 II 3xB = 2x3 II 4x6 = 3x5 = 4x4 = 4.6 = 3x8 11 [ 4-0-0 7-0-14 V13 0 13-11-2 17-4-0 19.0-12 20-10-6 M2-3-4 4 1-1012 3.4-14 3-3-2 33-2 3-0-14 1 1-8-12 1-9-10 Plate Offsets (X Y)-- I2:0-0-8 Edge], [12:0-0-00-1-9] [12:0-2-13 0-4-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 + Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.38 16 >658 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.58 16 >431 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WE 0.61 Horz(CT) 0.08 12 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.28 16 >904 240 Weight: 107 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or2-10-3 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. 4-19,10.14: 2x4 SP M 30 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1152/0-8-0, 12=1090/0-3-8 Max Horz 2=161(LC 12) Max Uplift 2= 502(LC 12), 12=-413(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2092/991, 5-6=-2996/1507, 6-7=-5106/2274, 7-8=-5106/2274, 8-9=-2759/1290, 11-12=-1732/853, 5-19=-220/636, 9-14=-247/696 BOT CHORD 2-20=-955/1B43, 19-20=-1339/2788, 17-19= 2051/4633, 16-17=-2051/4633, 15-16=-194214514,14-15=-1942/4514,13-14=-1131/2558,12-13- 698/1493 WEBS 3-20=-284/733, 6-19=-1729/692, 6-16=-198/505, 7-16=-314/163, 8-16=-275/632, 8-14>1854/768, 11-13=-265/690, 3-5=-1621/884, 5-20=-11931511, 9-11=-1290/702, 9-13=-1345/546 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh 1=151t; B=45ft; L=24ft; eave=4ft; Cat. 11; E>to C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exte hall -1-3-12 to 1-8-4, Intedor(1) 1-8-4 to 17-5-12, Extedor(2) 17-5-12 to 20-10-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6)' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=502, 12=413. 8) A+following a basic load indicates that the load has been modified in one or more load cases. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. Thomas A. Altiani PE No.39366 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Except: Date: March 7,2019 WARNING-VMNtleslgnparvnetersentlflEADNOTEI ON MMANDWCLUDEDMI KNEFENANCEPAGEN674J3mv. taM12015DEFONE USE. Designvolid for use oNyvim Mile&connectors. This design is based only upon parameters shown, antl k for on Individual building component. not �■' a truss system. Before use. Me buiidng devgner mustverity the applicability of design parameters and properly Incorporate this design into the overall `p building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonol temporary and permanent bracing MIT@k• Is always required for stability and no prevent collapse with possible personal Injury end properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANStnPll Quality Crisco. 113311d9 and B01 Building Component 69N Parke East Blvd. Safety Informot onavc1lobie from Truss Plane Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL.33610 Job Truss Truss Type • • Oly Ply WEINERT/057442 T16454047 75842 A2 HIP 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:13 2019 Page 2 IDtz9CgZE?KNnC7aJeJvRmpozjfgl-DluAtet eMreEeIOVhKzyLwy8YsdLk4OJxBezdLBG LOAD CASE(S) Standard Except: 1) Dead +Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-54, 5-9= 100(F=-6), 10-12=-54, 21-24=-20 OWARNNG- Veritytleslgnpsrainetear,rd READNOTES ON 1701 INCLUDED 111177EKREFERANDEPAGEU67473rev. 1dA3201SaU0REUSE Design valid for use only with MTelk9connectors. This design Is based only upon parameters show^ and Is for on hdMduol buildin8 component, not a runs system. Before use, the building designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is clwoys required for stablllty and to prevent collapse with possible personal hjury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and hus, systems. neeANSU1Pil Quality Crill DSB49 and BCSI Building Camporont 69M Parke East Blvd. Solely InlomtatbMvalloble ham Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314, Tampa, l- 33610 Job Truss Truss Type • City Ply WEINERT/057442 T76454048 75842 A3 HALF HIP 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 201 B MiTek Industries, Inc. Thu Mar 7 10:24:14 2019 3x4 = Scale=1:29.4 3x4 II 3x4 = 3x4 II 3x8 = 2x3 11 4x12 = �a 2-3-4 4-0-0 fi•11-8 I &9-4 I 12-7-0 15-IS.B 2-3-4 1-8-12 2-11-8 2-9-12 12 2-11-8 3x5 II Plate Offsets (X,Y)— [5:0-2-12 0-2-8] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 + Plate Grip OOL 1.00 TC 0.47 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 7.0 + Lumber DOL 1.00 BC 0.56 Vert(CT) -0.19 12-13 >970 240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.85 Hom(CT) 0.04 10 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 12-13 >999 240 Weight: 79 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP NOS BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 63-8 oc bracing. REACTIONS. (Ib/size) 10=899/Mechanical, 2=843/0-8-0 Max Horz 2=206(LC 12) Max Uplift 10=-326(LC 9). 2= 392(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1439/720, 5-6=-2737/1325, 6-7— 2737/1325, 7-8=-1708/789, 8-9=-1708/789, 9-10=-848/419 BOT CHORD 2-15=-796/1264, 14-15= 1047/1895, 13-14=-1101/2006, 12-13=-1209/2614, 11-12=-1209/2614 WEBS 3-15— 182/492, 3-5=-11421690, 5-15=-794/336, 5-13=-2751784, 6-13=301/166, 7-11=-985/457, 8-11=-282/176, 9-11=-821/1781 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=3.Opsf; h=15ff; B=45ft; L=24ff; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-3-12 to 1-8-4, Interior(1) 1-8.4 to 15-4-12 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 10=326, 2=392. 8) A+following a basic load indicates that the load has been modified in one or more load cases. 9) Load case(s) 1, 2, 3, 6, 7, 10, 11, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Dead +Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-4=-54, 5-9=-100(F=-20), 10-16=-20 2) Dead +0.75 Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Thomas A Alban! PE No.3938D 61Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNNG-Vergydesignperemeter4end READNOMS ON MSANOWCLUDEDMm KREFERANCEPAGEMlh747arex. lWas 15 BEFORE USE Design void for use only with MSek® connectors. fits design Is based only upon parameters shown, and is for an Individual building component not a puss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate ihls design into the overall bulitlingdesign. Bracing Indicated is to prevent buckling of Individual tun web and/orchard members only. Adtl tlonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with ponfele personal Njury and property damage. For general guidance regarding the fobdcollon, storage, delivery. erection and bracing of pusses and truss systems. seeANS171P11 CuoB1y criteria. DSB-69 and BCS1 Building Component 6904 Parke East Blvd. SafetyInlormatbrrrvallobla from Truss Plate Institute. 218 N. Lea Sheaf, Suite 312. Alexontlrlo. VA 22314. Tampa, FL.33610 Job Truss Truss Type ' I Dry Ply WEINERT/D57442 T16454048 75842 A3 HALFHIP 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.240 s Dec 62018 MiTek Industries, Inc. Thu Mar 710:24:14 2019 Page 2 ID:tz9CgZE?KNnC7aJeJvRmpo4fgl-hySYF_ucPgzVsoKc3PrCVZ8zJX?uaButJ22Vh4zdLBF LOAD CASE(S) Standard Except: Uniform Loads (pIQ Vert: 14=-44, 5-9=-30, 10-16=-20 3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14— 14, 10-16=-40 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=4, 2-4=-42, 5-9=-22, 10-16=-20 Horz: 1-2=-18, 24=28, 4-5=68 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60,.Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-32, 24=-42, 5-9= 22, 10-16=-20 Horz: 1-2=18, 2-4=28, 4-5=68 10) Dead+ 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=.22, 24=-32, 5-9— 2, 10-16=-20 Horz: 1-2=8, 2.4=18, 4-5=59 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 24=5, 5-9=-2, 10-16=-20 Horz: 1-2=.29, 24=-19, 4.5=-9 14) Dead+ 0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=.5, 24=-16, 5-9=-2, 10-16=-20 Horz: 1-2=9, 24=2, 4-5=12 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-5, 24=-16, 5-9= 2, 90-16=-20 Horz: 1-2=-9, 24=2, 4-5=12 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 14— 14, 10-16=-20 17) Dead +0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-50, 2-4=-58, 5-9=-31, 10-16=-20 Horz: 1-2=6, 24=14, 4-5=44 18) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22.24=-30, 5-9=-31, 10-16=-20 Horz: 1-2=-22, 24=-14, 4-5=-6 19) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) lst Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 37, 24=45, 5-9=-31, 10-16= 20 Horz 1-2= 7, 24=1, 4-5=9 20) Dead +0.75 Roof Live (be[.) .+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 5-9=-31, 10-16=-20 Horz: 1-2=-7, 24=1, 4-5=9 21) tat Dead+ Roof Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 1-4=-54, 10-16=-20 22) 2nd Dead+ Roof Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-14, 5-9=40, 10-16=-20 23) 3rd Dead +0.75 Roof Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14=44, 10-16=-20 24) 4th Dead +0.75 Roof Live (unbalanced): Lumber Increase=4.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 14=-14, 5-9=-30, 10-16=-20 ® WARNING- yer/lydsslgn peerisd ra And READNOTES ON TN/SANDMCLUDW MREKBEFEBANCEPAGEM/ 74M.v. 1MA1201SBEFONE USE ' Design valid for use only with MBek:2 connectors. This design Is based only upon parameters shown, and Is for an IndMtlual bulding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this deegn Into the overall bulAingdesign. Bracing Indicated B to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible personal Injury and property damage, For general guldonce regarding Me fabricatiom storage, delivery. erection and bracing of musses and trusv systems, seeANSUIPII Quality Criteria, D3349 and 0=1 Building Component 6904 Parke East BNd. Safely Informafbrlovaloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alesandda, VA 22314. Tampa, FL 33610 Job Truss Thus Type r city Ply WEINERT/057442 T76454049 75842 A4 HALF HIP 1 2 Job Reference (optional) Truss, Inc., ran rlerce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:152019 Page 1 Scale=1:30.4 3x4 II 3x4 = 3x4 = 3.4 II 3x10 = 2x3 11 Sx10 = 3x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 .Rep Stress Incr NO Code FBC2017[TP12014 CSI. TC 0.57 BC 0.73 W B 0.48 Matrix -MS DEFL. in (loc) Well LJd Vert(LL) -0.12 13-14 >999 360 Vert(CT) -0.23 13-14 >802 240 Hom(CT) 0.00 2 r✓a n/a Wind(L-) 0.2313-14 >815 240 PLATES GRIP MT20 244/190 Weight: 159 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins, 5-10: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. WEBS 2x4 SP No.3 *Except' 7-14,7-12,9-12: 2x4 SP M 30 REACTIONS. (lb/size) 9=2387/0-1-8, 2=1856/08-0 Max Hom 2=206(LC 12) Max Uplift 9=-1426(LC 9), 2=-1035(LC 12) Max Gmv 9=2970(LC 17), 2=2256(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4422/3017, 3-4=-407/233, 4-5=-448/334, 5-6=8875/6115, 6-7= 8875/6115, 7-8=-5689/3904, e-9=-5689/3904 BOTCHORD 2-16=-2840/3971, 15-16=-4373/6255, 14-15=-4614/6605, 13-14=-5903/8615, 12-13=-5903/8615 WEBS 3-16=-1135/1728,3-5=-3548/2525,5-16=-2873/1949,5-14=-1644/2437, 6-14=-9907731, 7-14=-231/284,7-12=3184/2175,8-12=-1087/810,9-12=-4063/5926 NOTES- 1) 2-ply truss 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 chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Go. 2) All loads are considered equallyapplied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf, BCDL=3.Opsf; h=151t B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedog2)-1-3-12 to 1-8-4, Interior(l) 1-8-4 to 15-9-8 zone;C-C for members and forces & MW FRS for reactions shown; 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. Thomas A.Alban! PE No.3938D 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=lb) MiTek USA, Inc. FL CeRfi634 9=1426, 2=1035. 6904Parks East Blvd. Tampa FL 33610 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Date: March 7,2019 AWARNING-Whilydeslgnperemefessend READ NOTES ON MMANDNCLVDWMREKRUF ANCEPAGEMX74nmv. 121XV2015BEPOHE USE. ' Design valid for use only with MBek® connectors. Mil 6 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 bucking of individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible persand Injury and property damage. For general guidance recording the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVWII Quail Criteria. OS549 and BC31lu1dksp Component mlormafbfvrvolloblefram Truss Plate InsflNte. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. MiTek' SIGN Pella East Blvd.Sabty Tampa, FL 33610 Job Truss Type • Oily Ply WEINERT I Q57442 =A4 T7645d049 75842 �HALFHIP 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:15 2019 Page 2 NOTES- ID.779CgZE?KNnC7aJeJvRmpo4fgl-ASOwSKvEA_5MTyvpc6NR2mh6O)dUJhvOYio2DWzdLBE 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5081b down and 3361b up at 3-10-4. 211 lb down and 139 lb up at 5-1-13, 2661b down and 176 lb up at 7-1-13, 358 Ito down and 237 Ib up at 9-1-13, 358 go down and 237 Ib up at 10-8-0, and 358 lb down and 237 Ib up at 12-9-4. and 266 lb down and 176lb up at 14-2-3 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-4=-54, 5-9=-163, 9-10=-163, 11-17=-20 Concentrated Loads (Ib) Vert: 4=-374 6=-196 8=-263 22=-155 25=-263 26=-263 28= 196 Q WARNWG - Ved/y design parameters and READ NOTES ON MISAND INCLUDED MITEK REFERANCE PA GE MIF747a mv. 1 Nai2p15 BEFORE USE Design valid for use Orly with MI connectors. Ims design R based only upon parameters shown, and 6 for an individual building component.not a truss system. Before use, me bul ding designer must verify the applicability of design parameters and property Incoiporote this design Into fine overall bullding design. Bracing indicated 6 to prevent buckling ofmdivldual truss web and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fobrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVWII Cuaply Criteria, DSB-89 and BCSI Building Component Safety Inlennaibrlwoilobletrem truss Plods Institute, 218 N. Lea Sheet, Suite 312: NexontltlO. VA 22314, ��• MiTek' 69M Parke East Blvd. Tampa, FL 33610 Jab Thus Thus Type • . Oly Ply WEINERT/057442 T16454050 75B42 B Half Hip 7 1 Job Reference (optional) .oars Truss, me., ron rierce, rL 0.240 s Use 62018 MiTek Industdes, Inc. Thu Mar 710:24:15 2019 Page 1 -1-&0 q.g.q 9�0 ID:tz9CgZE44N'C87aJeJvRmpozjfgl-A80wSKvFJt5MTyvpc20NR20YmhBYxOZIZK0o2DWzdLBE 1-3-0 4-9.4 4.242 5-11-8 5-11-8 Scale = 1:37.1 dxb = 3x8 = 3.4 II 15 16 17 3x5 G 3.8 = """ — 2x3 II 6.8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/FP12014 CS1. TC 0.24 BC 0.38 WB 0.96 Matrix -MS DEFL. Vert(LL) Ved(CT) Horz(CT) Wind(LL) in (too) I/defl Ud -0.12 10-13 >999 360 -0.2510-13 >999 240 0.03 7 Na n/a 0.0510-13 >999 240 PLATES GRIP MT20 244/190 Weight: 113 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-9 cc bracing. REACTIONS. (lb/size) 7=766/0-3-8, 2=842/0-e-0 Max Horz 2=296(LC 12) Max Uplift 7=-430(LC 12), 2=-481(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/909, 34— 1049/699, 4-5=-8921'701 BOT CHORD 2-10=-1042/1181, 8-10=-5667757, 7-8=-566/757 WEBS 3-10=-359/384, 4-10=-28/286,5-7=-942/706 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=3.Opsf; h=15ft; B=45ft; L=24f ; eave=4R; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-3-13 to 1-8-3, Intedor(1) 1-8-3 to 9-0-0. Extedor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 20-9-4 zone;C-C for members and forces & MW FRS far reactions shown; Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water pending: 4) This truss has been designed for a 10.0 part 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 beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=430, 2=481. Thomas A Albani PE No.3938D MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 ® WARNING -Verify design parameferaend READ NOTES ON MIS AND MCLUUED MREKREFERANCEPAGEMII-74]a rev. lDAalpt5 BEFORE USE ' Design valid for use only with MBek®conneotom ihb design b bmed only upon parameters shown. and s for an individual building component, not a buss system. Before use. the building designer must verity the appilccbllity of design parameters and propedy Incomorate this design Into the overall building design.Bacing indicated is to prevent buckling of lncMdual fuss web and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fabrication. storage, delivery, erection antl bracing of fusses and truss systems seeAN$VrYIt Qua �y Cmnb, DSB89 and SCSI Building Component Satiny Infaanatione vallable ham Truss Plate Institute, 218 N. Ise Sheet, Sure 312, Alexandtla. VA 22314. Mal MiTek' 69M Parke East Bind. Tampa, FL M610 Job Truss Truss Type . Oty Ply WEINERT/057442 T16454051 75842 31 Hall Hip 1 1 Job Reference (optional) wnmuurs r rues, mc., run rierce, rL 8.240 s Dec 5 2018 MlTek Industries, Inc. Thu Mar 7 10:24:16 2019 3, Scale=1:37.1 4x4 = 3x4 = 3z4 11 4 16 17 18 5 19 6 3x4 = 24 II 3x8 = 6x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ved(LL) -0.21 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BIG 0.45 Vert(CT) -0.42 7-8 >595 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.81 Hom(CT) 0.02 7 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wmd(LL) 0.0510-13 >999 240 Weight: 116 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Ib/size) 7=766/02-8, 2=842/0-8-0 Max Hom 2=350(LC 12) Max Uplift 7=--443(LC 12), 2=-468(LC 12) Max Grav 7=784(LC 17), 2=855(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ili or less except when shown. TOP CHORD 2-3=-1332/797, 3-4=-927/567, 4-5=-795/589 BOTCHORD 2-10_ 983/1220, 8-10=-983/1220, 7-8=-436/527 WEBS 3-8=-489/447, 5-8= 239/417, 5-7=-758/650 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or7-4-11 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=3.0pst h=1 Sift; B=45ft; L=241t; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-3 13 to 1-", Interior(1) 1-8-3 to 11-", Extenor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 20-9-4 zono;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 prancing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=443, 2=468. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNWG-Vpr0ydesf9n pammereae end READ NOTES ONTN/SAND ANCLUDED UIlEKREFERANCEPAGEMI1­74M ee 1VA12G1SDEFORE 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, the building designer must verity the applicability of design parameters and properly Incorporate this dodger 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 stablllty and to prevent collapse won possible personal hjury and property damage. For general guldonce regarding the fabricationstorage. delivery, erection and bracing of trusses and mass systems. seeANSVrPII Cuatryryyy Criteria. DS9-09 and BCSI lidding Component 69M Parke East Blvd. Solely, lnformaflanwallabie from Truss Plate Inslitule, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type OIy Ply WEINERT/057442 T76454052 75842 B2 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:17 2019 Page 1 IDiz9CgZE7KNnC7aJeJvRmpo4fgl-6XBhtDwVibL4iG3BkXPw7BmT7140nZHJ70H9HPzdLBC -9-0 13.0.0 20-11-0 1-3.0 1 6-9-4 _i 6-2-12 1 7A1-0 US = 5 16 17 18 3x4 II 3x4 = 2x3 II JFO _ 3x4,= 6x8 = 6-9-4 13-0-0 20-11-0 6-9-4 6-2-02 7-11-0 Scale=1:41.7 Plate Offsets (),Y)— 15:0-5.4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.09 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.18 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.61 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.0710-13 >999 240 Weight: 1151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (Ib/size) 7=766/0-3-8, 2=84210-8-0 Max Harz 2=403(LC 12) Max Uplift 7=-459(LC 12), 2=453(LC 12) Max Grav 7=807(LC 17). 2=870(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1334/695, 4-5=-790/441 BOT CHORD 2-10=-932/1215, 8-1D=-932/1215, 7-8=-501/677 WEBS 4-10=0/260,4-8=-624/494, 5-8=-178/532, 5-7=-858/634 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 7-6-1 cc bracing. 1 Row at midpt 5-7 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=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 1IM-0, Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 20-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst 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 beadng plate capable of withstanding 100 Its uplift at joint(s) except (p=lb) 7=459, 2=453. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 QWARN/NG- Vedrydesignparametataand READ NOTES ON TN/SANDMCLODEDMREKREFERANCEPAGEM674m.v. 16Z32015BEFOREOSE Design volld for use only with Miler connectors. This design b based only upon parameters shown. and 4 for an individual building component not a hum system. Before use, the building designer must verify the applicobalty, of design parameters and propery Incorporate this tleslgn into the overall buldIngdeagn. Brocing Indicated is to prevent buctling of individual truss web Ond/or chord members only. Additional lempororyand 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, deWery, erectlon and bracing of trusses and truss systems. seeANSIMI I Quality Otters. DSB49 and SCSI Building Component Safety Info rnallanavoilable from Taus Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. 69N Page East BWd. Tampa, FL 33610 Job Truss Truss Type Oty P=Ral) T16454053 75842 B3 Half Hip 1 Job 6.Z4U s UBC 5 ZUl6 MI I eK Inoustnes. Inc. I nu Mar 7 1 U:Z4:16 ZUl a d 4x8 = 3x4 11 Scale = 1:45.8 a enRo 4 15 5 3x4 = 2x3 II 4ZO — 3x4 = 6x8 = LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/IPI2014 CSI. TC 0.36 BC 0.34 WS 0.28 Matrix -MS DEFL. in Van(CL) -0.07 Vert(CT) -0.16 Hom(CT) 0.02 Wind(LL) 0.11 (loc) Vidal Ud 9-12 >999 360 9-12 >999 240 6 n1a Na 9-12 >999 240 PLATES GRIP MT20 244/190 Weight: 1141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-0-1 oc bracing. WEBS 1 Row at midpt 5-6, 3-7, 4-6 REACTIONS. (lb/size) 6=714/0-0-8, 2=790/0-8-0 Max Ho¢ 2=457(LC 12) Max Uplift 6=-455(LC 12), 2=401(LC 12) Max Grav 6=721(LC 17), 2=793(LC 17) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1134/497, 3-4=-469/205 BOT CHORD 2-9= 795/1026, 7-9=-796/1019,.6-7=-295/354 WEBS 3-9=0/334, 3-7=-771/577, 4-7=-228/490,4-6=-703/585 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=3.Opsf; h=1 Sit; B=45ft; L=24tt; eave=4f ; Cat. II; Exp C; Encl„ GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-3-13 to 1-8-3. Interior(1) 1-8-3 to 15-0-0, Exterior(2) 15-0-0 to 194-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal 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 bottomchordIn 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) except 011=11b) 6=455, 2=401. Thomas A. Alban! PE No.39390 MTek UK Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WABNWG-Vedlydeslgnpemmer =dRaDNOTES ON TMISANUWCLUDEOMUEKN£FEBANCEPAGEM674Tamv. saT32715BU0REUSE. Design valid for use only with MI connectors. This design Is based only upon parameters snown, and Is for on IndMtlual building component, not a truss system. Before use, Me building designer must verify Me cppllcabYity of design parameters and properly Incarcerate this design Into the overall building design Bracing Indicated is to prevent buckling of individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with passible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Musses and Muss systems. seeANSVIPIT QUIT y CMdo. DSB-09 and BCSI Buldltg Component 6904 Parke East Bled. Safiy NtomsalbnwoYobte from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexondda, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply WEINERT / 057442 T76454054 75842 B4 Half Hip 1 1 Job Reference (optional) I=a, Inc., tort Fierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Thu Mar 7 10:24:18 2019 Page 1 ID:tz9CgZE?KNnC7aJeJvRmpozjfgl.aji35Mx7TvTxKOeOlEw9fPJi C90OW yNTEgOigadLBB 179-.6-075 5-0.0 26-01-3.0 6.0.5.-I 44 = 3v4 = Seale = 1:50.5 6.00 F12 3x4 = 3.4 = 3x6 = 3l = 3x6 II Plate Offsets (X,Y)-- I2:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) -0.10 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2011-14 >999 240 BCLL '0.0 ' Rep Stress Incr YES WB 0.88 HordCT) 0.02 8 We n/a BCDL 10.0 Code FBC2017/TP12014 Matil Wind(LL) 0.0711-14 >999 240 Weight: 127 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (Ib/size) 8=714/0-3-8, 2=790/0-8-0 Malt Hor2 2=511(LC 12) Max Uplift 8=-477(LC 12), 2=-379(LC 12) Max Grav 8=796(LC 17), 2=822(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1229/452, 3-5=-1033/380, 5-6=-277175, 7-8=-830/614 BOT CHORD 2-11=-833/1169, 9-11=-524/694 WEBS 3-11=-346/322, 5-11=-212/554, 5-9=-695/531, 6-9=-125/254, 7-9=-594/826 Structural wood sheathing directly applied or 6-0-0 cc puriins, except end verticals. Rigid ceiling directly applied or7-11-7 oc bracing. 1 Row at midpt 7-8, 6-9 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ff; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 17-0-0, Exterior(2) 17-0-0 to 19-4.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pst 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.Ops1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=477, 2=379. Thomas A Mani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING -VkMYdesl9n Parameters imd READ NOTES ON TN/SAND RICLUDEDMITEKREFERANCEPAGEMS7473 rev. ISTUsae1SBEFORE USE ' Design valid for use only with MTek® connectors. fill design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the bulldrig designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery. erection and bracing of trusses and Uuss systems, seeANSI/IPII Quality CMRM, DSS-69 and SCSI BuidhS Component 9alety hlarmatbrpvolable from Truss Plate InstlNte, 218 N. Lee Street Suite 312. Alexandria, VA 22314. MiTek' 69N Parke East Bit Tampa, FL 33610 Job Truss Truss Type Oty Ply WEINERT / 057442 T7645d055 75842 B5 Halt Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:19 2019 5s9 = 6.00 12 67 3x5 = 3x4 = 3s6 = 6s8 = 9-10-8 19.6.0 Scale = 1:56.4 Plate Ottsets(X,Y)— 12:0-0-00-0-41 I6:Edge0-2-8116:0-0-00-1-121 [7:0-1-120-0-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.27 8-10 >862 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0-43 8-10 >641 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(CT) 0.02 8 rJa Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1010-13 >999 240 Weight: 1071b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 8=71410-3-8, 2=790/0-8-0 Max Harz 2=564(LC 12) Max Uplift 8=-502(LC 12), 2=-354(LC 12) Max Grav 8=858(LC 17), 2=823(LC 17) FORCES. Ila) - Max. CompJMm Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196/353, 3-5=-970/264 BOT CHORD 2-10=-778(1147, 8-10=A37/602 WEBS 3-10=384/361.5-10=-221/657. 5-8=-829/605 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-2-2 oc bracing. 1 Row at midpt 7-8, 5-8 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24f : eave=48; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 19-0-0, Exterior(2) 19-M to 19-4-4 zone;C-C for members and forces BMWFRS 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.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 1001b uplift at joint(s) except 01=11b) 8=502, 2=354. Thomas A. Albani PE No.39380 hMek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNWG-VedlydeadO parametem and READ NOTES ON WOMD wCLUDED Mf(EKREFERANCEPAGEMIL74M.. 1010340156EFORE USE ' Design volid for use only Win Meek® connectors. This design 6 based only upon parameters shown, and Is for an Individual building component, not a true system. Before use, the building designer must veri the applicability of design parameters and properly Incorporate mis design Into me overall bulldingdesign, Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Acidii temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delNery, erection and bracing of trusses and truss systems. seeANSUTPll Quality Cmub, DSB49 and BCSI Building Component SMrrly btlarmalbtxrvolloble hem Truss Rote Imntu}e. 218 N. Lee street. Suite 312, Alexandria, VA 22314. 6904 Parke East 6Ntl. Tampa, FL 33610 Job Truss Truss Type 0ty Ply T16454056 75842 B6 Monopitch 3 1 �WEINERT/057442 Joh Reference (optional) 5.e4u s uec 011110 Nil I erc Inc. Inu mar I Iu:e4:eu eua repo l 6.00 12 6 3x5 = 3x4 = 3x6 = 6.8 = Scale = 1:56.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.28 7-9 >831 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.44 7-9 >527 240 BCLL 0.0 ' Rep Stress Mar YES W B 0.35 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.11 9-12 >999 240 Weight: 1081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or a-3-2 oc bracing. WEBS 1Row at midpt 6-7,5-7 REACTIONS. (lb/size) 7=714/0-3-8, 2=790/0-8-0 Max Hom 2=573(LC 12) Max Uplift 7=-506(LC 12), 2= 350(LC 12) Max Grav 7=866(LC 17), 2=823(LC 17) FORCES. (III) - Max. CompJMa :. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1194/341, 3-5=-971/257 BOT CHORD 2-9= 760/1146, 7-9=-407/589 WEBS 3-9=-387/365, 5-9= 234/672, 5-7=-826/577 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCOLU3.Opsf; h=15h; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-3-13 to 1-8-3, Interior(1) 1-8-3 to 19-4-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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, with BCDL= 10.Opsf. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 7=506, 2=350. Thomas A. Albani PE No.3938D MTek USA, Ina, FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING - Veri y tleslgn pemmetersama NEAR NOTES ON THIS ANDWCLUDED MREK REFERANCE PA GE MN-74M rev. 1603,M) IS BEFORE USE. • Design valld for use only with MITakO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the balding designer must verity me applicability of design parameters and properly Incorporate this tleslgn into me overall ale bulldIngdeslgn. Bracing Indicated is to prevent buckling of individual trussweb and/or chord members only. Addlllonat temporary and permanent bracing MiTek' Is always required for stobllliy and to prevent collapse with possible personal Injury and property damage. For general guldance regarding me fabrication, storage. delivery, erection and bracing of trusses and hum systems. seeMS1/RIl GualNv CNeM, D51419 antl l CSI Mltlbp Component 6904 Parke East Blvd. Safety Informotbmvc1clole from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexontltlo, VA 22 14, Tampa, FL 33610 Job Truss Truss Type Illy Ply WEINERT/Il57442 T76454057 75842 E37 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:20 2019 3.6 = Scale=1:57.4 6.00 Fl2 6 7 3x5 = 3x4 = 3x6 = 6x8 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/IP12014 CSI. TC 0.41 BC 0.52 WB 0.36 Matdx-MS DEFL, in (loc) Vdefl Lid Veri -0.26 B-10 >882 360 Vei -0.42 B-10 >549 240 Horz(CT) 0.02 8 n/a n/a Wind(L-) 0.10 10-13 >999 240 PLATES GRIP MT20 244/190 Weight: 1071b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 1 Row at micipt 7-8.5-8 REACTIONS. (lb/size) 8=714/0-3-8, 2=790/0-" Max Horz 2=561(LC 12) Max Uplift 8=-500(LC 12), 2=-356(LC 12) Max Grav 8=854(LC 17), 2=823(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/357, 3-5= 969/266 BOT CHORD 2-10=-780/1147, 8-10=-444/610 WEBS 3-10=-381/358, 5-10=-215/648, 5-8=-832/608 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=3.0psf; h=15tt; B=451i L=24N; eave=4ft; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exteritri-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 18-10-8, Exterior(2) 18-10-8 to 19-4-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 20.0psf 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= 11 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=500, 2=356. Thomas A. Albani PE No.39380 h1Tek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING -Vedlydesi itparemefera end READ NOTES ON TNWAND INCLUDED MITEKREFERANCE PAGEMIP7M mv.t ValsvDISEEFORE USE ' Design valid for use only with M6ekO connectors. This design Is based only upon parameters shown, and Is for on Individual buHding component, not a truss system. Before we, Me burning 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. Add hand temporary and permanent bracing WOW always required for stability and to prevent collapse with with possible personal injury and property damage, For general guidance regarding fine fabrication storage. delivery, erection and bracing of trusses and truss systems, seeANS]i Quality CMnb, DSB-59 and BCSI Balding Component 6eo4 Parke East Blvd. Safety Infarmallonavo loble from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Jab Thus Thus Type Day Ply WEINERT 1 G57442 T16454058 75B42 C HALF HIP 4 1 Job Reference (optional) was, Inc., ion Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:21 2019 Page 1 ID:tz9CgZE7KNnC7aJeJvRmpo4fgl_INBjNz7mgrWCIMyzNTsHlxCvMTLjOMvwdFMOAzdLB8 7-0.0 1-3-0 24)•0 5.0-0 6x8 i m F. 3x4 II Scale: 3/4'=1' 4x4 = 30 = 2-0-o 7-0.0 2-ao I 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.32 Vea(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.04 5-6 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.42 Horz(CT) -0.01 5 n/a Na Rep 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.03 5-6 >999 240 Weight: 331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=378/Mechanical, 2=649/0-8-0 Max Horz 2=117(LC 12) Max Uplift 5=-224(LC 9). 2=406(LC 12) FORCES. gla) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1001/1062 BOT CHORD 2-6=-961/863, 5-6=-951/871 WEBS 3-5= 895/976 BOT CHORD Structural wood sheathing directly applied or 6-0-0 do pudins, except end verticals. Rigid ceiling directly applied or 7-5-9 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=458; L=24ft; eave=4ft; Cat. II;, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-3-12 to 1-8-4, Interior(1) 1-84 to 2-0-0, Exteaor(2) 2-0-0 to 6-2-15, Interior(l) 6-2-15 to 6-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 girders) 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 ft=11b) 5=224, 2=406. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 471 lb down and 543 Ib up at 2-0-0 on top 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=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-54, 34=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 3=449 Thomas A Albert PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING- 9ed& dealga parameters and HEAD NOTES ON THIS AND INCLUOEOMNEKHEFEHANCEPAGEMIF74M rev. la'OY10/s DUOREUSE LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=378/Mechanical, 2=649/0-8-0 Max Horz 2=117(LC 12) Max Uplift 5=-224(LC 9). 2=406(LC 12) FORCES. gla) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1001/1062 BOT CHORD 2-6=-961/863, 5-6=-951/871 WEBS 3-5= 895/976 BOT CHORD Structural wood sheathing directly applied or 6-0-0 do pudins, except end verticals. Rigid ceiling directly applied or 7-5-9 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=458; L=24ft; eave=4ft; Cat. II;, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-3-12 to 1-8-4, Interior(1) 1-84 to 2-0-0, Exteaor(2) 2-0-0 to 6-2-15, Interior(l) 6-2-15 to 6-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 girders) 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 ft=11b) 5=224, 2=406. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 471 lb down and 543 Ib up at 2-0-0 on top 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=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-54, 34=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 3=449 Thomas A Albert PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING- 9ed& dealga parameters and HEAD NOTES ON THIS AND INCLUOEOMNEKHEFEHANCEPAGEMIF74M rev. la'OY10/s DUOREUSE Design valid for use only win MiTek® 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 applicabllity of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated a to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing always recurred for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding me fobrlcaflon, storage. delivery, erection and bracing of trusses and thus systems, seeANStm II Qua Bry CMedo, DSB-69 and BCSI BuldED Component Solely Inlortnalbrlavollobie ham Tnus Plata Instituia, 218 N. Lee Street, Suite 312, Alexontlrlo, VA 22314 { qW ��i��•iYY■■■ WOW 69N Parke East Blvd, Tampa, FL 33610 Job Truss Truss Type Ory Ply WEINERT / Q57442 T76454059 75842 D Half Hip 1 1 Job Reference (optional) u,namDers i was, Inc., ran Vier0i VL 8.240 s Dec 62018 MiTek Industries, Inc. Thu Mar 7 10:24:22 2019 d Scale = 1:57.9 445 = 3.8 = 3x6 = 2x3 II 45 = 4 19 5 20 6 7 21 22 a 14 12 1D 9 3.5 — 46 = 2.3 11 3x6 = 4x10 = 3,06 11 &11 = 1 Ung 1 17-0.9 1 24-11-7 33-0-0 o.n Plate Offsets (X Y)-- (2:Edge 0-0-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L-) -0.13 12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.2814-17 >999 240 BCLL 0.0 ' Rep Stress [nor YES WE 0.73 Horz(CT) 0.07 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Wind(LL) 0.19 12 >999 240 Weight: 1731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (Ib/size) 9=1214/Mechanical, 2=128B/0-8-0 Max Horz 2=296(LC 12) Max Uplift 9=-659(LC 12), 2=-727(LC 12) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2296/1566,3-4=-2045/1373,4-5=-1802/1317,5-7= 1690/1145,7-8=-1690/1145, 8-9=-1142/857 BOT CHORD 2-14= 1625/2029, 12-14=-1674/2269, 10-12= 1574/2269 WEBS 3-14=-339/356, 4-14= 261/592, 5.14=-540/345, 5-12=0/298, 5-10=668/495, 7-10=-453/456,8-10= 1294/1913 Structural wood sheathing directly applied or 4-8-2 oc pudins, except end verticals. Rigid ceiling directly applied or 5-9-7 oc bracing. 1 Row at midpt 5-14, 5-10, 8-10 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 1-11-13, Interior(1) 1-11-13 to 9-0-0. Extedor(2) 9-0-0 to 13-8-0, IntedOr(1) 13-8-0 to 32-10-4 zone;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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 9=659, 2=727. Thomas A. Albans PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 A WARNING -Verify design payarnatemandRIADNOTES ON THIS AND INCLUDED MMEVREFERANCE PAGE MX747r3m. flasatiVISBEFOREUSE �■�' Design valid for use only with Mgek® connectors. Ab 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 Me applicability of design parameters and properly Incorporate Mls 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 stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage: delivery, erection and bracing of trusses and truss systems. seeANSVrPIl Quality CMeda, DS549 and SCSI Building Component 6904 Parke East Blvd. Safety mformo8oncyc loble mom Luss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 2231A. Tampa, FL M610 Job Truss Truss Type Oty Ply WEINERT/057442 T76454060 75842 D1 Half Hip 1 7 Job Reference o tional e.14u s uea o ZVI0 Mu ex mausmes, Inc. i nu Mar r IU:Z4:LJ Laro rage 1 m C Scale = 1:57.9 48 = 2x3. 11 3x6 = &to = 3x4 11 4 21 22 235 6 7 24 25 8 I. 1. 1[ lu e 3x4 = 2.3 II 3x6 = 3x8 = 3x6 — 2x3 II 6xB = 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.38 Ve It -0.10 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.22 12-13 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.78 Horz(CT) 0.07 9 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrii Wind(LL) 0.1412-13 >999 240 Weight: 185111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 1Row at midpt 7-9 REACTIONS. (lb/size) 9=1214/Mechanical, 2=1288/0-8-0 Max Horz 2=350(LC 12) Max Uplift 9=-667(LC 12), 2=-718(LC 12) Max Gmv 9=1232(LC 17), 2=1336(LC 17) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2390/1486, 3-4=-1943/1274, 4-5=-1863/1296, 5-7=-1863/1296 BOT CHORD 2-15=-1602/2161, 13-15=-1602/2161, 12-13=-1231/1717, 10-12=898/1349, 9-10— 898/1349 WEBS 3-13=-519/427,4-13=-167/443,4-12=-146/300, 5-12=-414/426, 7-12=-502/671, 7-10=01320, 7-9=-1677/1114 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 1-11-13, Interior(l) 1-11-13 to 11-0-0, Exterior(2) 11-" to 15-8-0, Interior(1) 15-8-0 to 32-10-4 zone;C-C for members and forces 8 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 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, with BCDL= 10,OpsL 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 at=lb) 9=667, 2=718. Thomas A Albani PE No.39380 MTek USA, Inc. FL Carl 6634 6304 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 O WARNWG-Verity deafgn parameters and READ NOTES ON MIS AND INCLUDED MASK REFERANCE PAGE Ms,74TJ rev. taa3R016 BEFORE USE Design valid for use only with MTek® connectors. Its design Is based only upon parameters shown, and Is for an IncMdual building component, not �• a muss system, Before use, me building designer must verify the applicability of deslgn parameters and property incorporate this dedgn Into the overall building design. Bracing lndicoled is to prevent buckling of lndMdual truss web and/or Chord members only. Addlonol temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For generol guidance regarding the MOW fobricalion, storage, delNery, erection and bracing of trusses and muss systems, seeANSUIPII QUO14 Criteria, DSB-0e and SCSI Building Component Safety Infonnationavollabie from Two Nate Institute. 218 N. We Sheet. Sure 312. Alexondrta, VA 22314. 6901 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 01y Ply T76454061 75842 D2 Half Hip 1 1 �WEINEITI057442 Job Reference (optional) C;uw r,uuw 11 wa, nru., ran Melee, rL 6.24V s Use B 2U16 MI loll Industnes, Inc. Thu Mar 710:24:23 21319 Scale =1:57.4 4x6 = 2.3 11 3X6 = 3x10 = 3.4 11 4 21 22 23 5 6 7 24 25 8 15 .. 13 "' 12 •• 10 9 3x4 = 2x3 11 3x6 = 3x4 = 3,8 = 3x6 = 2x3 11 6x8 LOADING first) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TPI2014 CSI. TC 0.36 BC 0.39 WB 0.83 Matrix -MS DEFL, in (foe) Udell Ud Veit(LL) -0.10 12-13 >999 360 Vert(CT) -0.19 12-13 >999 240 Hom(CT) 0.07 9 n/a Ida Wind(LL) 0.12 13 >999 240 PLATES GRIP MT20 244/190 Weight: 194 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 9=1214/Mechanical,2=1288/0-8-0 Max Ho¢ 2=399(LC 12) Max Uplift 9=-676(LC 12),.2= 709(LC 12) Max Gmv 9=1278(LC 17), 2=1357(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2397/1416, 3-4=-1843/1164, 4-5=d610/1101, 5-7=-1610/1101 BOT CHORD 2-15=-1579/2173, 13-15=-1579/2173, 12-13=-1144/1618, 10-12=-733/1121, 9-10=-733/1121 WEBS 3-15=01266, 3-13=-643/499, 4-13=-196/501, 5-12=376/390, 7-12=-515/684, 7-10=0/332, 7-9=-1550/1011 NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151k B=451t; L=33ft; eave=4ft; Cat. II; Exp C;Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-3-13 to 1-11-13, Interior(1) 1-11-13 to 12-10-0, Extedor(2) 12-10-0 to 17-6-0, Interior(1) 17-6-0 to 32-10-4 zone;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 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical, connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 9=676, 2=709. Thomas A Alban! PE No.39380 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING -Peaty design Paremetera antl READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MX7473 rev. IMeJAW15 BEFORE USE ■ ' Design valid for use only with Mnek61 connectors. This design Is based only upon parameters shown, and Is for an individual building component not J�q a truss system. Before use, the bulltling designer must ven The applicabllfy of tlesign parameters and properly Incorporate this design Into me overall ice• burdingdesign. Bracing indicated Is to prevent buckling of lncMdual hussweb and/or chord members only. Additional temporary and permanent bracing t�/� Mffek' 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 hoses and truss systems. seeANSVTP11 Cual39 Criteria, DSO-09 and 6CS1 Building Component 6904 Parke East Blvd.Sa ety, Infotmaflonavollable from ttuss mote Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type • . city Ply WEINERT/ci57442 T76454062 75842 D3 Roof Special 1 1 Job Reference o tional •• . `� .p „C, I., i 0.Lvv 5 JUG o ZV to ml l e6 mousrrles, Inc. I nu mar l lu:z4:e4 Zu le S-Z4 6.00 12 4x4 = 3xB = 39 = 3x4 = 3xS = 4x5 = 3xB 4 2 18 3 4 5 19 20 6 17 V Crt I IUAL LCU., HHC NU I UtbibiNtV hUH LA I tHAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale=1:57.2 i-10-0 5-5-5 2-8-11 2-8-11 5-5-5 5-4-0 7-11-4 Plate Oftsets(XY)-- [7:0-7-00-2-81 [B:Edoe0-1-8] [1T0-2-40-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 10-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.39 10-11 >953 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 HOrz(CT) 0.15 9 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.2810-11 >999 240 Weight: 198 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-17: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 9=1149/0-7-4, 17=1149/Mechanical Max Holz 17=-99(LC 12) Max Uplift 9=-590(LC 12), 97=-628(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-466/262, 2-3=-408/275, 3-5=-1821/1260, 5-6=-1842/1315, 6-7=-2104/1362, 16-17= 1149/826,1-16=-1132/746 BOT CHORD 14-15=-752/1343, 13-14=-752/1343, 11-13=-1081/1821, 10-11=-2036/3188, 9-10=-2031/3196 WEBS 3-15= 1264/879, 5-13=-321/336, 6-1 1=-308/635,7-11=-1466/981, 7-10=0/277, 7-9=-3185/2021, 1-15=-673/990, 3-13=-449/640 Structural wood sheathing directly applied or 4-10-4 oc pudins, except end verticals. Rigid ceiling directly applied or 5-1-6 on bracing. 1 Row at midpt 3-15.7-11 2 Rows at 1/3 pts 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft;eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) 0-2-12 to 4-11-12, Interior(1) 4-11-12 to 18-2-0, Extedor(2) 18-2-0 to 21-3-12, Interior(1) 21-0-12 to 31-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 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 beading plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=590,17=628. Thomas A Albani PE No.39300 MTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING- Vedfxdeslgeparamete..dREADNOT SONTN/SANDINCLUDEOMREKREFERANCEPAGEM*7473rev. 10=2015HEFOREVSE Design valid for use only with MOeIds 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 properly Incorporate this design Into the overall build ng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is alwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII GualBy Criteria. DSB-89 antl 801 Building Component 69M Parke East Blvd. SafeM mformatbrxrvailabie from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexontlrio. VA 22 14, Tampa, FL, 33610 Job Truss Thus Type . Cy Ply WEINERT/Q57442 T16454063 75842 D4 Roof Special 1 1 Jab Reference (optional) aim _.. uss',iii a., arce. 8.2406 Dec b 2u16 WI ex industries, Inc. Thu, mar 1 miss:zb zul 9 vageI ID:tz9CgZE7KNnC7aJeJvRmpo2jfgl-t3diZI1Wg2LygVgkCDYoSt6olzlif75VrFDaZ�dLB4 3-10-0 10-0-0 16-2-0 21-6-0 26-3-14 31-5-4 3-10-0 6-2-0 + &2-0 5-4-0 4-9-14 ~ 5.1-6 Scale = 1:57.3 6.00 12 4.8 = 2x3 11 4x8 = 18 2 19 3 20 21 4 3x5 = 3.8 is 17 22 4x5 = 3x4 11 5 3ko — 7 23 24 lol BE 5 3 6 — 14 13 12 11 10 9 8 3x4 = 3x6 = 3x8 = 3x4 = 3x6 — 3x4 = 6x8 = 16 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 3-10.0 10-0-0 1&2-0 21 No 31-5.4 am n Plate Offsets(X,Y)— 12:0-5-40-2-01[4:0-5-40-2-0] [16:0-2-40-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.23 8-9 >999 360 MT20 244/190 TCDL '7:0 Lumber DOL 1.25 BC 0.55 Ven(CT) -0.48 8-9 >784 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.12 8 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.15 9-11 >999 240 Weight: 200 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' BOT CHORD 1-16:2x6 SP No.2 WEBS REACTIONS. (lb/size) 8=1149/0-7-4, 16=1149/Mechanical Max Horz 16=88(LC 11) Max Uplift 8=-600(LC 12), 16=-619(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-786/559, 2-3=-1372/1042, 3-4=-1372/1042, 4-5= 1786/1211, 5-6=-2485/1606, 15-16= 1149/11201834 BOT CHORD 12-14=-395/653, 11-12=-1000/1559, 9-11=-1627/2507, 8-9= 1049/1525 WEBS 2-14=-593/511,2-12=-674/1005, 3-12=-383/374, 4-12=-301/195,4-11=-342/648, 5-11=-1112(732, 5-9=-471/436, 6-9=-671/1156, 6-8=-1757/1232, 1-14=-645/955 Structural wood sheathing directly applied or 4-6-11 oc puffins, except end verticals. Rigid ceiling directly applied or 5-8-15 oc bracing. 1 Row at midpt 4-12, 6-8 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=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-2-12 to 3-4-8, Interior(1) 3-4-8 to 3-10-0, Extedor(2) 3-10-0 to 6-11-12, Interior(1) 6-11-12 to 16-2-0, Extenor(2) 16-2-0 to 19-3-12, Interior(1) 19-3-12 to 31-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a.10.0 pi 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 allareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except 61=11b) 8=600, 16=619. Thomas A. Altiani PE No.39380 61Tek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Data: March 7,2019 ® WARNING -Verily tleslgn pone fersarr READ NOTES ON THMAND/NCLUDED M/TEKHEFENANCEPAGEMX74M.re . I&AYde1SBEFORE USE Design valid for use only with MOeI� 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual toss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Criteria. DSB-89 and SCSI SuldhO Component Safety Inickinu bmvallable from Truss Plate Institute, 218 N. We Street, Suite 312, Alexandria. VA 22314, Fope1l' 1' ,y,(T 69M Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply WEINERT I Q57442 T16454064 75842 IDS Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:26 2019 Page 1 ID:tz9CgZE4KNnC7aJeJvRmpozjfgl-LFB4m518aMToleFw w3l_Se3dN7AOb9e4vy76NzdLB3 r1-3.0 7-1-4 13-8-0 18-10-0 23-0-0 27-2-0 32.6.0 9--3-14 44.5-4 1-& 4 6-612 5-2-0 4-2-0 4-2-0 5-40 5-9-14 6-1-6 Scale=1:80.5 i = 6.00 FIT 3x4 = 5.6 = 6 7 8 26 20 19 e — 3x5 = 3.4 11 6xB = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.13 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2516-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 14 >999 240 Weight: 271 lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc pudins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-19: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 10-12 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 12=1117/0-7-4, 2=523/0-8-0, 19=1701/0-8-0 Max Horz 2=417(LC 12) Max Uplift 12= 589(LC 12), 2=-240(LC 12), 19=-1002(LC 12) Max Gray 12=1117(LC 1), 2=534(LC 21), 19=1784(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-605/138, 5-6=-874/625, 6-7=-715/617, 7-8=-1273/1015, 8-9=-1441/1025, 9-10=-1338/900 BOT CHORD 2-20=-344/557, 19-20=-344/557, 18-19=-1395/1055, 5-18=-1363/1062, 16-17=-693/1038, 14-16=-1354/1957,13-14=-1353/1961, 12-13=-900/1338 WEBS 3-20=0/311, 3-19=-704/459, 5-17=-627/1000, 7-17=-687/531, 7-16=-251/438, 8-16=-170/390, 9-16= 911/679,9-13=-788/555, 10-13=-281/586,10-12=-1601/1079 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=3.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 3-1-9, Intedor(1) 3-1-9 to 18-10-0, Extenor(2) 18-10-0 to 23-0-0, Interior(l) 23-0-0 to 27-2-0, Exterior(2) 27-2-0 to 31-7-5, Interior(1) 31-7-5 to 44-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=1b) 12=589, 2=240, 19=1002. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6834 69U Parke East Blvd. Tampa FL 33610 Date: March 7,2019 ,&WARNING-Verdydeslgnpara..Am,and REAONOTES ON TN/SANDINCLUDED MIrEKREFERANCEPAGEMII-7473 rev. iGD32015BEFORE USE Design valid for use only with MiTek® connectors. This design 6 based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 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 frusses and trusssystems, weANSU711 GuatMyCModa, DSB49 antl BCSI Buldarg Compon*nf 6904 Palle East BNd. Safety Informallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexontlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type cry Ply WEINERT / Q57442 T76454065 75842 D6 Roof Special 1 1 Job Reference (optional) I russ, Inc., I-Ort Plerae, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:27 2019 Page 1 ID]z9CgZE?KNnC7aJeJvRmpo4fgl.pSkTzR2mLgbtwog6JdaGXIBCknUb7?xnlZihegzdLB2 S1- T-1-6 13-810 22100 252-0 1— 3580 42-6-0 40.5-0 ao 7-1-a cctz Tza 44-0 1 s4-o I 6-0-o coo 11-t141 Scale = 1:83.4 li 6.00 20 19 3x5 = 3.4 11 6xB = 5.6 = 26 4a 54 7-1-4 13dD 1'rB-0 2a-t0O 25-2-0 3D60 3a60 Qz 1 T-14 sznz o-a r� a4a s4a sea s-ao � ri Plate Offsets(XY)-- f6:0.6-00-2-81 (7:0-3-00-2-01 f10:0-3-00-2-01 LOADING (pso SPACING- 2-0-0 cSl. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(L-) -0.0812-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 VerhCT) -0.18 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.01 12 1 1 BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.10 14 >999 240 Weight: 282 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except- 5-19: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.2 REACTIONS. (Ib/size) 2=533/0-8-0, 19=1687/0-8-0, 12=1122/0-7-4 Max Horz 2=424(LC 12) Max Uplift 2=-246(LC 12), 19=-992(LC 12), 12=-593(LC 12) Max Gray 2=541(LC 21), 19=1736(LC 17), 12=1122(LC 1) FORCES. (lb) Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-619/174, 3-5= 185/256,5-6=-996/745, 6-7=-1023/926,7-8=-1204/928, 8-9=-1655/1206,9-10=-1311/949 BOT CHORD 2-20=-363/571, 19-20=-363/571, 18-19=-1350/1027, 5-18=-1275/1046, 16-17=-519/793, 14-16=-1146/1660,13-14=-881/1311, 12-13= 260/357 WEBS 3-20=0/310,3-19=-695/45q 5-17=-579/948, 6-17=-325/319, 6-16=-395/539, 7-16=-152/305, 8-16=-880/669, 8-14= 195/266, 9-14=-349/458, 9-13=-669/582, 10-12=-1070/822,10-13=-825/1256 Structural wood sheathing directly applied or 5-6-2 oc purlins, except end vedicals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=44ft; eavoi Cat. IC Ely C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-3-13 to 3-1-9, Interior(1) 3-1-9 to 20-10-0, Extedor(2) 20-10-0 to 29-7-5, Intedor(1) 29-7-5 to 42-6-0, Exterior(2) 42-670 to 44-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load 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=1b) 2=246, 19=992, 12=593. Thomas A. Alban! PE No,39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 WARNING-Vedry Oeslgnperdmetersann READ NOTES ON TUSANOINCLUDED 111117KREFERANCEPAGEMIF7473mv. rNDYL01515SFORE USE �■�' Design valid for use only with Mackay connectors. This design is based only upon parameters shown, and is for on lndivlduOl building component, not a hum system. Before use. Me building designer must verify the applicability of design parameters and properly incorporate this deagn Into Me overall +•t'�.il'�tl building design.Bracing indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and inns systems seeANSVIPB QUOIN, Omab, 0511d9 and BC51 Building Component 69M Padre East Blvd. Safety mfotmationo,ailable from Truss Plate Institute, 218 N. Lee Sheet, Sure 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WEINERT/057442 T16454066 75842 D7 Piggyback Base 1 7 Job Reference (optional) �,iiaomum , rase, rim., ra„ rie,ue, ri- 62405 Uec 8 Z01It MI I ek Industries, Inc. Ihu Mar 710:24:28 2019 rage 1 ID:tz9CgZE?KNnC7aJeJvRmpo4fgl-HeIrBn3O6zkW XyPJtL5V3W kNTBgSsVAxXDREAGzdLB1 4a-n-t2 -- 270.-2160 34A 30.-eE00 a4GAN. 0.1-111330 6$12 NO 0.S8 Scale=1:81.9 5x6 = 6.00 12 5x6 = 6 7 3x8 = 9 20 19 3x5 = 3x4 II 6x8 = 12 3x6 II - 74-4 13-4-0 11*0 2If1%1 25.2-0 28-6-0 34G0 40.6-0 43-10-044_4 7-1-4 6-2-12 0-40 7-2-0 440 1 3-4-0 6-0-0 6.0.0 3-4-0 0-7-4 Plate Offsets (X Y)-- f6:0-3-0 0-2-01 f7:0-3-0 0-2-01 110:0-3-0 0-2-01 LOADING (psf) SPACING-. 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(L-) -0.14 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.2316-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.80 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MS Wind(LL) 0.09 16 >999 240 Weight: 286 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except' 5-19: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except' WEBS 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=537/0-8-0, 19=1682/0-8-0, 12=1123/0-7-4 Max Horz 2=424(LC 12) Max Uplift 2=-247(LC 12), 19=-991(LC 12), 12=-593(LC 12) Max Gmv 2=544(LC 21), 19=1854(LC 17), 12=1178(LC 18) FORCES. (lb) -Max. Comp./Max. Ten: --All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-624/187, 3-5=-191/251, 5-6= 1046/748, 6-7=-8431/65, 7-8= 1749/1311, 8-9=-1498/1088,9-10=-686/577,10-11=-782/568,11-12=-1151/837 BOT CHORD 2-20=-364/576, 19-20=-364/576, 18-19=-1467/1028, 5-18=-1407/1046, 16-17=-669/1052, 14-16=-855/1311,13-14=-855/1311 WEBS 3-20=0/310, 3-19=-695/450, 5-17=-579/999, 8-16=-980/834, 9-13=-959/616, 11-13=-622/952,7-17=-525/384, 7-16=-744/1127 Structural wood sheathing directly applied or 5-6-8 oc pur ins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 9-13, 7-17, 7-16 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., (3Cpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-3-13 to 3-1-9, Interior(l) 3-1-9 to 20-10-0, Extedor(2) 20-10-0 to 28-6-0, Interior(1) 28-6-0 to 40-6-0, Exterior(2) 40-6-0 to 44-2-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 2=247, 19=991, 12=593. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Job Truss Truss Type Oty Ply WEINERTIQ57442 T16454067 75842 DB Piggyback Base 1 1 Job Reference (optional) —, .., i o, i i m. -_, i , e.Z4U s Uec a ZU1b MI I eR Industries. Inc. 1 nu Mar 11 U:24:3U ZU19 Face 1 Seale=1:81.9 Sx8 = Sx6 = 6 6x6 = 3x8 = 5x6 = 6.00 FIT 7 B 27 28 g 29 10 30 26 4xB J 4%B.G 3111 5 3x6 i 3x4 44 CP 25 9EA 3s6 = 18 17 16 15 32 14 33 13 12 O a 1 2 3x4 = 3x8 = 3x4 II 3.8 = axe II 0 3x6 — 21 20 3z4 = 3x5 = 3x4 11 6x8 = 7-1-4 13-0-0 13 0 20-10-0 2&2-0 26-6-0 32-6-0 38-6-0 4&10-0 44 A 4 I�� Plate Offsets(XY)-- 16:0-6-00-2-8117:0-3-00-2-01 rl O:0-3-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.07 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Ven(CT) -0.15 18-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.85 Hom(CT) 0.02 12 We n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MS Wind(LL) 0.0821-24 >999 240 Weight: 30416 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 5-20: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 9-16, 9-13 11-12:2x6 SP No.2 REACTIONS. (Ib/size) 2=543/0-8-0, 20=1673/0-8-0, 12=i l26/0-7-4 Max Hoot 2=424(LC 12) Max Uplift 2=-251(LC 12), 20=-985(LC 12), 12=-595(LC 12) Max Grav 2=543(LC 21), 20=1829(LC 17), 12=1163(LC 18) FORCES. (Ib) -Max Comp.ltulm Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-623/184, 5-6=-1011,755, 6-7=-1027/928, 7-8=-1157/1014, 8-9= 1181/1002, 9-10=-819/716, 10-11=-944i702, 11-12= 1110/853 BOT CHORD 2-21=-376/584, 20-21=376/584, 19-20=-1442/1027, 5-19=-1369/1045, 17-18=-533/839, 16-17= 793/1208,14-16=-790/1217,13-14=-790/1217 WEBS 3.21=0/309, 3-20=-695/450, 5-18=-576/950, 6-1 8=-31 6/323, 6-17=-360/535, 7-17=-311/387, 8-17= 840/584,9-14=0/304, 9-13=-729/449, 11-13=-585/910 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 BCOL=3.Opsh h=15ft; B=45ft; L=44ft; eave=5tt; Cat. II; E1Ia C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-3-13 to 3-1-9, Interior(l) 3-1-9 to 20-10-0, Extedor(2) 20-10-0 to 26-6-0, IntedoT(1) 26-6-0 to 38-6-0, Exterior(2) 38-&0 to 42-11-5, Intedar(1) 42-11-510 44-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for alive 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, with BCDL = I O.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=251, 20=985, 12=595. Thomas A Albani PE No.38380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 QWARNING- Verity design paremefen antl READ NOrES ON MIS AND INCLUDED M?EKREFERANCE PAGE MO-7413rev. 1002,2016 BEFORE USE �■�' Design valid for use only with Ml connectors. Na design is based only upon parameters shown, and is for on individual building component not o truss system. Before use, Me building designer must verity me appimbli of design parameters and properly incorporate this design Into Me overall i•�Y[j bustling all Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSVml1 Quality criteria, DSB419 and SCSI Bultlbp Component 69N Parke East Blvd. Safely Informatbrgvailabie from Truss Plate institute, 218 N. Lee sheet, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Tmss Truss Type 0ty Ply WEINERT/057442 T76454066 75842 D9 Piggyback Base 1 1 Job Reference (optional ".—, 6-' i..6 �cu....L 5.Z40 s Use b2Ul8 Inc. I hu Mar 710:24:31 2U19 Pagel Scale = 1:82.4 3.6 = axis — 3x8 = 6.00 12 3x5 — 6 7 25 26827 19 18 3x4 It Sys = 3x4 II 6x8 = 5x6 = 9 11 7-1-4 13-4-0 13 0 20-10-0 25-2-0 28-8-12 0-141 3fi-7-8 43-10-0 44-64 -,-a a�_,� aGRe ls., ., ..21 T. Plate Offsets (X Y)— 16:0-1-12 0,3-87 17:0-2-0 0-1-81 19:0-4-00-2-81 LOADING (psl) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 Vert(L-) -0.08 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.17 11-12 >999 240 BCLL 0.0 ' Rep Stress ]net YES WE 0.78 Horz(CT) 0.01 11 IJa n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Wind(LL) 0.0819-22 >999 240 Weight: 2941b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD 6-7: 2x6 SP No.2, 7-9: 2x4 SP No.3 BOT CHORD 2x4 SP M 30'Except- BOT CHORD 5-18: 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 2=546/0-8-0, 18=1670/0-8-0, 11=1127/0-7-4 Max Horz 2=424(LC 12) Max Uplift 2=-253(LC 12), 18=-982(LC 12), 11=-596(LC 12) Max Gmv 2=546(LC 21), 18=1829(LC 17), 11=1177(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-629/192, 5-6=-1016/749, 6-7=-1054/923, 7-8= 1056/931, 8-9=-904/793, 9-10=-1052!/65, 10-11=-1105/852 BOTCHORD 2-19=-380/590, 18-19=-380/590, 17-18=-1441/1052, 5-17=-136611072, 15-1fi=-537/851, 13-15=-702/1113,12-13=-702/1113 WEBS 3-19=0/309, 3-18=-695/450, 5-16=-557/955, 6-16=,329/308, 8-13=0/299, 8-12=-526/313, 10-12=-535/890, 7-15=-268/269, 6-15=-323/530 Structural wood sheathing directly applied or4-9-13 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 8-12, 8-15 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second. gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-3-13 to 3-1-9, Interior(1) 3-1-9 to 20-10-0, Exterior(2) 20-10-0 to 25-3-12, Inte ior(1) 25-3-12 to 36-7-8, Extedor(2) 36-7-8 to 42-10-15, Interior(1) 42-10-15 to 44-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending: 4) This truss has been designed for a 10.0 psf bottom 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, with SCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Ot=1b) 2=253, 18=982, 11=596. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 7,2019 AWARNING-Vvay'desl9. nmemsetersand All NOTES ONTNISAND INCLUDED MITEKREFERANCEPAGE W74TUrev.16TS2015BEFORE USE Design valid for use only with Mi 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 the overall ISM building design. Bracing Indicated Is to prevent buckling of Individual huss web and/or chord members only. Addlhonol temporary and permanent bracing MOW aiwayssequlred for stability and to prevent collapse with possible personal injury and properly th /damage. For general guidance regarding e fobAcation, storage, delivery, erection and bracing Of tnrsses and truss systems, seeANSVTPII CualflByy CIROM, OSS49 and SCSI Bultlbg Component 69N Parke East Blvd. Safety Infomtatbmvollabie from Truss Plate Institute, 218 N. use Sheet, Suite 312, Alexandria VA 22314, Tampa, FL 33610 Jab Truss Truss Type OIS' Ply WEINERT/057442 T16454069 75842 DA. Piggyback Base 1 1 Job Reference o iional rnamoers Truss, mc., Fort rierce, rL 8.24D s Dec 6 2018 MITek Industries, Inc. Thu Mar 7 10:24:32 2019 Page 1 1 D:tz9C9ZE7KNnC7aJeJvRmpo4fgl-APYM186vACEyOZ146BAREMu20oCKa17XSrPSl1 zdLAz l.3-Q 7-1-0 78.8-0 20.70.0 25-2-0 �6-7- 32-7-8 38-7-8 44.5-4 7-3.0 7-1-4 fi-6-72 7-2-0 4-4.0 1-5-8 fi-0.0 6-0-0 5-9-12 Scale = 1:81.9 Sx6 = 6.00 F12 Sx6 = 7 5x6 = 3x8 = 5x6 20 19 3xlo = 3.5 = 3x4 II 6.8 13(f�-0 20-1%1 %2-0 ?6.7-� 32-7-8 38-7-8 43-10.0 44rS4 7-1-4 fi-2.12 0-4-0 7-2-0 4-4-0 1-5-8 6-0-0 6.0.0 42.8 f474 Plate Offsets(X,Y)- f6:0-3-00-2-01 f7:0-3-00-2-01 f10:0-3-00-2-01 LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.07 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Ved(CT) -0.1417-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Hom(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.0820-23 >999 240 Weight: 293 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 5-19: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except' 11-12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-16, 9-13, 7-17 REACTIONS. (lb/size) 2=540/0-8-0, 19=1677/0-8-0, 12=1125/0-7-4 Max Horz 2=424(LC 12) Max Uplift 2= 249(LC 12), 19=-987(LC 12), 12= 594(LC 12) Max Grav 2=546(LC 21), 19=1863(LC 17), 12=1189(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2n3_ 628/180, 5-6=-1031/752, 6-7- 83Of783, 7-8=-1444/1162, 8-9=-1264/1006, 9-10=-8331709, 10-11=-959/696,11-12- 1138/852 BOT CHORD 2-20=-371/580, 19-20=-371/580, 18-19=-1476/1030,5-18=-1407/1049, 16-17=-682/1088, 14-16=-794/1241, 13-14= 794/1241 WEBS 3-20=0/309, 3-19=-695/450, 5-17=-581/995, 8-16=-780/679, 9-14=0/290, 9-13=-756/458, 11-13=-587/936, 7-17=-556/361, 7-16=-651/993 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=3.Opst h=15ft; 8=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-3-13 to 3-1-9, Intedor(1) 3-1-9 to 20-10-0, Exterior(2) 20-10-0to 26-7-8, Interior(l) 26-7-8 to 38-7-8, Extedor(2) 38-7-8 to 43-0-13, Intedor(1) 43-0-13 to 44-2-8 zone;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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=249, 19=987, 12=594. Thomas A. Albans PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 7,2019 OWARNING- Viahlydestgn paemetersend READ NOTES ON TUSAND INCLUDED MITEKNEFENANCEPAGEMD74Tarev. 10a320156EFONE USE Design volld for use only with MneIFN 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 verify 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 MOW 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 trusses and tnas systems, seeAN591P11 Quality Cdbrla. DSB49 and BCSI Building Component 69N Parke East NO. Safety Informatbrpvaiiabie from Truss Plate Insf l 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WEINERT/057442 T16454070 75842 DB Piggyback Base 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 Scale = 1:81.9 5x6 = 6.00 12 axis = 21 19 4x6 = _ 20 4x6 = 3� 3z4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42. Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(CT) -0.23 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.80 HOrz(CT) -0.02 18 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 16 >999 240 Weight: 286 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc puriins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 5-19: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 `Except- WEBS 1 Row at hill 9-13.7-17, 7-16 11-12: 2x6 SP No.2 REACTIONS. All hearings 5-4-0 except at=length) 2=0-8-0, 12=0-7-4, 20=0-3-8. (lb) - Max Horz 2=424(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 2= 250(LC 12), 18=-815(LC 12), 19=-184(LC 12), 12=-593(LC 12) Max Grav All reactions 250lb or less at joint(s) 20 except 2=520(LC 21), 18=1429(LC 17). 19=353(LC 17). 19=301(LC 1). 12=1122(LC 1) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-547/196; 3-5=-186/255, 5-6=-10D4/746,6-7=-807/761, 7-8=-1654/1322, 8-9=G415/1091, 9-10- 619/564,10-11=-731/555,11-12=-1093/833 BOT CHORD 2-21=-372/530, 20-21=-372/530, 19-20=-372/530, 5-18=-1370/1048, 16-17=-667/1016, 14-16=-857/1253,13-14=-857/1253 WEBS 3-19=-647/462, 5-17=-582/959, 8-16- 947/843, 9-16=-165/291, 9-13=-915/626, 11-13=-623/922,7-17=-496/387,7-16=-751/1036 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=3.Opsf; h=1511; B=45ft; L=44ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 3d-9, Intedor(1) 3-1-9 to 20-10-0, Exterior(2) 20-10-0 to 28-7-8, Interior(1) 28-7-8 to 40-7-8, Exterior(2) 40-7-8 to 44-2-8 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) N/A 4) Provide adequate drainage to prevent water ponding. 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 whom 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) Bearing at joint(s) 18 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 2501b uplift at joint 2, 8151la uplift at Thomas A. Alban] PE No.39380 joint 18, 1841b uplift at joint 19 and 593 lb uplift at joint 12. h1Tok USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 7,2019 Q WARNING- Vanfydesfgnparemefers and READ NOTES ON MIS ANDWCLUDED MITEKREPERANCE PAGE MIF74M.M. favapas,15BEPORE USE. Design valld for use only with MBek® connectoR. This design b based only upon parameters shown, and Is for on Individual building component, not a truss system, Before use, the building designer must verily the applicability of design parameters antl 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 real for stability and to prevent collapse wIm possible personal Injury and properly damage. For general guldonce regartling the fobticollon storage, delivery erection and bracing of trusses and truss systems, seeANSURII Quality CMulo, OSB.89 and BCSI Building Component Salety Informatio avoilable from Truss Plate Institute. 218 N. Lee street suite 312. Nexandrla, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Tress Type cry Ply WEINERT/057442 - T76454071 75842 DC Piggyback Base 1 1 Jab Reference (optional) `^..... "_•' •""• •^`-• ,emu ^c,w• r� d.24e 6 use b GU16 Ml l ex mammas, Inc. I nu Mar 7 10:24:34 2019 Fage 1 IDiz9CgZE?KNnC7asJeJvRmpozjfgl.6og6Rg79ipUgFtsSEbCvJn¢N3bs1 GBipvBuZNwzdl-Ax �1-3p 4.9-4 9-0-0 14,11-0 20-10-0 252-0 30-7 36-7-8 1 42-7-8 #5-4 1_ 4-9-4 4.2-12 5-11.0 5-11-0 4.4.0 5-5-8 6-0-0 6-0-0 1.9.12 Scale = 1:83.4 5x6 6.00 12 5.8 = 6 7 27 3x4 i 26 5x12 - 3x4 11 5z6 = 3x6 i 8 9 3x4 11 5 1 4 28 4x10 9 3 91 0 25 0 3z6 = 19 18 17 16 15 14 13 12 q 1 2 3x5 = 3x6 = 3x8 = 3.4 = 3x4 II 4x8 = 6x8'= cE9 3x6 = 21 3x5 = 3x6 11 8-&0 9-�0 14.11-0 20-00-0 25-2-0 30.]-e 36-7-8 42-7-8 84i0 0-4.0 5-11.0 5-11-0 4-0-0 5-5-8 6.0-0 (W-5-4 6-0-0 1.9-12' Plate Offsets (X Y)- 12:0-0-4 Edge] 16:0-3-0 0-2-07 r7:0-6-0 0-2-8] 110:0-3-0 0-2-07 LOADING (psi) SPACING-. 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.13 21-24 >788 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.30 21-24 >352 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Hmz(CT) 0.05 12 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.1621-24 >660 240 Weight:'275 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc pudins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 3-21: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-17, 8-16, 10-13 11-12:24 SP No.2 REACTIONS. (lb/size) 2=342/0-8-0, 21=1704/0-8-0, 12=1297/0-7-4 Max Horz 2=424(LC 12) Max Uplift 2=-400(LC 12), 21=-1043(LC 12), 12=-687(LC 12) Max Gmv 2=350(LC 21), 21=1785(LC 17), 12=1297(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-353/286, 3.5=-1572/975, 5-6=-1541/1126, 6-7=-1315/1099, 7-8=-1683/1228, 8-9=-157311125, 9-10=-1573/1125 BOT CHORD 20-21- 166611243, 3-20=-1606/1255, 17-19=-945/1335, 16-17=-958/1459, 15-16=-1456/2146,13-15=-1455/2149, 12-13=-284/392 WEBS 3-19=-113611529, 5-19= 296/359,6-17=-245/415,7-17=-402/270, 7-16=446!/29, 8-16=-944/710,8-13=-754/540, 9-13=-367/379, 10.13= 1019/1547,10-12=-1249/948 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=3.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2)-1-3-13 to 3-1-9, Interior(1) 3-1-9 to 20-10-0, Exterior(2) 20-10-0 to 29-7-5, Interior(1) 29-7-5 to 42-7-8, Exlerior(2) 42-7-8 to 44-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2, 1043 lb uplift at joint 21 and 687 lb uplift at joint 12. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3300 Date: March 7,2019 Job Truss Oty Ply WEINERT/057442T78454072 FmssType 75842 DD ase 1 1 Job Reference (optional) t.namoars .... inc., run rierue, rL U 24U s Ueo 6 Zulu MI lex Indusinee, Inc. Thu Mar 71024:35 2019 Pagel IDdz9CgZE?KNnC7aJeJvRmpo4fgl-a DUfA8nT7cXtl RfnJl8r_WX6?BY7esz8pe6vMzdLAw 11-3.0 4-9-4 9.0.0 14-11-0 20-10-0 25.2.0 32-7-8 38.4.10 445-4 1-3-tl 4-9.4 4-2-12 5-11-0 5-11-0 4-40 7-5-8 5.9-2 6-0-10 Scale=1:80.5 5x6 = 6.00 F12 5x8 = 6 7 3x6 G 3x4 ' 25 28 Ex12 = 3x4 11 4x6 5= 4 8 9 10 410 4 27 3 I` Y v 24 19 3.6 = 18 17 16 15 14 13 12 11 0 ^ 1 2 b 3x5 = 3x6 = 3xB = 3x4 = 4x6 = 3x4 11 4x10 = 3x6 II 20 3x5 = 3x6 11 8-8-0 2- 2 14-11-0 20-10-0 25-2-0 32-7-8 38-0-10 44-5-4 s.t s-n 4-n-n e.e.n zc.4 Plate Offsets (X,Y)-- [2:0-0-4 Edge] [6:0-3-0 0-2-01 [7:0-5-80.2-41 LOADING (pst) SPACING- 2-0-0 CSL DEFL in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.13 20-23 >788 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.3113-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.06 11 n/a rda BCDL 10.0 Code FBC2017lrP12014 .Matrix -MS Wind(LL) 0.18 13-15 >999 240 Weight:263 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M SO *Except' 3-20: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 11=1295/0-7-4, 2=336/0-8-0, 20=1711/0-8-0 Max Horz 2=413(LC 12) Max Uplift 11=-686(LC 12), 2=-102(LC 12). 20=-1043(LC 12) Max Gray 11=1295(LC 1). 2=347(LC 21), 20=1782(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/299, 3-5=-1563/959, 5-6=-1535/1112, 6-7= 1309/1082, 73=-1717/1189, 8-9=-1592/1064, 9-10=-1592/1064, 10-11=-1236/899 BOT CHORD 19-20=-1663/1244, 3-19- 1603/1256, 16-18=-935(1327, 15-16=-953/1469, 13-15= 1676/2506,12-13=-1674/2511 WEBS 3-18=-1143/1550, 5-18= 300/362, 6-16=-262(434, 7-16=-435/287, 7-15=-360/692, 8-15=-1191/842, 8-13=0/277,8-12= 1125/766, 9-12=-334/346, 10-12=-1270/1906 Structural Wood sheathing directly applied or 4-7-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-7-5 oc bracing. 1 Row at fill 7-16, 8-15, 8-12, 10-12 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=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 3-1-9, Interior(1) 3-1-9 to 20-10-0, Exterior(2) 20-10-0 to 29-7-5, Interior(i) 29-7-5 to 44-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed 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 truss to bearing plate capable of withstanding 686 lb uplift at joint 11, 1021b uplift at joint 2 and 1043 lb uplift at joint 20. Thomas A. Alban] PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING- Ver/lydeslgnparamefersaed READ NOTES ON TMISAND INCLUDED MmEKREFERANCEPAGEMe-7470 rev. 16R01VOISBEFOREDSE. Design valid for use only with MnekiD connectors. Ns design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Siccing Indicated Is to prevent buckling of Individual must, web and/or chard members only. Addlflonal temporary and Demomentbrocing It always required for stability and to prevent collapse Will passible personal Injury and property damage. For general guidance regarding the fabricator, storage, delivery, erection and bracing of musses and lass systemx seeANSVTPII Quamv Cmr.M, DSB49 and SCSI Binding Component Safety Infermatlornvoilable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. M OW MOW 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty ply WEINERT/057442 T16454073 75842 DE Piggyback Base 1 1 Job Reference (optional) I m run Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:36 2019 Page 1 ID:tzBCgZE?KNnC7aJeJvRmpozjfgl-2Bns W9PERkOVBOrLOFNOC3jzPYXkB56NTNfRozdLAv r1-3-0, 4-9-4 9-0-0 14-11-0 '1-3-0' 49d I 00.042-12 5.11-0 8.11-0 43 [ 210 3x4 = 6.0D 12 3x6 II 4x5= 5x6= 9-0-0 14-11-0 '1 to 25-2-0 28-3-0 9-0-0 5.11-0 5 11-0 4 Scale: 3/161 Plate Offsets (X Y)-- [2:0-044 Edeel [7:0-3-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.45 Ved(LL) -0.13 14-17 >791 3160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.30 14-17 >353 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Hom(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(ILL) 0.16 14-17 >657 240 Weight: 1721b FT=20% LUMBER- TOPCHORD BOTCHORD WEBS 2x4 SP M 30 2x4 SP M 30 *Except' 3-14: 2x6 SP No.2 2x4 SP No.3 REACTIONS. (Ib/size) 2=365/0-8-0, 14=1087/0-8-0, 9=699/0-3-8 Max Hom 2=534(LC 12) Max Uplift 2=-60(LC 12), 14=-747(LC 12), 9=-392(LC 12) Max Grav 2=365(LC 21), 14=1204(LC 17), 9=723(LC 17) FORCES.. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 421/190, 3-5=-773/376, 5-6=-546/391, 6-7=-440/442 BOT CHORD 13-14=-1085/854, 3-13=-1023/870, 10-12=-511/683 WEBS 3-12=-601/748, 5-10=-282/233, 7-10=-304/498, 7-9=-610/511 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-9 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exie C;,Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-3-1310 1-8.3, Interior(l) 1-8-3 to 20-10-0, Extedor(2) 20-10-0 to 28-1-4 zone;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 Muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 601b uplift at joint 2, 747 lb uplift at joint 14 and 392 lb uplift at joint 9. Thomas A Albani PE No.39360 kli7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 [late: March 7,2019 Q WARNWG-Verl/ydeelgnperametereand READNOFES ON TN/SANDINCLUDED KBEFERANCEPAGEM674n.re.. 1Mal10ISBEFORE USE ' Design valid for use only with MDeM connectors. this design 5 based only upon parameters shown, 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 the overall building design. Bracing Indicated is to prevent buckling of lndlyclualtruss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, WeANSVIPII Quality Ci tedo, 133829 and SCSI Building Component 69M Parke East Blvd. Safety Informakonsvalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type • • City Ply WEINERT/057442 T16454074 75842 OF Hip 7 7 Job Reference (optional) a.Z4U a Uec b zul m Ml l ex mausmes. mc. I nu Mar / I U:Z4:J/ ZUIa 48 = 4.4 = 3 4 15 6.00 F12 3x4 G 2 3x4 5 4x4 i yz `yyylll 3x4 — 10 9 8 ] 6 3x4 = 3x6 = 3x4 = 3x8 = 3x6 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 12 LOADS IMPOSED 8Y SUPPORTS (BEARINGS). Scale = 1:59.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017ITP12014 CSI. TC 0.81 BC 0.25 WS 0.46 Matdx-MS DEFL. Ve I(CL) Ven(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.04 10-11 >999 360 -0.08 10-11 >999 240 -0.54 6 n/a nfa 0.0510-11 >999 240 PLATES GRIP MT20 244/190 Weight: 1531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. 1-12: 2x4 SP M 30 WEBS 1 Row at micipt 2-8, 3-7, 4-7 REACTIONS. (Ib/size) 6=709/0-3-8, 12=70910-3-8 Max Harz 12=240(LC 12) Max Uplift 6=-462(LC 12), 12=-289(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 1-2=-812/574, 2-3=-491/406, 3-4=309/393, 4-5= 372/366, 11-12=-709/402, 1-11=-648/437, 5-6=-670/645 BOT CHORD 10-11=-664/427, 8-10=-685/774, 7-8=-316/393 WEBS 2-8=-491/473, 3-8= 239/372, 3-7=-445/358, 1-10=-22/623, 5-7=-421/527 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=4.2psf; BCDL--3.Opsh h=15h; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-2-14, Exterior(2) 13-2-14 to 19-3-10 zone;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSVTP1 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 462 lb uplift at joint 6 and 289lb uplift at joint 12. Thomas A Albani PE No.39300 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Job Thus Truss Type Oty Ply WEINERT / 057442 T76454075 75842 DG Hip 1 1 Job Reference (optional) vum uuc.• r^c,ec.. •- a.4 4o s use o Zme MI I eR mousmes, Inc. nu Mar I IU:L4Sfa LUIe rage 1 ID:tz9CgZE?KNnC7aJeJvRmpozjfgl_ZvdHBBgm2_5kU9ETRHrTd82yDE_C4pPgmmWhzdLAt 6-10.8 12-9-8 15-1-0 6-10.8 5-11-0 H 2-3-8 4x6 = 5x6 = Scale=1:44.8 A nnF'o 2 10 11 12 3 Sx6 3x4 II 3x8 = 6xB = LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING-. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress locr YES Code FBC2017/rP12014 CSI. TC 0.55 BC 0.34 WB 0.53 Matrix -MS DEFL, in Ven(LL) -0.14 Vert(CT) -0.23 Hom(CT) -0.00 Wind(LL) 0.01 (fee) Vdefl Ud 5-6 >999 360 5-6 >780 240 5 n/a n/a 5-6 >999 240 PLATES GRIP MT20 244/190 Weight: 108 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=547/0-3-8.5=547/0-3-8 Max Horz 7=123(LC 12) Max Uplift 7= 247(LC 12), 5=-333(LC 12) Max Grav 7=547(LC 1), 5=580(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-422/292, 2-3=-330/380, 1-7=-496/388 WEBS 2-6=-208/318, 3-6=-250/338, 1-6=-124/339, 3-5=-466/494 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=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 6-10-8, Extedor(2) 6-10-8 to 11-1-7, Interior(1) 11-1-7 to 12-9-8, Exterior(2) 12-9-8 to 14-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 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, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 7 and 3331b uplift at joint 5. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 A WARNING - Verlrydesiga pammefersand READ NOTES ON TNISANDINCLUDED MIIEKREFENANCEPAGEM67479 rev. 1aNMm5 BEFORE USE. �■t Design valid for use only wMBek6 connectors. This design 6 based only upon parameters shown, and Is for on individual building component, not thlm a truss system. Before use, e building designer must verify Me oppllcobillty of design parameters th and properly Incorporate this design Into e overall +.��q bulldingdesign. Bracing Indicated Istoprevent buoklingoflndivlduoltrusswebend/or chord members only. Additional temporary and permanentbracing MiTek' Is always required for stability and to prevent collapse Wth possible personal hlury and property damage. For general guidance regarding the fabricoflon storage, delNery. erection and bracng of trusses and truss systems, seeANSVwll Quality Criteria. DSB.69 and SCSI Building Component 69N Parke East Blvd. Safety hrferma6erwoiable from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312. Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type I Dry Ply WEINE13T / Q57442 T76454076 75842 DH Roof Special 1 1 Job Reference (optional) rues, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:38 2019 Page 1 ;7aJeJvRmpozjfgl--ZvdHBBgm2 5kU9ETRHrTd82HDDkC7l PgnsmWhzdLAt J. — 6x8 = Scale =1:33.4 �d T ATE FIT 1ED 9-9-12 3-1-0 3-3-0 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TIC 0.53 Vart(LL) -0.18 7-8 >845 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Veri -0.36 7-8 >420 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Hom(CT) 0.01 6 rda n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Winil(LL) 0.01 7-8 >999 240 Weight: 811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=69/0-1-8, 8=461/0-7-4, 6=583/0-3-8 Max Horz 8=167(LC 12) Max Uplift 5=-78(LC 12), 8=-233(LC 8), 6=-381(LC 12) Max Grav 5=79(LC 17), 8=461(LC 1), 6=583(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ill or less except when shown. TOP CHORD 2-3=-090/65, 4-6=-230/293 BOT CHORD 7-8=-481/450, 6-7=-225/379 WEBS 2-8=-491/299, 2-7= 79/310, 3-7=-113/316,3-6=-55M324 Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 o s bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45tt; L=24ft; eave=4R; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Iniedor(1) 3-1-12 to 9-9-12, Extedor(2) 9-9-12 to 12-9-0, Interior(1) 12-9-0 to 16-1-0 zone;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 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 fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 5, 2331b uplift at joint 8 and 381 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. Thomas A. Afbani PE No.39380 MiTek USA, Inc. FL Cart 669 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 O WARNING-Venfydes19npardmetel..d READNOTES ON THISAND INCLUDED MmEICREFERANCEPAGEMIF747S rev. IaT34101SBEFORE USE Design valid for use Chi MIMM connectors, This design Is based only upon parameters shown, and is for on IntlMtlual building component, not �• a cuss system. Before use, ire building designer must verity the opplicabilty of design parameters and properly Incorporate this design Into the overall builtlingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Atldtional temporary and permonentbrocing MiTek' is always required for sicirety 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. seeANSVIPII Saul CMeda, DSB-89 and BCSI Budding Component Safely mfonnationavoiloble from Truss Plate Institute, 218 N. Lee Si Suite 312: Alexandria. VA 22$14, 69M Parke East Bald. Tampa, FL 33610 Job Truss ERTIQ57442 T76454077 75842 DJ Special 3�;����JWb ference(Option. o tional I was, Inc., Fort Farce, FL 8.240 a Dec 6 2018 MiTek Industries. Inc. Thu Mar 7 10:24:39 2019 IgScale =1:33.4 TE T :D 3x4 11 3x4 = 5x6 = 7-9-12 5-1-0 3-3-0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Ven(CT) -0.16 6-7 >974 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.46 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Wind(LL) 0.02 6 >999 240 Weight: 751la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 7=458/0-7-4,4=59/0-1-8,5=59510-3.8 Max Horz 7=221(LC 12) Max Uplift 7=-212(LC 8), 4=-67(LC 12), 5=-405(LC 12) Max Gmv 7=458(LC 1), 4=66(LC 17), 5=613(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=,385/290, 1-2=-733/193, 3-5=-289/286 BOT CHORD 6-7=-314/198, 5-6=-434/735 WEBS 1-6=-131/656,2-5=-794/468 Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. Rigid ceiling directly applied or 10-0-0 no bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=45f; L=2411; eave=4f ; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 16-1-0 zone;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 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 at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 7, 67 lb uplift at joint 4 and 405 lb uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 7,2019 AWARNING -Vedfydesf9nParzmetereardREAONOTESONrNISANOINCLUDED MIIEKBEFERANCEPAGEMM1]4Mnev.10daY1015BEFOREUSE Design valid for use only with MBel119 connectors. Oils design Is based only upon parameters shown and Is for an IndMduol bulltling component, not ��' a truss system, Before use, the building designer must veiny Me applicability of design parameters antl properly Incorporate this dedgn Into the overall building tleslgn. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members ordy. Additional temporary and permanent bracing Is always required for starchy and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the MiTek' fabrlcotlon. storage: delivery, erection and bracing of muses antl taus systems, seeANSUfPII Quality Criteria. OS049 and SCSI Bulding Component Safety Informatbrrovorobie from Tnrss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. 6904 PaAe Ent Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply WEINERT/Q57442 T16454078 75842 E Half Hip 1 1 Jab Reference (optional) 31 leers I rasa, Inc., ran Fierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:40 2019 Page 1 IDiz9CgZE?KNnC7aJeJvRmpo4fgl-xytNitCwHlEpzoJcasJJY2DOYOuZgzUl5LtaazdLAr -1-30 4-9-49-0-0 13-7-0 I 18-6.0 , 1.3.0 4-9-0 42-12 47.4 4-10-12 44 = 3x4 = 55 16 Scale = 1:33.1 3.4 II 3.4 9 J" = 6.8 = Plate Offsets (X,Y)-- [2:0-2-10 0-1-8] LOADING (psQ SPACING- 2-0-0 CST. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.14 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.29 7-9 >755 240 BCLL 0.0 ' Rep Stress Mar YES W S 0.59 Hom(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(ILL) 0.04 9-12 >999 240 Weight: 971b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 2=753/0-8-0, 7=677/0-6-0 Max Horz 2=296(LC 12) Max Uplift 2=-431(LC 12). 7— 386(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-1 l38/768, 3-4=-864/552, 4-5— 723/566 BOT CHORD 2-9=-918/1027, 7-9=-442/527 WEBS 3-9=-358/396, 5-9=-177/328, 5-7= 706/606 Structural wood sheathing directly applied or 6-0-0 oft puriins, except end verticals. Rigid ceiling directly applied or 7-8-0 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=4.2psh BCDL=3.Opsf; h=15tt; B=45ff; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMedor(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 9-0-0, Extedor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 18-4-4 zone;C-C for members and forces 6 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 psi 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 hearing plate capable of withstanding 431 Its uplift at joint 2 and 386 lb uplift at joint 7. Thomas A. Alban! PE No.39380 h1Tek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 QWARNING-Vetltydeslgn parzmeren antl READ NOTES ON TRISMDWCLUDWMREKREFERANCEPAGEM674lore.. la9Y1o1SBERDRE USE Design valid for use only with M9ea connectors. Ins 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 Me applicability of design parameters and properly Incorporate MIs 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 stability and to prevent collapse with posy ie personal injury and property damage. For general guidance regarding the fabrication, storage. delNery, erection and bracing of trusses and truss systems, SeeAN3UIP11 Quality Clash, DSM9 and SCSI Building Component Safety tnformatkax citable from rmss Plate Institute,218 N. Lee Street, Suite 312, Alexanddo, VA 22314. MiTek' 69M Parke East BNd. Tampa, FL 33610 Job Truss Truss Type - city Ply WEINERT/057442 T16454079 75842 E1 Half Hip 1 1 Job Reference (optional) unamoers n russ. Inc., Fen Yteme, bL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:40 2019 4x6 — Scale = 1:36.3 3x4 II 4 5 6 5 3x4 = 2!3 II — 3x4 = 6.8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress their YES Code FBC2017TFP12014 CSI. TC 0.46, BC 0.28 WE 0.36 Matrix -MS DEFL. in Vert(LL) -0.07 Ven(CT) -0.14 Horz(CT) 0.02 Wind(L-) 0.04 (too) I/defl Ud 6-7 >999 360 6-7 >999 240 6 n/a n/a 9-12 >999 240 PLATES GRIP MT20 244/190 Weight: 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-3 act bracing. WEBS 1 Row at midpt 4-6 REACTIONS. (lb/size) 2=75310-8-0, 6=67710-6-0 Max Horz 2=350(LC 12) Max Uplift 2=-416(LC 12), 6=401(LC 12) Max Gmv 2=773(LC 17), 6=693(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1171/647, 3-4=-726/431 BOTCHORD 2-9=-847/1065,7-9=-847/1065,.6-7=-480/628 WEBS 3-7=-511/422, 4-7=-151/446, 4-6= 759/578 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=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exis C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-3-13 to 1-83, Interior(i) 1-83 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 18-4-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4161b uplift at joint 2 and 401 lb uplift at joint 6. Thomas A Albert PE No.39369 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 0 WARNING- Vedly deal9n parameters antl READ NOTES ON TNLS AND 0lCLUDEU MITEK REFERANCE PAGE MIF747J rev. 1621Y1015 BEFORE USE. Design valid for use only with MiTek® connectors, Mir design Is based only upon parameters shown, and Is for an individual building component, not a truss system, Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bulldingdeslgn. Bracing indicated is to prevent buckling of Individual truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' Is alwoys required for stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabticatlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSUfPil CualBv Crisis, DSM9 and ®CSI Butahp Component 6904 Parke East Blvd. Safety Informationevollable from Truss Rate Institute. 218 N. Lee Street SL'de 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type pry• Ply WEINERT/057442 T76454080 75842 FGA FLOOR 2 2 Job Reference o Donal • . ..,,., . ,,, . o.z•ru 6 wec o eu m mu ex inausmes, Inc. i nu mar I i u:dn:v l [u i a rage i IDaz9CgZE7KNnC7aJeJvPlmpozjfgl.P8blwDDY2zMgbyuo8agY5FmdtOLyPZprW 15070zdLAq 1 3x4 = 5 2 3x4 II Scale =190.4 4 3 3x5 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Moll Ud PLATES GRIP TCLL 40.0 Plate Gdp DOL 1.00 TC 0.32 VOI(LL) 0.00 4 "" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.00 Vert(CT) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matdx-MP Weight: 21 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=561/Mechanical, 3=717/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-4=-553/0, 2-3=-710/0 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 now at 0-9-0 do. 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 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) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (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 (pit) Vert: 1-5= 246(F=-109), 2-5=-137, 3-4=-10 Concentrated Loads (Ib) Vert: 5= 941 Thomas A. Albani PE No.39390 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 A WARNING- Ved(ydeslydperemetehsend READ NOTES ON THISANDINCLUDW MI/EI(REFFAANCEPAGEM6T4YJree 10,012015BEFORE USE Design valid for use onlywifh MRekO connectors. This design 6 based only upon parameters shown, and Is for on Inc Mdual building component, not �' a truss system. Before use, me building designer must verify the oppllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing M)1ek Is always required for stability and to prevent collapse win posvble personal Injury and property damage. For general guldcnce regarding Me fabrication. storage, delivery, erection and bracing of Musses and hwa systems seeANsVTPil Cualtly Criteria. 05B89 and BCSI Suldbp Component 6904 Parke East Blvd. Safety Inronnotbrwaiiable from Truss flute Institute,21B N. Lee Sheet Suite 312 Alexontldo, VA 22314. Tampa, FL 33610 Job Truss Truss Type • City Ply WEINERT I Q57442 T76454081 75842 FGB Flat Girder 2 1 Job Reference (Optional) roes, inc., rod Pierce, FL 3x4 It 4 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:41 2019 Page 1 ID:tz9CgZE?KNnC7aJeJvRmpozjfgl-P8blwDDY2zMgbyuoBagY5FmeycUPZprW15070zdLAq 2 3.4 It 3x4 = Scale=1:10.4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25, Vert(ILL) -0.00 4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 4 240 Weight: 11 Ib FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Siructuml wood sheathing directly applied or 1-10-8 oc purtins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=254/Mechanical, 3=393fMechanical Max Uplift 4=-151(LC 4). 3=-234(LC 4) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/239 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 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 beading plate capable of withstanding 151 lb uplift at joint 4 and 234 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 462lb down and 275 lb up at 4-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads PI) Vert: 1-5=-54, 2-5=-163, 3-4= 20 Concentrated Loads,(li Vert: 5=-462 Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 0 WARNING-VeNry Cevgn parameters and READ NOTES ON THMANOMCLUBEBMfTEKREFERANCEPAGEM67479rev. 10N 015BEFORE USE Design valid for use oNy with Mrek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not HV 11• a 4ussystem. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate MIS design Into Me overall buildingdeslgn. Bracing indicated Is to prevent buckling oflndNidualtruss, web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collcpse with possible personal Injury and property damage. For general guidance regarding the fob4aollan storage, delivery, erection and bracing of trusses and truss systems. weANSVIPII Quality Criteria. OSB-89 antl SCSI Bull Component 6904 Parke East Blvd. Safety Infomtatbmvoilable from Truss Rote Institute, 218 N. Lee Street, Suite 312, Aiexandrlo. VA 22314, Tahoe, FL 33610 Job Truss Truss Type Otty Ply WEINERT/057442 T16454082 75842 G Common 3 1 Job Reference (optional) 0.c4a5 Uea o cu la Na ea mausmes, Inc. Inu mar I Iu:e4:4e emu 45 = 3 3.4 = Scale = 1:25.9 m Ia 6-8-0 6-8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(L-) -0.05 6-9 >999 360 MT20 244/100 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.09 6-9 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.12 Hom(CT) 0.01 4 We rJa BCDL 10.0 Code FBC2017/TPI2014 Matriz-MS Wind(LL) 0.06 6-12 >999 240 Weight: 51 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=564/0-5-8, 4=564/0-5-8 Max Horz 2=147(LC 11) Max Uplift 2= 358(LC 12); 4=358(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-692/474, 3-4=-692/475 BOT CHORD 2-6=-240/556, 4-6=-240/556 WEBS 3-6=-36/307 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 ad 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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; B=45ft; L=24f; eavei Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 6-8-0, Exterior(2) 6-8-0 to 9-8-0, Intenor(1) 9-8-0 to 14-7-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 3581b uplift at joint 2 and 358 lb uplift at joint 4. Thomas A. Albert PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 0 WARNING -Veritydes/gnparemefersand HEADNOTES ON TMSAND INCLUDED MmEKREFERANCEPAGERX74T4rev. 10,103 015BEFOREUSE Design vend for use only with MTGM connectors. III design a based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicobilhy 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 olways required for stability and to prevent collopse with possible personal Injury and property ticui For general guidance regarding the fabrication, storage: delivery. erection and bracing of busses and huss systems. seeANSVIPiI Quality CR.da, OSO-89 and SCSI Building Component. Softly Informational from Truss Plate Institute,218 N. Lee Sheet Suite 312, Alexandria, VA 22314, ��• MiTek' 6904 Parke East Blvd. Tampa, FL 33610 '. Job Truss Truss Type city Ply WEINERT/ci57442 T16454083 75842 GFA ROOFTRUSS 1 1 Job Reference (optional) unamoers I hiss, Inc., ran rates, rL 8.240 s Dec 6 2016 MiTek Industries, Inc. Thu Mar 7 10:24:43 2019 Page 1 ID:tz9CgZE?KNnC7aJeJvRmpo4fgl-LKWKvEoaacOgG26F_tOAgry5El5tNWe 2a%BuzdLAo p-2-0, 1-to-12 3-11-0 .2. t.8.12 2.0-4 1 3x6 = 6x8 = 7xB = 3x4 = 3 3x4 II 7HUS26 5 8HUS26 4 US = US = Scale = 1:10.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber COL 1.00 Rep Stress ]nor NO Code FBC2017/TPI2014 CSI. TC 0.33 BC 0.60 WE 0.44 Matrix -MP DEFL. in Vert(LL) -0.01 Vert(CT) -0.01 Horz(CT) 0.00 Wind(LL) 0.01 (loc) Well Ud 4-5 >999 360 4-5 >999 240 4 n/a n/a 5 >999 240 PLATES GRIP MT20 244/190 Weight: 241b FT=20% LUMBER- SPACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-0 cc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=3401/Mechanical, 4=983/Mechanical Max Uplift 6=-1815(LC 4), 4=-398(LC 4) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 18=-2978/1647, 1-2= 749/301 BOT CHORD 4-5=-3017749 WEBS 2-5=-167/379, 2-4=-874/351, 1-5=-367/915 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent Water porting. 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1815 lb uplift at joint 6 and 398 Ib uplift at joint 4. 7) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 0-11-12 from the left end to 2-11-12 to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2709 Ib down and 1431111 up at 08-8 on top chord. The desigrdselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-54, 4-6= 20 Concentrated Loads (lb) Vert: 1=-2364 7= 882(F) 8=-881(F) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING -Veritydesl9e Paremefersand READNOTES ON THMANDMCLUDMUffE RUERANCEPAGEMIP74m.re.. IG=2015 BEFORE USE �■■' Design valid for use only with Mire& connectors. this design Is loosed only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the building designer must verify the appllcobilty of design parameters and propedy incorporate this design Into the overall buiidingdesign. Bracing Indicated Is to prevent buckling of individual hussweband/or chord members only. Additionoltemporcryondpemonentbrocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the fobricaiion storage, delivery. erection and bracing of trusses and muss systems seeANSXMII Cualih CkaM, DSB-89 and BCS1 Building Component 69U Parke East Blvd. Safety Informatbfwaiiabie from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL:33610 Job Truss Truss Type city Ply WEINERT/057442 T16454084 75842 GFB Flat Girder 1 2 Job Reference (optional) Ch,unbvns cuss, ma, run Pierce, FL 8.240 s Dec 6 2018 MiTek Industnes, Inc. Thu Mar 7 10:24:43 2019 Page 1 ID:tz9CgZE?KNnC7aJeJvRmpozjfgl.L%i W KvEoaacOgG2BF_tOAgmE?stTU8_2aXBuzdLAo 14141 4-4 2-842 31-11-0 -4.4 t-2-B 1 4 4 3x4 = 2 2x3 II 3 2x3 II 7 6 z3 II 3x4 = 4 3x4 II Scale= 1:10.2 3x4 II 8 3x4 II 1.44 2-6.12 3-11-0 144 128 144 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 6-7 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Corte FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 6-7 >999 240 Weight: 38 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=580/Mechanical, 5=580/Mechanical Max Uplift 8=-345(LC 4), 5=-345(LC 4) FORCES. (lb) - Max. Camp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-8=-459/282, 4-5=-359/223 WEBS 1-7=-165/278, 2-7= 280/190 Structural wood sheathing directly applied or 3-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131°x3°) nails as follows: Top chords connected as follows: 2x4'- 1 row at 0-9-0 do. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C;Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This muss 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 Ib uplift at joint 8 and 345 Ito uplift at joint 5. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-300(B=-246), 5-8=-20 Thomas A. Alban! PE No.39380 MTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 0 WARRING -Veraydesignpammelers and READNOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIN4Tarev. 10,113,2015BEFORE USE Design valid for use only with Mlreaconnectors. Iris design is based only upon parameters shown, and is for an Individual building component not ®® �� amass system. Before use, the buliding designer must verify the applicability of design parameters and property Incorporate tints design Into e overall Nat building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only. AdOitlonal temporary and permanent bracing M!Tek* Is always required for stablIffly and to prevent collapse with poWeble Personal Injury and property damage. For general guidance regarding Me fabrication, storage: delivery, erection and bracing of hums and truss systems. seeANSVWIf Qua' Criteria. OSB.69 and 801 Building Component 6904 Parke East Blvd. Safely inlormaftorgvoiloble from Truss Plate Institute, 218 N. Lee Sheet Sulfa 312, Alexontlrio, VA 22314, Tampa. FL 33610 Job NSS runs ype . . y y WEINERT/GS]442 T16454085 ]5842 GR1 HALF HIP GIRDER 1 �f 2 Job Reference (optional) Scale = 1:38.4 3x4 II 6.00 12 4 3x4 6 2x3 II 3x8 = 3x6 = 2x3 It SOD = 2x3 II 3x10 = 6x8 — 3 26 27 6 7 -B 9 28 29 10 11 12 i1 2 20 19 18- 17 16 1524 25 14 3x4 = 3x4 = 3x4 II 3x8 = 2x3 It 7xB = 3x4 II 13 5x10 = 3x6 II 2-3-4 4-0.0 6-10-14 9-8-i 12-5.3 15-2-5 17-11.8 20-8-14 20-1 -6 2-34 h8-12 2-10-14 2-9-2 2-9.2 2-9-2 -2-&2 2-9-fi Plate Offsets(X1)-- [5:0-2-120-2-8] [14:0-2-80-3-0][16:0-2-120-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.25 Vert(LL) -0.22 16-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.35 16-17 >716 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.84 HOrdCT), 0.05 13 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Mardi Wind(LL) 0.23 16-17 >999 240 Weight: 221 So FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. Except: 13-16: 2x6 SP No.2 10-0-0 oc bracing: 4-5 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. REACTIONS. (lb/size) 13=1967/0-3-e, 2=1152/0-8-0 Max Horz 2=157(LC 8) Max Uplift 13=-1021(LC 5), 2=-649(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2087/1011, 12-13=-1855/978, 5-26=-4601/2366, 26-27=4601/2366, 6-27=-4601/2366, 6-7=4601/2366, 7-8=-6282/3162,8-9=-6282/3162, 9-28=-6262/3146, 28-29= 6262/3146, 10-29=-6262/3146, 10-1 1=-4237/2177, 11-12=-4237/2177 BOT CHORD 2-20=-960/1839, 19-20=-1475/2831, 18-19=1555/2986, 17-18=-2893/5682, 16-17=-2893/5682, 15-16=-3351/6726,15-24=,3349/6722, 24-25=-3349/6722, 14-25=3349/6722 WEBS 3-20=-351/751,3-5= 1634/854,5-20=-1248/649,5-18=-873/1768,7-18=-1212/612, 10-16= 7371737,10-15=-468/1114,10-14=-2684/1277,12-14=-2261/4409, 7-16=-506/703 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. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 ca. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to . ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) 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 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 1021 lb uplift at joint 13 and 6491b uplift at joint 2. 9) Hangeds) or other connection device(s) shall be provided sufficient to support concentrated load(s) 963lb down and 418lb up at 15-7-4, and 560 lb down and 365 lb up at 17-6-8 on bottom chord. The design/selec6on of such connection device(s) is the responsibility of others. LOAD.CASE(S) Standard Thomas A Albani PE No.39380 MPrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 A WARNING- Verilydealgeparamehimand RE41DNOTE5 ONMISANDwCLUDEDMfrEKREFERANCEPAGEMLL74n Mn 11VUS201SBEFOREUSE Design volld for use only with Mlfek® connectors. 11% design 6 based only upon parameters shown and is for on Individual building component not a Mas system. Before use, the building designer must verify Me applicobility of design parameters and properly Incorporate Mis design Into the overall bulldingdesi Shoeing Indicated Is to prevent buckling ofIndlNdualhussweband/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 tlamoge, For general guidance regarding the fobricoWni storage, delivery, erectlon and brodng of humes and hum systems. seeANSUIPII Gualky Criteria, D5649 and SCSI Building Component 69N Palle East Blvd. SabM mlonnatbnavolloble hem irt¢s Plofa InsfiMe, 218 N. We Sheet, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job mse rues ype . y WEINERT/057442 T16454085 ]SB42 GPo HALF HIP GIRDER 1 2 Job Reference (optional) Chirril Truss, MC., Fort Pierce, FL 8.240 a Feb 112019 MiTek Intlusttles, Inc Thu Mar 712:34:37 2019 PagBe 2 ID7z9CgZE?KNnC7aJeJvRmpo4fgl-fROTsIXtuDOX5jwVfzFemcYssEgX4TTOZW SPpzdK9G LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 13-21=-20, 5-12=-54 Concentrated Loads (Ib) Vert: 24=-963(B)25=-560(B) Q WARNWO-VeritydesigAP..efevenCREAUNOTES ON MIS AND INCLUDED NIMWREFERANCE PAGE Mg74Tdrev. la,AS,,jSBEFORE USE Design valid for use only with MIIek® connectors. INS design Is based only upon parameters shown. and Is far 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 Me overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pI1 I• WOW For general guidance regarding Me Is always required for stability and to prevent collopse with possible personal injury and property dVrplt Quoamage, and aC51 Building Component Suite32 i Safety hdprmpibrlavoilable from Truss Plate llnstltue. 218 N. Lee Street, 22314�e�GBld9 Tal FLe,33610Blvd. Job Truss Type Cry Ply I Q57442 F T75454086 75842 HalfHip Girder 1 1 �WEINERT Job Reference (optional) I miss, Inc., ton coerce, 1-1- 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:46 2019 4x4 = 3x4 11 6.00 12 7 8 3x4 = 2x3 II 4x6 = 5x10 II 8xl4 MTIBHS= 3x8 = HUS26 TH026-2 U8-0-8 I 72-2-8 I 15.7-4 78-0.8 179-6-0 5-70-0 3-4-12 2-Sri 1-5-R Scale = 1:56.2 Plate Offsets (X 1)-- f2:0-0-4 Edger f9:Edge 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.08 13-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.14 13-16 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.05 9 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Mali% -MS Wind(LL) 0.1013-16 >999 240 Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'ExcepV 9-12:2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 6-10,6-9: 2x4 SP M 30 REACTIONS. (lb/size) 9=3947/0-3-8, 2=1497/0-8-0 Max Horz 2=539(LC 25) Max Uplift 9=-2276(LC 8), 2= 752(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 23=-2746/1212, 3-5=-2268/1042, 5-6=-2250/1185 BOT CHORD 2-13=-1472/2401, 11-13=-1472/2401, 10-11=-968/1689, 9-10=-968/1689 WEBS 3-11=-617/421,5-11=304/292,6-10=-1974/3687,6-11=-462/735, 6-9=>3820/2177 Structuml wood sheathing directly applied or 4-2-12 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-7 oc bracing. 1 Row at midpt a-9, 6-10, 6-9, 7-9 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=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2276 lb uplift at joint 9.and 752 lb uplift at joint 2. 8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 15-7-4 from the left end to connect trusses) to front face of bottom chord. 9) Use USP THD26-2 (With 18-16d nails Into Girder & 12-1 Od nails into Truss) or equivalent at 17-6-8 from the left and to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 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 (plf) Vert: 1-7=-54, 7-8=-54, 9-14=-20 Concentrated Loads (Ib) Vert: 10=-3381(F) 17=-560(F) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 A WARNING -Verify desigrFarassetersandREADNOTES ON TFUS AND INCLUDED MffEKREPERANCEPAGEM674mr 1dD320f5BEP0REUSE �■■' Design valid for use only with MrekO connectors. rills design 6 based only upon parameters shown, and Is for an hdividuai 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 +.�j■qj`� bulldIng design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Addltioncl temporary and permanent bracing MiTek' Is always required for Stability and to prevent collapse win possible personN injury and property damage. For general guidance regarding the tobrical storage, delivery, erection and bracing of trusses and hum systems. meANSVIPI I Quality CNerlo. DS"9 and BCSI Building Component 69N Parke East Blvd. Sahly Inloenatbrxrvoiloble from Truss Rota InstiNte. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply WEINERT/057442 T16454087 75842 GR3 Half Hip Girder 1 1 Job Reference (optional) l n1ss, Inc., -on vierce, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:47 2019 8x10 = 2x3 11 7x8 = 5x12 MT18HS i 3x4' = Exlu M IIans = HU62a 10x10 = 1000 =' 6x10 MT18H5 11 4x10 11 1ox10 = HU526 HU528 HU526 HUS26 HU526 1 4-7-13 1 7-0-12 1 --, 72-10A 1 15-8-4 1 11i6.0 2.4-15 2-11-12 9-te-n BM 9Ad9 Scale = 1:43.5 Plate Offsets(X,1')-- f2:0-2-150-3Al [5:0-1-80.2-0116:0-8-00-2-8] [8:0-3-00-1-12119£dee0.5.81 (10:0-2-00-4-8]111:0-3-80-5-01 [12:0-3-80-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.84 Vert(LL) 0.32 12-14 >686 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.40 12-14 >544 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.93 Herz(CT) 0.08 9 n/a rda BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 1611to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP M 30 *Except* BOT CHORD 8-9: 2x6 SP No.2, 5-11,6-10,4-12,3-15,4-15: 2x4 SP No.3 WEBS REACTIONS. (lb/size) 9=5810/0-6-0, 2=4054/0-8-0 Max Horz 2=400(LC 8) Max Uplift 9=-3396(LC 8), 2=-2412(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8525/4954, 3-4=-8503/5041, 4-5=6256/3631, 5-fi=-4004/2330, 6-7=-2164/1272, 7-8=-2164/1272,8-9= 5369/3170 BOTCHORD 2-15=-4695f7590, 14-15=-4615//492, 12-14=A615f7492, 11-12=-3361/5569, 10-11= 2183/3670 WEBS 4-14=-1862J2960,5-11=,3920/2425, 6-11=-2986/5046,6-10= 3747/2266, 8-10=-3338/5678, 5-12=-2522/4211, 4-12— 2960/l931,4-15=-286A21 Structural wood sheathing directly applied or 1-11-7 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-9 oc bracing. 1 Row at midpt 8-9, 5-11, &11, B-10, 4-12 2 Rows at 1/3 pts 6-10 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=3.Opsf, h=15h; B=45f ; L=24N; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates areMT20 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. 7) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 33961b uplift at joint 9 and 2412 lb uplift at joint 2. 8) Use USP HUS2fi (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 16-10-12 to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thames A Albani PE No.39380 Uniform Loads (pll) h1Tek USA, Inc. FL Cert 669 Vert: 1-6=-54, 6-8=-54, 2-9=-20 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads (lb) Date: Vert: 14=-2600(B) 11=-1194(B) 19=-1194(B) 20— 1194(B) 21— 1129(B) 22=1129(B) March 7,2019 Job Truss Truss Type Ply WEINERT/057442 T76454088 75842 GR4 �Oty Hip Girder 1 1 Job Reference (options]) o.Aru s Inc o za o mu n,s inuussnes, mc. nu niar r iu:zr:ro 4m e Scaler 1/4'=V NAILED NAILED NAILED NAILED 5xB = NAILED NAILED NAILED NAILED as II 4x6 = NAILED 4x8 NAILED 4x6 = 31 32 '- 33 34 12 35 36 37 - ae 4x5 = 2.3 II NAILED NAILED 4x10 = SxB MT18HS = 2x3 II NAILED 3x5 axis = SNP3 NAILED NAILED NAILED NAILED NAILED SNP3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.67 BC 0.82 WB 0.71 Matrix -MS DEFL. Vert(LL) Ver(CT) Horz(CT) Wind(LL) in (loc) Well Lid -0.26 11-13 >999 360 -0.5011-13 >654 240 0.13 8 n/a n/a 0.4011-13 >816 240 PLATES MT20 MT18HS Weight: 126 Us GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-10 REACTIONS. (Ib/size) 2=1858/0-e-0, 8=1901/0-8-0 Max Ho¢ 2=126(LC 7) Max Uplift 2=-1211(LC 8), 8=-1244(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2>T=-3581/2233, 3.4=-4658/3007, 4-6=-4658/3007, 6-7=-3299/2141, 7-8=-3676/2303 BOT CHORD 2-14=-1851/3205, 13-14=-1855/3227, 11-13=-2835/4688, 10-11=-2835/4688, 8-101 WEBS 3-14=-74/505,3-13=-1065/1718,4-13=-505/468, 6-11=2/364, 6-10=-1618/1001, 7-10=-533/1137 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1$ MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with 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) Provide mechanical connection (byothem) of truss to bearing plate capable of withstanding 1211111 uplift atjoint 2 and 1244 lb uplift at joint 8. 8) Use USP SNP3 (With 6-8d x 1-112 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-4-0 from the left end to connect trusses) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 9) Use USPSNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 21-8-0 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 10) Fill all nail holes where hanger is in contact with lumber. 11) 'NAILED' indicates 3-1 Did (0.148'x3') or 2-12d (0.148°x3.25') toe -nails per NDS guidlines. 12) A minimum of (6) 8d x 1-1/2' nails are required Into each member for SNP3 installation. All nailing is required in lace of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban! PE No.39380 61Tek USA, Inc. FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: March 7,2019 Q WARNING- lerlrydesign paremefersand READ NOTES ON THISANG VICLUGED MREKREF ANCEPAGEM274M rev. 10131B015REFOREUSE. Design volld for use only with MSekID connection. This design Is based only upon parameters shown. and Is for an Individual building component, not a fuss system. Before use, fine building designer must verify Me applicability of design parameters and properly Incomorate this design Into the overall burchigdeslgn, Bracing Indicated 4toprevent buckling oflndMduaimuse vieband/or chord members only, Additional temporary and penionentbracing MOW Is always required for stability and W prevent collopse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of ftusws and hues systems. seeMSlytPll gust CdMM, GSBd9 and BCSI Bracing Component 69N Parke East Blvd. Safety mfomsof or avolable from Truss Plate Insfii 218 N. We Street, Surie 312. Alexandria. VA 22 14. Tampa. FL 33610 Job Truss Truss Type Oty Ply WEINERT / Q57442 T7645d088 75842 GR4 Hip Girder 1 1 Job Reference (optional) rule, u , run rrenxe, rL 8.240 S Uec 6 2018 MI I ek Industries, Inc. Thu Mar 7 10:24:48 2019 Page 2 ID:tz9CgZE7KNnC7aJeJvRmpo4fgl-IU W POclxP7Fhxlw92VSBtkZjbFYsVZOt7KHls6zdLAj LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-7= 54, 7-9=-54, 15-18=-20 Concentrated Loads (lb) Vert: 3=-144(F)7=-144(F) 14=-217(F) 10=-217(F)22=-68(F) 23=-68(F) 24=-68(F)25= 68(F)26=-68(F) 27=-68(F) 28=-68(F) 30=68(F) 31=-44(F) 32=-44(F) 33=-44(F) 34=-44(F) 35=-44(F) 36=-44(F)37=-44(F) 38=-44(F) QWARNING-VeNrydeslgnp4rzmetersend REAONOTES ON TNISANDINCLUDEDM?EKREFF ANCEPAGEM674M.. 1Marzous BEFORE USE Design valid for use only with Ml 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 appllcablllly of design parameters and properly Incorporate this design Into the overall bulldln8 design. Bracing Indicated is to prevent buckling of Individual truss web and/Or Chord members only, Addittonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Qwd Ciliate. DS549 and 001 Building Component 6904 Parke East BNd. ooty sInformotbspval]able from Truss Plate Institute, 218 N. We Street, Suite 312, Alevandrlo, VA 22 14. Tampa, FL 33610 Job Truss Truss Type OtY Ply WEINERT/057442 T76454089 75B42 GRA HIP GIRDER 1 2 Job Reference o floral s.panuers Truss, um., an r,.rue, rL -1-3-0 3-6-4 6-fiA 1 7-3-0 3-6-4 2- 1-12 3x4 II 4 6.00 12 5xB i 3 2H 2 2x3 II 7x14 MT18HS= 6 19 18 17 2B 16 29 3.6 10.18 MT18HS= 4x10 II 4x4 = SNP3 = HUS26 SNP3 5.240 a Dec 5 2018 Mill ek Industries, Inc. Thu Mar 7 10:24:50 2019 Page 1 Scale = 1:37.7 3x4 II 9 4x8 2x3 II 10 3x4 O 7 7xl4 MT18HS= 11 15 30 31 14 13 44 = SNP3 4x1D II 5x10 = sxs it SNP3 HUS26 3-fi-4 6.6.0 9-2-12 10-8-0 12-1-4 14-.10.0 17-5-12 17 Boy 0 20-5-0 A-fi-d 1'J1.Sd 1. G.d { M1S1I 1 Plate Offsets (X 1)-- [2:0.9-12 0-2-0] [8:0-6-12 Edael [12:03-8 0-0-41 [13.0-3-8 0-2-8] [18:0-0-0 0-2-121 f 18:0-4-4 0-5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 + Plate Grip DOL 1.00 TC 0.90 Ved(LL) -0.44 15-16 >555 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 0.86 Ver(CT) -0.7715-16 >320 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Mar NO WB 0.94 Horz(CT) 0.06 12 n/a -n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.5815-16 >419 240 Weight: 250 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 5-8: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 *Except* 4-17,9-14,8-13,5-19: 2x4 SP M 30 SLIDER Right 2x4 SP No.32-6-0 REACTIONS. (lb/size) 12=3416/Mechanical, 2=3176/0-8-0 Max Horz 2=335(LC 25) Max Uplift 12=-1988(LC 8). 2=-1847(LC 8) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6786/3814, 3-4=-361/197, 5-6=-17247/10039, 6-7=-17247/10039, 7-8=-17247/10039, 9-10=-354/220,10-12- 5618/3309,5-17=-881/1495, 8-14=-1060/1771 BOT CHORD 2-19=-3630/6048; 17-19=-8745/14817, 16-d7=-9192/15554, 15-16=-10021/17247, 14-15=-8764/15058,13-14=-8335/14289,12-13=-2820/4868 WEBS 3-19=-2249/3950,10-13=2060/3585,8-10=-464912777, 8-13=-10139/5936, 3-5=5857/3458, 5-19=-9437/5505, 5-16=-983/1819, 8-15=d 350/2351 Structural wood sheathing directly applied or 2-7-13 oc puffins, except end verticals. Rigid ceiling directly applied ar 6-11-11 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131°4°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0.4.0 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 roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=3.Opst h=1 Sit; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1988 lb uplift at joint 12 and 18471b uplift at joint 2. 11) A+following a basic load indicates that the load has been modified in one or more load cases. 12) Load case(s).1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNWG-VerifydeslgnpemmefemmdREADNOMS ON TFI/SANDWCLUDEDMI KREFERANCEPAGEMX74TJrev. la'oY1015BEFOREUSE Design valid for use oNy with M6ek®connecfars. This design Is eased only upon parametersshown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and propery damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVTFII Quality Criteria, DS549 and BCSI Building Component Safety Informaticravaltable from Tura Plate Institute, 218 N. We Street. Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply WEINERT/057442 T16454089 75842 GRA HIP GIRDER 1 2 Job Reference (optional) uss, Inc., rod Fierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:50 2019 Page 2 1 Dnz9CgZE?KNnC7aJeJvRmpo4fgl.etd9olKB)&VOAK4%AzVfy9e7V2CiOPMAbemPx_zdLAh NOTES- 13) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 8-2-8 oc max. starting at 6-6-12 from the left end to 14-94 to connect twss(es) to front face of bottom chord. 14) .Use USP SNP3 (With 6-8d x 1-1/2 nails into Ginter & 6.8d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-6-12 from the left end to 13-6-12 to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. LOAD CASE(S) Standard Except. 1) Dead +Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 14=-54, 5-8=-94, 9-12=-54, 2-20=-20 Concentrated Loads (Ib) Vert: 17=-1617(F) 14=-1617(F) 28=-358(F)29= 358(F)30=-358(F)31=-358(F) Q WARNING -Verllydssignpam .Ivs nd READU0TES ON iNI MDMCLUOEOMR KREFERANCEPAGEM674T3rcx. 1Mt2Q015BEFORE USE Design valid for use only with Mmek® connectors. This design is based only upon parameters show^ and Is for an Individual building component, not a truss system. Before use, the building designer must verify me applectilllly of design parameters and properly Incorporate Mrs design Into the overall bulidingdesign, BracingIndicated Istoprevent bucking ofIndividual tnrssweb and/or chord members only. Additional temporary and permanentbracing s always required for stpblllty and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bidding of muses and truss systems see,ANSIJIPII GualMMyy CMeda, 0SIS49. and SCSI Buldha Component Safety Informatbno ,alloble from TnIe Plate Institute, 218 N. Lee Street Suite 31Z Alexandria. VA 22314. MiTek' 69M Parke East Blvd. Tempe. FL 33610 Job Truss Truss Type Oily Ply WEINERT7O57442 T16454090 75842 GRB Half Hip Girder 1 1 Join Reference (optional) ,oars Truss, Inc., ron rierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:51 2019 Page 1 ID:tz9CgZE?KNnC7aJeJvRmpozjfgl-63BXOeLpi2dFoUfljgOuVMBGNSdSiv Kp1WyTRzdLAg 1-3-0 3.9-0 ]-0-0 12-6-9 17-11-7 23-60 1-3-0 3-9-4 3-2-12 5-6-9 5- 5 -_4' 5-6-9 NAILED NAILED NAILED NAILED _ 4x8 2x3 11 4x6 = 4x12 = NAILED NAILED 3 16 17 18 4 19 20 215 22 23 6 24 Scale = 1:41.8 NAILED NAILED 3x411 25 7 3x6 3x10 = 14MILU 2x3 11 rvnlueu rvnaeu 6x8 = NAILED NAILED NAILED 7-0-0 12-6-9 17-11-7 23-fiA. 3-9-4 I 3-2-12 5-6-9 I 6-a-1a s.6.a Plate Offsets (X Y)-- f2:0-6-0 0-0-61 f3:0-5-4 0-2-01 f5:0.3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 7C 0.57 Ven(LL) 0.20 10-12 >999 240 MT20 2441190 TCDL 7.0 Lumber COL. 1.25 BC 0.57 Vert(CT) -0.25 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO ViB 0.73 Horz(CT) 0.08 8 Ida n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1201b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (Ib/size) 8=1948/0-6-0, 2=1726/0-8-0 Max Horz 2=243(LC 8) Max Uplift 8=-1320(LC 8), 2= 1127(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3210/2008, 3-4=-3274/2167, 4-6=-3274/2167, 7-8=-331/321 BOT CHORD 2-12=-1869/2800, 10d2=-1876/2823, 9-10=-1550/2356, e-9=-1550/2356 WEBS 3-12=-178/673, 3-10= 393/625, 4-10=-632/587, 6-10=-738/1099, 61 61 Structural wood sheathing directly applied or 3-6-6 oc puffins, except end verticals. Rigid ceiling directly applied or 5-3-9 oc bracing. 1 Row at midpt 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; Irl B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1320 lb uplift at joint 8 and 1127111 uplift at joint 2. 7) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148'x3.25'.) toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 295 lb down and 353Ib up at 7-0-0 on top chord, and 3671b down and 2141b up at 7-0-0 on bottom chord. The desigNselection 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 (DID Vert: 1-3=.54, 3-7=-54, 8-13=-20 Concentrated Loads (Ib) Vert: 3=-165(B)7=-132(B) 12=-347(9) 17=-11 O(B) 18=-110(B) 19i 10(B)21= 11 O(B)23=-11 O(B) 24— 11 O(B) 25— 11 O(B) 26= 66(B) 27=-66(B) 28=-66(B) 29=-66(B) 30=-66(B) 31=-66(B) 32= 66(B) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 ,&WARNING-Vedrydesl9n Pars infers and READN07ES ON.THISAND INCLUDED NREKREFERANCEPAGEaul"" IIA12015BEFOREUSE �■�' us Design valid for e only with MBek®connectors. This own, is design is based only upon parameters shand is far an lntlNiduaI building component,not a buss system. Before use, me building designer must voil the applicability of design parameters and properly incorporate this design Into the overall ■i�K1 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability onto prevent collapse with possible personal h7ury and property damage. For general guidance regarding the fabricator, storage, delivery, erection and bracing of trusses and truss systems seepual P11 Quality CriDSB29,and SCSI Building Component 6904 Parke East Blvd. Safety Informallonovaaable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type f0ty Ply WEINERTl057442 T16454091 75842 GRID Half Hip Girder 2 1 Job Reference o floral was, Inc., I -on Pierce, I-L 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:52 2019 Page 1 ID:tz9CgZE?KNnC7aJeJvRmpo4fgl-aGlvD_LSTU6GeEwHNX72ajVzs35UPKT2yFV?tzdLAf -t-3-0 7-P 2-0-0 444 -0-0 2-4-4 2 7 102 4x6 3 3x4 = NAILED 2x3 II 6xe 12 4 13 14 15 5 Jxb II Scale: 314'=1' Plate Offsets (X Y)-- 13:0-1-12 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.03 7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Hon(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.02 7 >999 240 Weight: 341b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=1637/Mechanical, 2=670/0-8-0 Max Horz 2=117(LC 8) Max Uplift 6= 1002(LC 5), 2=-419(LC 8) Max Grav 6=1678(LC 25), 2=670(LC 25) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1034/580, 3-4= 1248/739, 4-S=-1242/739, 5-6=-1398/876 BOT CHORD 2-8=-523/895, 7-8=-522/900 WEBS 5-7=-831/1396, 3-7=-266/377,4-7=-709/486 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. 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=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurent 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 1002 to uplift at joint 6 and 419 lb uplift at joint 2. 7) Use USP SNP3 (With 6-8d x 1-1/2 nails Into Girder & 6-8d x 1-112 nails into Truss) or equivalent at 6-6-0 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 8) Fill all nail holes where hanger is in contact with lumber. 9)'NAILED' indicates 3-1 Od (0.148'x3') or 2-12d (0. 148'x3.25') toe -nails per NDS guidlines. 10) A minimum of (6) Bid x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 lb down and 92 Ib up at 3-1-13, and 206 Ib down and 117111 up at 5-1-13, and 518lb down and 294 lb up at 6-10A on top chord. The designtselection of such connection device(s) is the responsibility of others. 12) 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: 13=-54, 3.5=-163, 6-9=-20 Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 ,&WARNING - Verily Jesff r,.metersantl READNOTES ON THMANDNCLUDEDMREKREFERANCEPAGEM/N4Tarev. 10a.V1015BEFOREUSE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown. and Is for an individual building component. not �ff a huss 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 is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tobricaflom storage, delivery, erection and bracing of trusses and truss systems. seeANSU 11 Quality Cmt do, b5BA9. and BCSI Building Component Satisfy infpnnatbrpvallabie from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type . Gty Ply WEINERT/057442 T16454091 75842 GRID Half Hip Girder 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-494 12=-155 13=-196 15=-86(F) 16=-269(F) 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:52 2019 Page 2 I D:tz9CgZE?KNnC7aJeJvFtmpozjfgl-aGlvD_LSTU60eEwHNX72ajVzs35UPKT2yFV?tzdLAf QWARNING-VeNrytlesigapmamstersanLNEADNOTE50N TMSANDWCLUDEDMREKNEFEFANCEPAGEMIP74".V.. la=uIlSHEFOHE USE. Design valid for use only wlM MBek®connectors. This design is based only upon parameters shown,and bfor an Individual building component, not tl` a truss system. Before use, Me bulltling designer must ve ty, the applicability of design parameters and properly Incorporate Ns design Into Me overall building deslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members arty. Additional temporary and permanent bracing M)Tek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, del"N. erection and bracing of trusses and truss systems, seeANSU1911 Qua ltiv DrCeM, DSO-89. and SCSI Building Component 6904 Parka East BNtl. Safety Infamsatbmvalloble from Truss Plate Institute. 218 N. Lee Steel, Suite 312. A oxondria, VA 22J14. Tampa. FL 33610 Job Truss Truss Type City Ply WEINERT/057442 T16454092 75842 GRID Half Hip Girder 1 1 Job Reference (optional) o.L4u s uec b Lo] C mu eK industries, Inc. i nu mar r ro:24:Ja Lu l e rage 1 ID:1z9CgZE?KNnC7aJeJvRmpo4fgl.2SJIRKM4Effz1 op6r52ManGW3GFmDmzcHc73YJzdLAe 1-3.0 3-9-4 7-0.0 12-3-7 17-5-2 22-6-14 27-B-9 33-0-0 1.3-0 3-&4 3.2-12 5-3-7 S-0-H 5-1-11 1 54-11 5-3-7 6.00 12 5.8 MT18HS= 3 21 Scale = 1:57.9 3xS = 2rJ 11 5x6 WB= 2.3 II 6xID= 3x4 11 22 4 2324 25 5 26 6 27 7 28 29 308 3132 33 9 11 34 16 35 1a 35 37 14 38 13 1239 40 4111 42 43 10 08 = 24 11 5x8 MT18HS = 4.10 = 2x3 11 5x10 = 2x3 II 6x8 = 5x12 MT18HS = LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.94 BC 0.77 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(L-) in (too) Well L/d -0.36 14-15 >999 360 -0.6914-15 >571 240 0.19 10 n/a n/a 0.5814-15 >679 240 PLATES MT20 MT18HS Weight: 175 lb GRIP 244/190 244/190 Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 3-10-0 oc bracing. 2-16: 2x4 SP M 30 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 2 Rows at 1/3 pts 8-10 OTHERS 2x4 SP No.3 REACTIONS.. (lb/size) 10=2620/Mechanical, 2=2505/0-8-0 Max Horz 2=243(LC 8) Max Uplift 10=-1710(LC 8), 2=-1639(LC 8) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4919/3131, 3-4= 5959/3929, 4-5=-5959/3929, 5-7=5428/3561, 7.8=-5428/3561 BOT CHORD 2-17=-2870/4325, 15-17=-2877/4347, 14-15=-4141/6300, 12-14=-4141/6300, 11-12=-2214/3378, 10.11=-2214/3378 WEBS 3-17=-175/657, 3-15= 1268/1942,4-15=-586/565, 5-15=-415/290, 5-14=-10/432, 5-12= 106V706,7-12=-546/525,8-12=-1637/2492,8-11=-1/457,8-10=4056/2659 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4fb Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed tare live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1710 lb uplift at joint 10 and 1639 lb uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 295 11b down and 356 lb up at 7-0-0. 161 Ib down and 179 lb up at 9-1-13, 161 Ib down and 179 lb up at 11-1-13, 161 Ito down and 179 Ib up at 13-1-13, 161 Ib down and 179 lb up at 15-1-13, 161 lb down and 179 Ib up at 17-1-13, 161 lb down and 179 lb up at 19-1-13, 161 Ib down and 179 lb up at 21-1-13, 161 Ib down and 179 lb up at 23-1-13, 161 lb down and 179 lb up at 25-1-13, 161 lb down and 179 Its up at 27-1-13, and 161 Ib down and 179 lb up at 29-1-13, and 161 lb down and 179 lb up at 31-1-13 on top chord, and 367 lb down and 214 lb up at 7-0-0, 86 lb down and 29 Ib up at 9-1-13, 86 lb down and 29 lb up at 11-1-13, 86 lb down and 29 Ib up at 13-1-13, 86 Ib down and 291b up at 15-1-13, 86Ib down and 291b up at 17-1-13, 86Ib down and 291b up at 19-1-13, 86Ib down and 291bup Thomas A. Albani PE No.39380 at 21-1-13, 86 lb down and 29 Its up at 23-1-13, 86 lb down and 29 lb up at 25-1-13, 86 lb down and 29 Its up at 27-1-13, and 86 lb MiTek USA, Inc. FL Cart 6634 down and 29 Ib up at 29-1-13, and 86 lb down and 29 lb up at 31-1-13 on bottom chord. The design/selection of such connection 6904 Parke East Blvd. Tampa FL 33610 device(s) is the responsibility of others. Date: 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 7,2019 O WARNING-Vetl/ydestgn pamrtrefen antl READ NOTES ON WISAND INCLUDED AB7EKREFEHANCEPAGEW74M.11411111115 BEFORE USE Design valid for use only with MOek®connectors. This design Is based only upon parameters shown, and Is for on individual building component, net a truss system. Before use, me building designer must verify the appllcaUrry, of design parameters and properly Incorporate rats design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage: delivery, erection and bracing of busses and huss systems, WeANSI/IPII Cualtly Criteria, DSO-69 and SCSI Building Component Safety Infa mofb oiloble from Truss Rate Institute, 218 N. Lee Street. Sure 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ob' Pl=WEINERT/Q57442 T16454092 75842 GRD Half Hip Girder 1 al uss, Inc., Fort farce, FL 8.240 s Dec 6 2018 Walk Industries, Inc. Thu Mar 7 10:24:53 2019 Page 2' ID:tz9C9ZE9KNnC7aJeJvRmpo4fgl-2SJIRKM4E8zl op6r52ManG W 3GFmDmzcHc73YJzdLAe LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (jolt) Vert: 1-3=-54, 3-9=-54, 10-18=-20 Concentrated Loads (Ib) Vert: 3= 165(F) 6=-110(F) 17=-347(F), 14=-66(F) 5=-1 10(F) 13=-66(F)21— 110(F)22=-110(F) 23=-110(F)25=-110(F) 27=-110(F) 28=-110(F)29= 110(F) 30=-110(F) 32= 110(F) 33=-110(F) 34=66(F) 35= 66(F) 36=-66(F) 37=-66(F) 38=-66(F) 39= 66(F) 40=-66(F) 41=66(F) 42=-66(F) 43=66(F) AWARNING -Vedfydesl9npammefemeedREADNOTES ONTHIS AND INCLUDED MITEKREFERANCEPAGEMS-7473mv.1Na32916BEFOREUSE Design valid for use only with MBek®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 verify me applicability of design parameters and properly Incorporate this design Into Me overall bulltling 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 possible personal Injury and property damage. For general guidance regarding the fal storage, delivery, erection and bracing of trusses and isuss systems seeANSVTP11 Cuolryy CMr do, DSB-99 and SCSI Building Component Safety Infoaoallonovoilable from Truss Plate InsBtute, 218 N. Lee Sheet Butte 312, Alexandria VA 22314. M)TQR1' ' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply WEINERT/ci57442 T16454093 75842 GRE Half Hip Girder 1 1 Job Reference o tional was, Inc., Fort Fience, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Thu Mar 710:24:54 2019 31 NAILED NAILED 4x8 = NAILED 2>3 II NAILED 08 = 3 15 4 16 17 5 18 Scale=1:33.1 NAILED 3x4 II 19 6 ax4 = .6 II 3x5 = 2x4 it -_-- - 6a8 = NAILED NAILED NAILED LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip.DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.46 BC 0.48 INS 0.92 Matrix -MS DEFL. Vert(LL) Vert(CT) Hom(CT) Wind(LL) in (loc) Udefl Ud -0.07 11-14 >999 360 -0.1611-14 >999 240 0.04 7 Na h/a 0.11 11-14 >999 240 PLATES GRIP MT20 2441190 Weight: 99lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-4 cc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-0 cc bracing. REACTIONS. (Ib/size) 7=1502/0-6-0, 2=1318/0-8-0 Max Horz 2=243(LC 25) Max Uplift 7=-990(LC 8). 2=-859(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2303/1415, 3-4=-1974/1315, 4-5=-1974/1315 BOT CHORD 2-11= 1337/1994, 9-11=-1345/2017, 8-9= 886/1338, 7-8=-886/1338 WEBS 3-11=-186/627, 4-9=-429/404, 5-9=-593/878, 5-8=-1/337,5-7=-1817/1204 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=3.Opsf; h=15h; 8=45ff; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 truss to bearing plate capable of withstanding 990 lb uplift at joint 7 and 859 lb uplift at joint 2. 7) 'NAILED' Indicates 3-1 Od (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NDS guldlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2951b down and 3531b up at 7-0-0 on top chord, and 3671b down and 214 lb up at 7-0-0 on bottom chord. The desigr✓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 (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 7-12=-20 Concentrated Loads (lb) Vert:3=.165(F) 11= 347(F) 4=-110(F) 9=-66(F) 15=110(F) 16=-110(F) 18=-110(F) 19=-110(F) 20=-66(F) 21=-66(F) Thomas Albani PE No.39380 22=-1 23=-66(F) k1Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 AWARNPIG-Ver/typeslgnparamefe1..dFEADNOTES ONMIS AND INCLUDEOMMEKREFERANCEPAGEM 7,vu.v.1bD220f5BEFOREUSE. Design volld for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate rub design Into the overall building design. BraGng 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 possible personal injury and property damage. For general guidance regarding the fobticatlon, storage, delivery, erection and bracing of trusses and truss systems seeANSVTPl1 Quality Ciffer , OSBd9 and SCSI BUBtlhB Component SaNly InlomsatbrsavoJabie from Truss Rate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. r�.l WOW 6904 parks East Blvd. Tampa, FL 33610 Job Truss Thus Type . ally Ply WEINERT/057442 T16454094 75842 GRG Hip Girder 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 1024:55.2019 Page 1 ID:tz9CgZE?KNnC7aJeJvFimpo4fgl-?gR2s?OKIG7hH6zVyW 4giCL2S32EhsAvkwUAcCzdLAc -1-3-0 5-0-0 8-4-0 13.4.0 14-7-0 t-3-o 1 s-o 0 1 3 4 0 s o 0 1 3-0 4x8 = 44 = 3X4 3x4 = Scale=1:26.2 Plate Offsets (X,1)— f3:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.04 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 VerUCT) -0.05 8-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(CT) 0.02 5 We rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 581b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=857/0-5-8, 5=66010-5-8 Max Ham 2=117(LC 24) Max Uplift 2=-553(LC 8), 5=-555(LC 8) Max Grav 2=869(LC 29), 5=869(LC 30) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. -TOP CHORD 2-3=-14011792, 3-4=-1247/767, 4-5=-14021798 BOT CHORD 2-8=-597/1278, 7-8=-602/1298, 5-7= 584/1229 WEBS 3-8=-71/352, 4-7=-81/354 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. GOT CHORD Rigid ceiling directly applied or 9-5-12 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=4.2psh BCDL=3.Opsf; h=15tt; B=45ff; L=24f ; eave=4ft; Cat. II; Exp C; Encl.. GCO=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint 2 and 555 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 lb down and 237 lb up at 5-0-0, and 126 lb down and 126 Ile up at 6-8-0, and 164 lb down and 233 Ib up at 8-4-0 on top chord, and 227 Ile down and 103 lb up at 5-0-0, and 49 lb down and 20 lb up at 6-e-0, and 218 lb down and 118lb up at 8-3-4 on bottom chord. The design/selection at such connection devices) 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 +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-619-12=-20 Concentrated Loads (Ib) Vert: 3=-63(B) 4=-01(B) 8— 177(B) 7=-188(B) 16_ 60(B) 18=-40(B) Thomas A. Albani PE No.39388 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 AWARNING - Verify dssignparametersaedHEADMOMS ONTHISANDINCLUDES MmEKREFERANCEPAGEMM1)47arex.1a0 ist;EFOREUSE Design valid for use only with Mifek0 connectors. This design B based only upon parameters shown and Is for an Individual bulltling 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 lndlviduol I web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse Win possible personal injury and property damage. For general guidance regarding ire fabrication, storage, dellver , erection and bracing of trusses and truss systems, seeAN5UIP11 Guothr Cli DSS-09 end SCSI building Component 69M Parke East Blvd. Sebp m/ormetbNvolloble hem Truss Plate InsilNte. 218 N. Lee Street, su8e312 Mexonddo. VA 22314. Tampa. FL 33610 Job Thus Truss Type cry Ply WEINERT/057442 T16454095 75842 GRH Hip Girder 1 1 Job Reference (optional) I hiss, Inc, Pon Pierce, 1-1- 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:56 2019 Page 1 IDnz9CgZE?KNnC7aJeJvRmpo4fgl-Tt?03LPyWaFYuFyhWDc3COuEgTRsOLm3nDj9ezdLAb -1-3-0 5-4-0 2-4-0 0.330 3 I 97 l 4x8 = 4x4 = 3x4 = Scale a 1:20.8 Plate Offsets (X Y)-- 13:0-5-0 0-2-01 LOADING (psQ SPACING- 2-0-0 C51. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.01 8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.02 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(CT) 0.01 5 n/a i1/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 37 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=425/0-5-8, 5=425/0-5-8 Max Horz 2=80(LC 7) Max Uplift 2=-290(LC 8), 5=-290(LC 8) Max Gray 2=494(LC 29). 5=494(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-678/250, 3-4=-598/246, 4-5=-679/250 BOT CHORD 2-8=-183/673, 7-8=-18O/6B4, 5-7=-171/675 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 half bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 2 and 2901b uplift at joint 5. 7) Hanger(s) Or other connection device(s) shall be provided sufficient to support concentrated load(s) 219 lb down and 145 lb up at 3-0-0, and 95 lb down and 67 to up at 4-2-0, and 219 lb down and 145 lb up at 5-4-0 on top chord, and 104 lb down and 9 lb up at 3-0-0, and 29 lb down and 9 lb up at 4-2-0, and 104 lb down and 9lb up at 5-3-4 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 from (F) or back (B). - LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-4=-54, 4-6= 54, 9-12=-20 Concentrated Loads (Ib) Vert: 3— 16(F) 4=-16(F) 8=-21(F) 7=-21(F) 15=-7(F) 16=-11(F) Thomas A. Albani PE No.39300 61iTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 QWARNING- Vexffydasfgeperametero Ond READNOTESON TNISANDMCLUDEDMNEKR£FERANCEPAGEM 74Mmre 1h1A12015BEFOREUSE. Design valid for use only with Whig) 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 me oppllcataUlN of design parameters and properly Incorporate its design Into the overall bullding design. Brocing Indicated is to prevent buclding of inch truss web and/or chord members only. Additlonol temporary and permanent bracing Welk' Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and brocing of trusses and huss systems. seeANSVmII Gual6y Criteria. OSE49.and SCSI auSding Component 69N Parke East Blvd. Safely Infermationo able from buss Plate Institute,21B N.Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . NERT/G57442T7645409875842 ��Job GRH1 Common Girder Reference o ional was, me., ran rreme, rL 8.240 a Dec 6201a MTek Industries, Inc. Thu Mar 710:24:572019 scale = 1:20.5 44 = to J�� NAILED NAILED �✓ 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) -0.02 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.04 6-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Hom(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.02 6-9 >999 240 Weight: 341b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=716/0-5-8, 4=716/0-5-8 Max Horz 2=101(LC 7) Max Uplift 2=-405(LC 8). 4= 405(LC 8) FORCES. (Its) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 860/370, 3-4=-860/370 BOT CHORD 2-6=-2047740, 4-6=-204n,10 WEBS 3-0=-182/537 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0be 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--3.Opsf; h=15f ; B=45tt; L=24f ; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 405 lb uplift at joint 2 and 405 Ib uplift at joint 4. 6) 'NAILED" indicates 3-10d (0.148°x3') or 3-12d (0.148°x3.25°) toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3.5=-54, 7-10=-20 Concentrated Loads (lb) Vert: 6=-163(B) 9=-92(B) 12=-92(B) 13— 163(B) 14= 163(B) Thomas A Albant PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 AWARNING- Vedfydeelgapaameters endREAD NOTES ON MIS ANDGICLaDED M1117KREFERANCEPAGEM&7473 my leAV at5BEFORE USE Design valid for use only with Mlrek® 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 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 temporory and permanent bracing iwiTek' Is always required for stability antl to prevent collapse with poss tole personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAN3ViP11 Cuallfv CMtrM, DSO-59 and 3C51 Building Component 69S Parke East Blvd. SabM h/ormalbnovoiloble ham Luss Piote InsnNte. 216 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . . Oty Ply WEINERT/054442 T16454097 75842 H Common 2 1 Job Reference (optional) runs, Inc., ion Pierce, vL 8.240 s Dec 6 2018 Mrirek Industries, Inc. Thu Mar 7 10:24:58 2019 44 = Scale = 1:20.5 6 3z4 = 21 II 3x4 = 4.2.0 8.4.0 4.2.0 4.2-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Verl -0.02 6-12 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.07 Horz(CT) 0.00 4 n/a d/a BCDL 10.0 Code FBC2017/rP12014 Matri%-MP Wind(LL) 0.02 6-12 >999 240 Weight: 34lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=379/0-5-8, 4=379/0-5-8 Max Horz 2=101(LC 11) Max Uplift 2=-260(LC 12), 4=-260(LC 12) FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 392/321, 3-4=-392/321 BOT CHORD 2-6=-117/316, 4-6= 117/316 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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=3.Opsf; h=15ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-1-3-13 to 1-8-3, Intern 1-8-3 to 4-2-0, Exterior(2) 4-2-0 to 7-2-0, Interior(1)7-2-0 to 9-7-13zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 260 lb uplift at joint 2 and 260 lb uplift at joint 4. Thomas A Altiani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: March 7,2019 OWARNDIG- VeK1ydeN9npemmetensend READNOTES ON THIS AND INCLUDEDM1rEKREFERANCEPAGEW7471., rarldi4o15jisi USE vaId for use only with Mi connectors. This design Is based only upon parameters shown, and Is for an IntlNltlual building component, not gal'Oealgn a trusssystem. Before use, the building designer must verify the applicability of design parameters end properly Incorporate this all Into the overall bulltling design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addiflonol temporary and permanent bracing MOW Is always required for Mobility and to prevent collopse with possible personal lnlury and property carnage. For general guidance regarding the fobdcation, storage. delivery. erection and bracing of trusses and truss systems seeANSVIPII CuplMy Cdtedo, Diand SCSI Building Component 69N Pane, Sun Blvd. SariInformationavoiable from Truss Plate Institute, 218 N. Lae Sheet. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type s Ply WEINERT/057442 T76454098 75842 J1 �cry Jack -Open 26 1 Job Reference (optional) Miss, Inc., tort Pierce, FL 8.240 Is Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:24:58 2019 Page 1 ID.lz9CgZE7KNnC7aJeJvRmpo4fgl-PP6BU1 OC2BVG8Zh4eeeXHrzWNH82uF1 LQLigDXzdLAZ 0 1 -0. 1-3.0 1-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 2=155/0-8-0, 4=-11/Mechanical Max Harz 2=80(LC 12) Max Uplift 3= 3(LC 9). 2=-189(LC 12), 4=-11(LC 1) Max Grav 3=16(LC 12), 2=155(LC 1).4=38(LC 12) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. 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=3.Opsh, h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 3lb uplift at joint 3, 189 lb uplift at joint 2 and 11 III uplift at joint 4. Thomas A. AJbani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 AWARNING -VadrydeslgnpsrzmetereendREAUNOTESONTHISANDINCLUDED MIFEKREFERANCEPAGEMIP74Mrev. 14ad2015BEFOREUSE Design void for use onlywhh Mireldi, connectors. this design Is based only upon parameters shown. and Is for an Individual building component, not �■' p` a truss system. Before use, the buldlog designer must verily the applicability of design parameters and properly Incarcerate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllliy and to preventcollapse with possible personal hlury and property damage. For general guidance regarding the fabrlcaeom storage, delivery. erection and bracing of trusses and muss systems seeANSVIPII Quality Cdbda, DSB-89 and BC51 Building Compormud 690d Parka East Blvd. Sobly Nformatbrrnollable mom iMiss Plole Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I ally Ply WEINERT/057442 T16454099 75842 J3 Jack -Open 23 1 Job Reference (optional) mss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Thu Mar 710:24:59 2019 Page 1 ID:1z9CgZE9KNnC7aJeJvRmpozifgl-tcgZhNRrpVd/IjGGBM9mg2 W h7gSpdiHVfYSNIzzdLAY -1.3-o 3-0.0 1.3.0 3.0.0 Scale = 1:12.6 3-0.0 LOADING (par) SPACING- 2-0-0 CS1. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 VerI CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOm(CT) -0.00 3 Na i BCDL 10.0 Code FSC2017/TPI2014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Weight: 12 It, FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=61/Mechanical,2=196/0-8-0,4=31/Mechanical Max Harz 2=133(LC 12) Max Uplift 3= 55(LC 12). 2=-161(LC 12), 4=-1(LC 9) Max Grav 3=70(LC 17), 2=196(LC 1), 4=50(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 purlins. 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=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2).-1-3-13 to 1-8-3, Intenor(1) 1-8-3 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 2-0-0 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 55 lb uplift at joint 3, 161 Ile uplift at joint 2 and.1 lb uplift at joint 4. Thomas A. Albani FIE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 7,2019 QWARNING. Vedlydesign ParametemmdREADNOTES ON TNISANONCLUDEDMREKREFERANCEPAGEM674Mmv. 101,032015BEFORE USE. Design valid for use only wlth Mgek®connectors. This design is based only upon parameters sl and is for an indMdual building component, not a imss 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 truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to preventcollapse with possible personal hfury and property damage. For general guidance regarding the fobricotion, storage. delivery, erection antl bracing of trusses and truss systems seeANSVrPl1 Ill Cdbdal, DSB49 and SCSI Building Component Safety Infomsatkmovalloble from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexondrlo. VA 22314. ■ �� WOW 69N Parke East Blvd. Tampa, 1 33610 Job Truss Truss Type , T16454100 75842 J3G Jack -Open �7JWb �IQ5744'02� al I runs, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:24:59 2019 Page 1 I D:tz9CgZE7KNnC7aJeJvRmpo4fgl-tcgZhN RrpVd7ljGGBM9mg2 W j Og07diHVfYSNI=dLAY Scale: V=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES W6 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Willi 0.01 3-6 >999 240 Weight: 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=109/Mechanical, 2=69/Mechanioal, 3=40/Mechanical Max Horz 1=79(LC 12) Max Uplift 1=-37(LC 12). 2=-68(LC 12), 3=-10(LC 12) Max Great 1=109(LC 17), 2=77(LC 17), 3=52(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 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Elm C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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-" 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 371b uplift at joint 1, 68 lb uplift at joint 2 and 10 lb uplift at joint 3. Thomas A Albanl PE No.39380 MiTek USA, Inc, FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WABNWG-Vedfydeslgnpanmefers.edR DNOTES ON MXANDWCLUDFOMREKBEFE1IANCEPAGEMII-l4TJrev. I&TS2015BEFOBE USE R Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and is for an IntlkAdual building component, not 0truss System. Before use. the building designer must verify the cppllcablllty, of design parameters and propeOy Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndMduol truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of imsses and truss systems seeANSVIPI I CuT2 CMnO, D394t9.and 8=1 Building Component Safety Nfofmalbfwcllable from Truss Plate Institute. 218 N. Lee Street Suae 312. Alexontlrlo, VA 22314. �® q- �����'YYY■■■ MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ♦ cry Ply WEINERT/c57442 T16454101 75842 J4 Jack -Open 1 1 Job Reference (optional) Chambers Truss,.Inc., Fort Pierce, FL axe II 4-1-0 4.1-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:25:00 2019 Page 1 IDdz9CgZE7KNnC7aJeJvRmpozjfgl-LoExvj STapm_Ntr513g7MG2nX417M9 W euGSxlPzdLAX Scale = 1:17.1 Plate Offsets (X Y)-- f 1:0-0-14 0-1-121 14:0-2-4 0-1-41 I4:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.01 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.02 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MR Wind(LL) 0.03 3-4 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=143/Mechanical, 2=97/Mechanical, 3=46/Mechanical Max Horz 4=104(LC 12) Max Uplift 4=-05(LC 12), 2=-107(LC 12), 3=-10(LC 12) Max Grant 4=143(LC 1), 2=111(LC 17), 3=73(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-1-0 oc purtins, 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=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 4-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 It, uplift at joint 4, 107 lb uplift at joint 2 and 101b uplift at joint 3. Thomas A All i PE No.39380 611Tek USA, Inc, FL Cort 8634 6004 Parke East Blvd. Tampa FL 33610 Dale: March 7,2019 0 WARNWG- Verlfy design paramefersend READNOTES ON TNISAND INCLUDED M?EKREFERANCEPAGEM674niev. 10=2015BEFORE USE. Design valid for use only with MRek@ connectors. This design Is based any upon parameters shown and Is for an Individual building component, not ��- a fruss system. Before use, the bustling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indlvldual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with passible personal lniury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSUTPI I Qua' 11yy CMnlo. DS849 and BCSI Building Component 69M Parke East Blvd. Safety Infannalbrx vo0oble from Truss Plate Institute, 218 N. Lee Street Suite 312, AlexOntlrlo. VA 22314. Tampa, FL 33610' Job Truss Truss Type . Oty Ply WEINERT/057442 T16454102 75842 J5 Jack -Open 16 1 Job Reference (optional) a.G9a s uea 0 Gu ra run erc mausmes, Inc. I nu mar r TOSo:uu Lu l e 3x4 = LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TIC0.83 Ved(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MP Wind(LL) 0.07 4-7 >909 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=114/Mechanical, 2=263/0-8-0, 4=60/Mechanical Max Horz 2=186(LC 12) Max Uplift 3= 111(LC 12), 2=-176(LC 12), 4=4(LC 12) Max Grav 3=128(LC 17), 2=263(LC 1), 4=88(LC 3) FORCES. (loll - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:18.5 PLATES GRIP MT20 2441190 Weight: 18 In 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=3.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.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 111 lb uplift at joint 3, 176 Ib uplift at joint 2 and 4 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6834 16904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 QWARN/NG- VerUy Oeafgnperemefera mf READN0mi ON 7N/SANDMCLUDEOMm KREPERANCEPAGEM&74n.. 104 015BE ORE USE Design valid for use Only with MTekO connectors. This design B based only upon parameters shown, and Is for an Ih ldual 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 buliding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlanal temporary and permanent bracing MiTek' Is always required for stablllN and to prevent collapse with possible personal hury and property damage, For general guidance regarding the fabrication storage, delivery. erection and bracing of trusses and puss systems seeANSVTP11 Oual" CMeAa, DSB-B9 and SCSI Building Component 69N Parka East BNE. Solely Infoenatbnwalioble ham Truss Plate Insatute. 218 N. Lee Sheet Sulfe 312 Alexandrlo. VA 22314. Tampa, FL 33610 Job Truss Thus Type . . Cry Ply WEINERT/057442 T16454103 75842 J5A Jack -Open 8 1 Job Reference (optional) Cr rumors T rues, no., ran rierce, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:25:01 2019 Page 1 3x4 = Scale = 1:19.3 5.4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ven(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Veii -0.08 4-7 >838 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.08 4-7 >780 240 Weight: 191b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=122IMechanical, 2=275/0-8-0, 4=64/Mechanical Max Holz 2=195(LC 12) Max Uplift 3=-119(LC 12), 2=-179(LC 12), 4=-5(LC 12) Max Grav 3=138(LC 17), 2=275(LC 1), 4=95(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. 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=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; E1p C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 5-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.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 119lb uplift at joint 3, 179 It, uplift at joint 2 and 5lb uplift at joint 4. Thomas A. Albert PE No.39380 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 O WARNING -Ventytles/gnparameters antl READNOTES ON TNISAND INCLUDED MIlEKR£FERANCEPAGEMb74Am¢ faT1201SGEFOREUSE u■� Design valid for use only with Mlli connectors. This design a based only upon parameters shown, and Is for an IndlWdual building companent, not a truss system. Before use. the building designer must verify the oppliaab66y of design parameters and properly Incorporate this design Into the overall ■'i�i■e building design. gracing Indicated is to prevent buckling of hall muss web and/or chord members only. Additional temporary and permanent bracing WOW Is always requited 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 seeANSU1911 QuaW Critelli DS549. and SCSI building Component Sably N/ormOtbnwoiloble mom Truss Flote Institute, 218 N. Lea Street. Suite 31Z Alexandria. VA 22314, 69M Parke East Bli Tampa, FL 33610 Job Truss Thus Type . Cry Ply WEINERT/057442 T76454104 75842 JSG Jack -Open 3 1 Job Reference o tional cham0ans Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:25:02 2019 Page 1 ID:tz9CgZE7KNnC7aJeJvRmpozjfgl-HBMhKPTI600icA?mUiTSh848uK1 g30xLWg1 MlzdLAV 5-0-0 5.0-0 3x4 = 5-0-0 Seale = 1:17.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vart () -0.03 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.07 3-6 >899 240 BCLL 0.0 - Rep Stress Incr YES WB 0.00 Harz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-MP Wirul 0.07 3-6 >816 240 Weight: 161b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=183/Mechanical, 2=118/Mechanical, 3=65/Mechanical Max Horz 1=132(LC 12) Max Uplift 1=-63(LC 12), 2=-118(LC 12), 3=-l3(LC 12) Max Gmv 1=183(LC 17), 2=133(LC 17), 3=90(LC 3) FORCES. (Its) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 631b uplift at joint 1, 1181Is uplift at joint 2 and 13 Its uplift at joint 3. Thomas A Albani PE No.39390 NTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING- yedlydes/Snparemelenerd READNOTES ON TNISANDWCLUDWMR KREFERANCEPAGEM&74nJr IWA120ISBEFORE USE ��- Design valid for use only with MRe& connectors. This design Is based only upon parameters shown, and Is for an IndNltlual butting component not a toss system. Before use, the building designer must verity the applicability of desgn parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of hdiivldual truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' Is always sequined for stability and to prevent collapse with possble personal Injury, and property damage. For generol guidance regarding the fabrication, storage, delivery, erection and bracing of tosses and fuss systems seeMSVTPl1 Gual2 CMesb, DS849 and BC91 Suldlsp Component 6904 Parke East Blvd. Sa191y mfolmolbsxrvoiloble ham cuss %ate InsnNte, 218 N. Lee Sheet, Suite 312, Alexandrb. VA 22 14. Tampa, FL 33610 Job Thus Thus Type pry Ply WEINERT/057442 T16454105 75842 J7 Jack -Open 28 1 Job Reference (optional) runs, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:25:02 2019 Page 1 I Diz9CgZE?KNnC7aJeJvRmpo4fgl-HBMhKPTj600icA?rsUiTSh89Lu09g30xLW g1 MlzdLAV Scale = 1:22.4 Plate Offsets (X.Y)— 12:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.18 4-7 >467 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) .0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Wind(ILL) 0.15 4-7 >538 240 Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=164/Mechanical, 2=334/0-8-0, 4=86/Mechanical Max Horz 2=240(LC 12) Max Uplift 3=-163(LC 12), 2=-197(LC 12), 4=-g(LC 12) Max Grav 3=185(LC 17), 2=334(LC 1), 4=126(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 6-0-0 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=42psf; BCDL=3.Ops1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-3-13 to 1-8-3, Interior(1) 1-8-3 to 6-11-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tress 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 tress connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 It, uplift at joint 3, 197 Ib uplift at joint 2 and 9 It, uplift at joint 4. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Qw4RN/NG-Vsd/ydesignparamehM,.dREAD NOTES ON MOANDWCLUDEDMffEKRUERANCEPAGEMR74"mr 1OW20159EFOREUSE Design volid for use onlywith MITeW connectors. This design m based any upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, me building designer must verity the appllcoblllty of design Parometen and properly Incorporate Mis design Into me overall bulldIng design. Bmchg lndlcaled is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage: delivery, erection and bracing of musses and buss systems. seeANSM11 QaaiMy Cdl*du. DSa4a and SCSI BuldhD C omporont Sa6Ny Nfonnalio vcllcble mom Truss Plate Institute.218 N. Lee Sheet Sume 312. Alexandria, VA 22314 69N Palle East Blvd. Tampa,R 33610 Job Truss Truss Type cry Ply WEINERT/057442 T16454106 75842 KJ4 Diagonal Hip Girder 2 1 Job Reference (optional) I russ, Inc., Fort Pierce, FL 8.240 a Dec 62018 MITek Industries, Inc. Thu Mar 710:25:03 2019 Page i ID:1z9CgZE4KNnC7aJeJvRmpozjfgl-mNw4%IULtkBYEKa108Ei_ugPplp3Z W GWQbukzdLAU Scale = 1:12.3 42-3 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0 Rep Stress ]nor NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-3 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=62/Mechanical, 2=198/0-7-6, 4=27/Mechanical Max Horz 2=131(LC 24) Max Uplift 3=-44(LC 8), 2=-166(LC 8) Max Gmv 3=83(LC 17), 2=255(LC 17), 4=72(LC 23) 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=4.2pst BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; E1p C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp 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 beating plate capable of withstanding 44 lb uplift at joint 3 and 166 lb uplift at joint 2. 6) 'NAILED' indicates 3-1 Od (0.148°xT) or 2-12d (0.148•x3.25°) toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=116(F=58; B=58) Thomas A. AMISH PE No.39380 MTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING- Veritydesr9npamrmnen And READ NOTES ON MMANDINCLNOEOM1 KNEFERANCEPAGEM 7473.e. 1a,113201SBEFOPEBSE Design valid for use only with M7eaS connectors. m is 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 appliccUllty of design Parameters and properly Incorporate this design Into the overall building design. Brocing hdicoted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing e always required for stability and to prevent collapse wlth possible personal Injury and Property damage. For general guidance regarding Me fabticallon, storage, delloery, erecflon and bracing of trusses and truss systems seeANSGIPII Quality Cdt*M. OSS49 and 801 Building Component Safety Infarinots ravalioble from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria, VA 22314. MiTek' 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type • . Oty Ply WEINERTIQ57442 T76454107 75842, KJS Diagonal Hip Girder 2 1 Job Reference o .tonal was, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:25:04 2019 Page 1 NAILED NAILED NAILED a NAILED 3z4 = NAILED NAILED NAILED Scale=1:21.3 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.02 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15. Vert(CT) -0.03 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 5 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 331b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=220/Mechanica1, 2=299/0-10-15, 5=245/Mechanical Max Harz 2=193(LC 24) Max Uplift 4= 235(LC 6), 2=-196(LC 8). 5=-80(LC 8) Max Gray 4=222(LC 29), 2=365(LC 17), 5=290(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-500/102 BOT CHORD 2-7=-157/427, 6-7=-157/427 WEBS 3-6=-467/172 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exilic C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 2351b uplift at joint 4, 196 Ib uplift at joint 2 and 80 lb uplift at joint 5. 6) "NAILED' Indicates 3-1 Did (0.148'x3') or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=--54, 5-8=-20 Concentrated Loads (lb) Vert: 4=-137(F=-68, B=-68) 6=86(F=-43, B=-43) 11=116(F=58, B=58) 14=-11(F=-5, B=-5) Thomas A AlBani PE No.39380 MTek USA, Inc, FL Cart 8634 6904 Parka East Blvd. Tampa FL 33610 Date: March 7,2019 QWARNNG- Y.HfydesIgnparameteraenOREADNOWSON TNISANDINCLUDEDMREKREFERANCEPAGEMIP74n.v. laT312015aEFOREUSE Nit valid for use only with Mgek® Connectors. this design Is based only upon parameters shown. and Is for an IndMduol building component, not a Muss system. Before use, the building designer must verify the oppiicablltly, of design parameters and property Incorporate this design Into the overall building desgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wn passible personal nury and property damage. For general guidance regarding the fabrication,storage, tlelNery, erection and bracing of Musses and truss sYstemsseeANSUfPN QuallIl1yy CdMrb, DS049 and SCSI euydYrg Component 69M Parke East Blvd. Safety Nformatbaavalloble from Truss Plate Institute. 218 N. We Sheet Suite 312. Aleacntlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type 4 • pry Ply WEINERT/057442 T16454108 75842 KJ7 Diagonal Hip Girder 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8240 a Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:25:04 2019 Page 1 ID:Iz9CgZE7KNnC7aJeJvRmpozjfgl-EZUSk4Vzel GPsU9D_Nx%6DZMh781uyEpg98RBzdLAT Scale=1:22.4 3x4 = NAILED NAILED .�.. NAILED a 3x4 = 5.1-9 4.8-7 LOADING (psQ SPACING- 2-0-0 CS1. DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.23 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.36 Hom(CT) 0.01 5 r/a We BCDL 10.0 Code FBC2017/TPI2014 MaMx-MS Wind(L-) -0.04 7-10 >999 240 Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=131/Mechanical, 2=413/0-10-15, 5=309/Mechanical Max Horz 2=238(LC 8) Max Uplift 4=-134(LC 8), 2=-259(LC 8), 5=-157(LC 8). Max Gray 4=131(LC 1), 2=481(LC 28), 5=343(LC 28) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 808/311 BOTCHORD 2-7=-389/717, 6-7=-389/717 WEBS 3-7=-3/286,3-6=-778/422 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 fist 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 (byothers) of truss to bearing plate capable of withstanding 1341b uplift at joint 4, 2591b uplift at joint 2 and 157 It, uplift at joint 5. 6) 'NAILED' indicates 3-10d (0.148'1C3') or2-12d (0.148'x3.25') toe -nails per NDS guldllnes. 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 (p f) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 11=116(F=58, B=58) 13= 74(F=-37, B=-37) 15=-11(F=-5, B=-5) 16=-63(F=-31, B=-31) Thomas A. Alban! PE No.39380 k1Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING - Verity design psramefemend READ NOTES ON MMAND INCLUDED MITEKREFENANCEPAGEMI4747drey. lNDNIa15 BEFORE USE. valid for use only with M7ekas connectors. This design Is based only upon parameters shown, and Is for an individual builtling component, not rat o truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate the design into the overall building design. Bracing Indicated Is to prevent buckling of lndlOdual muss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fobr ion, storage, delivery, erection and bracing of musses and truss systems seeANSVmII Duallry Critelli P554P and SCSI Suatlkrg Component 6904 Parke East Blvd. Blfoationo c lobie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexantlrlo. VA 22314. Safety ms Tampa, FL 33610 Job Truss Truss Type t n Cry Ply WEINERT/057442 T76454109 75842 KJC. Diagonal Hip Giber 2 1 Job Reference (optional) Chambers Truss, Inc., Fon Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:25:05 2019 Page 1 IDnz9CgZE9KNnC7aJeJvRmPO4fgl-imlgyOWbPLOGTekOYCGA3Jmk15TWOMTN2UvhzdzdLAS u0 11 3z4 _ NAILED NAILED NAILED all = NAILED LOADING (psf) SPACING- 0-0 2-1.25 CC 1. DEFL. in (loc) Vtlefl L/d TCLL 20.0 Plate Grip DOL TC 0.24 Vert(LL) -0.04 7-10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 VerdCT) -0.05 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(CT) 0.01 5 n1a n/a BCDL 10.0 Code FBC2017/TPI21 Merril LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=381/0-10-15, 5=286(Mechanical Max Horz 2=225(LC 8) Max Uplift 4=-139(LC 8). 2=-242(LC 8), 5=-141(LC 8) Max Gmv 4=134(LC 1), 2=447(LC 28), 5=322(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-739/268 BOT CHORD 2-7=-033/645, 6-7=-333/645 WEBS 3-7=-1/259, 3-6=-701/362 Scale = 1:23.5 PLATES GRIP MT20 244/190 Weight: 39 to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 all bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0i h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; E7le C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem 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 139 Be uplift at joint 4, 242 Re uplift at joint 2 and 141 lb uplift at joint 5. 6) "NAILED' indicates 3.1Od (0.148'x3') or2-12d (0.148'x3.25') toe -nails per INDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads Qla) Vert: 11=116(F=58, B=58) 13= 74(F=-37, B=-37) 15=11(F= -5, B=5) 16= 63(F=-31, B=-31) Thomas A Altiani PE No.39386 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING - Veritydesign perametem end HEAD NOTES ON MISANB INCLUDED MREKFEFER1NCEPAGEMX7=nv. faTYLofs BEFORE USE ' Design valid for use only with Mrek® connectors. the all B based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent bucking of Individual trust web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal bill and properly damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems seeANSt/1PH QuiMyCMrrrla, GSa-09 and BC31 Building Camperrent 69N Parke East BNd. Safety Infurma8onavallable from Truss Plate Inshtute, 218 N. Lee Sheet. Suite 312, Alexontltlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type - • Oty Ply WEINERT I Q57442 T76454110 75842 KJG Diagonal Hip Girder 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 710:25:06 2019 Page 1 ID:tz9CgZE7KNnC7aJeJvRmpozjfgl-AybC9m W EAfW75olc5KnPcXlwNVrelsOXGBeFV3zdLAR -1-9.3 3-&10 7-0-2 1-9-3 3-8-to 3-3-8 Scale=1:18.4 a%4 = 3-8-10 3-3-e LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.02 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MP Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=79/Mechanical, 2=281/0-7-12, 5=147/Mechanical Max Hom 2=184(LC 24) Max Uplift 4=-77(LC 8), 2=-190(LC 8), 5=-55(LC 5) Max Grew 4=79(LC 1), 2=347(LC 17), 5=188(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/86 BOT CHORD 2-7=-137/386, 6-7=-137/386 WEBS 36=-423/151 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 hearing plate capable of withstanding 77 lb uplift at joint 4, 190 1b uplift at joint 2 and 55 Ito uplift at joint 5. 6) "NAILED' indicates 3-10d (0.148'x3°) or 2-12d (0.148°x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=116(F=58,.B=58) 14=-11(F=-5,B=-5) Thomas A. Albert PE No.39380 MTek USA, Inc. FL Cart 8834 6604 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 O WARNING- yedlydss1mparameters9nd READ NOTES ON TNISAND/NCLUDED MREKREFERANCEPAGEM67473.1 IWD120156EFORE USE Design valid for use only with MTek® connectors. Thu 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 m[s design Into the overall bulldirg design, facing Indicated is to prevent buckling 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 personcl inlury, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and two systems. seeANSVINI Quality CrIledo. Will and SCSI Building Component 69M Parke East Blvd. Safety Informationavolloble from Two Plate InsfihAe. 218 N. Lee Street. Suite 312, Alexantltlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type - n City Ply=WEINEIITII157442T16454111 75842 KJGI Diagonal Hip Girder 1 l Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:25:07 2019 3x4 = Scale = 1:18.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Mar NO Code FBC2017/rP12014 CSI. TC 0.10 BC 0.12 WB 0.11 Matrix-MP DEFL in Vert(L-) -0.01 Vert(CT) -0.02 Horz(CT) 0.00 (too) Well Ud 7-10 >999 240 7-10 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 291b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stnlctural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=76/Mechanical, 2=226/"-3. 5=159/Mechanical Max Horz 2=160(LC 8) Max Uplift 4=-74(LC 8).2=-113(LC 8). 5=-71(LC 8) Max Grav 4=76(LC 1), 2=296(LC 28). 5=197(LC 28) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=A56/104 BOT CHORD 2-7=-174/408, 6-7- 174/408 WEBS 3-6=-448/191 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.16; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 flat 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 -74lb uplift at joint 4, 113 lb uplift at joint 2 and 71 Ill uplift at joint 5. 6) "NAILED" indicates 3-1 Old (0.148°x3°) or2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert:'1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=116(F=58, B=58) 14=-11(F=5, B= 5) Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 O WARNWG- Vedlydes/Snparemetersemd READNOTES ON TNISANDWCLUDEDMREKREF£RANCEPAGEMX74mJre. fa=oISBEFOREUSE u■�' Design valid for use onlywith Mired) connectors. ills design Is based only upon porometarsshown and Is for on IndMdual bW ding component, not a truss system. Before use. the building designer must verity the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing lntllcated is to prevent buckling of individual Muss web and/or chord members only, AdtlBlonal temporary and permanent bracing Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fabticaeon, storage. delNery. erection and bracing of Musses and truss systems seeANSVS?I1 Quell y Cmedo, DSB49 antl SCSI Balding Component Safety Informationavollabie Mom Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexontlrlo. VA 22314. `,.��M WOW 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply WEINERT/057442 T76454712 7SB42 MV11 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Indr tdes, Inc. Thu Mar 710:25:08 2019 Page 1 3611 2x3 II 3x4 6 9 5 Scale=1:38.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Veri(LL) -0.04 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ven(CT) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.12 Horz(CT) 0.01 1 n/a nfa BCDL 10.0 Code FBC2017/TP12014 Matdx-S Wind(LL) 0.01 4-5 >999 240 Weight: 51 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-2-0 except Qt=length) 1=0-1-8. (lb) - Max Horz 6=-377(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 1 except 6=-276(LC 12). 5=-308(LC 12) Max Gmv All reactions 2501b or less at joint(s) 1, 4 except 6=403(LC 18), 5=514(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-298/426, 2-3=-290/121, 3-4=-470/227 BOT CHORD 5-6= 217/473, 4-5=-217/473 WEBS 3-5=-354/414 Structural wood sheathing directly applied or 6-0-0 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=3.0ps1; h=15ft; B=45f ; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1 S; MWFRS (directional) and C-C Exterior(2) -3-6-4 to 0-8-11, Interior(7) 0-8-11 to 10-6-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except Qt=lb) 6=276, 5=308. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 7,2019 Q WARNING -VsHly destgn parameters end BEAD NOTES ON THISAND INCLUDED MREKNEFENANCEPAGEMIP7073 rev. 1NescolSBEFOHE USE �■�' Design valid for use only with M9ek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a muss system. Before use, Me building designer must verily Me applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of indlviduol muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requaed for stability and to preventcollapse with possible personal hlury and property damage. For general guidance regarding Me fabrication, storage, delNery. erection and bracing of musses and muss systems seeANSVTPII aualM Crenb, DSB-69 and SCSI Building Component 69M Parke East BNc. Safety Infeanallonavollable from Truss Plate 1n 9tute, 218 N. Lee Street. Suite 312, Alexandda, VA 22314. Tempe, FL 33610 Job Truss Truss Type .. Oty, Ply WEINERT/057442 T16454113 75842 MV12 GABLE 1 1 Job Reference o tional chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 5 2018 MITek Industries, Inc. Thu Mar 710:25:08 2019 A S R 9 8 11 7 Scale = 1:45.6 3-3-0 13-2-0 LOADING (psQ SPACING- 2-M CS]. DEFL. in (loc) Well Vd -PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.60 Ved(LL) -0.03 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.05 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.19 Horz(CT) 0.01 1 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.01 6-7 >999 240 Weight: 67 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins, 1-4: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-2-0 except (jt=length) 1=0-1-8. (lb) - Max Horz 9=-422(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 9=-126(LC 16), 7=-342(LC 12), 8=-245(LC 12) Max Gray All reactions 250111 or less at joint(s) 9, 1, 6 except 7=559(LC 18), 8=573(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 3-5=-295/140, 5-6=-492/248 BOT CHORD 8-9=-237/496, 7-8= 237/496, 6-7=-237/496 WEBS 5-7=.386/432, 3-8=-302/289 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=451t; L=241t; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -3-2-4 to-0-2-4, Interior(1) -0-2-4 to 12-6-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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, with BCDL= 10.0psf. 4) Provide mechanical connection (by others) of truss to bearing plate at joints) 1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1 except 61=11b) 9=126, 7=342, 8=245. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Thomas A Altiani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 Q WARNING -Verity Oeslgn pemmefersend READ NOIEa ON THSAND/NCLUDEDMIIEKREFERANCEPAGEMP74Mre¢ racial BEFORE USE. �■�- Design valid for use only wlthMBek®connectors. This tlesign 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 applicability of design parameters and properly Incorporate mis design Into the overall a.G`+JYw building design. Bracing Indicated 6 to prevent buckling of Individual muss web and/or chord members only. Additional 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, delNery, section and bracing of trusses and imss systems seeANSIMI I Quality Creeds. USB-59 and SCSI BuShci Component 69N Parke East Blvd. Safety Infoenatbrc4voiloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL net 0 Job Truss Truss Type 1 Oty Ply WEINERT/057442 T76454114 75842 PBA Piggyback 6 1 Job Reference (optional) o.caos weu o zui a muex mausmes, Inc. inu mar rTu:zo=zule 3 3x4 = 3x6 = 3x4 = Scale =1:8.6 Plate Offsets (X Y)-- I3:0-3-0 Edge) LOADING (psQ SPACING- 2-0-0 CBS. DEFL. in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(L-) 0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 4 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 2=125/2-6-6, 4=125/2-6-6 Max Horz 2=-34(LC 10) Max Uplift 2=-92(LC 12). 4=-92(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directlyapplied or4-4-0 Go 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=3.Opsf; h=15ft; B=4511; L=24ft; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFR3 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 100 lb uplift at joint(s) 2, 4. 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.39388 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33618 Date: March 7,2019 Q WARNING-Vedry design parameters and READ NOTES ON Mrs ANDINCLUUEDUREKREFERANCE PAGE M➢-74Tsm,, fOPYJ015BEFORE USE �■�' Design volld for use only with MRek® connectors. MIS tleslgn is based only upon parameters shown and h for an Individual building component, not a M1uss system. Before use, Me building designer must verify the applicabl9ty, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of lndrAdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stablllty and to prevent. collapse wlM possible personal injury and property damage. For general guidance regarding Me fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdbda, DSB49 and SCSI Building Component SaM1ty Mfommllonc ao loble from Truss Plate Ins1I1We, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. 69M Parke East Bit Tampa, FL 33610 Job Thus Truss Type -I Oty Ply WEINERT I Q57442 T76454115 75842 FEB Piggyback 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Thu Mar 7 10:25:10.2019 3x4 = 3.6 = 3 3x4 = Scale = 1:7.6 Plate Offsets (X,)- f3:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(L-) 0.00 4 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 4 n/r 90 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 2=127/2-6-6, 4=108/2-6-6 Max Horz 2=33(LC 11) Max Uplift 2=-96(LC 12), 4— 68(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-8 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=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp Cf.Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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) 2, 4. 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 kliTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 AWARNING- Ver/fylesignm hIfens.dREADNDIESONTRISANDWCLUDEDMfrEKREFERANCEPAGEMIP74Mar ..faNYL0f5BEFOREUSE. Design valld for use only with sdgels) connectors. lh6 design 6 based only upon parameters shown and Is for on Individual building component, not p`y a hues system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate t is design Into the overall building deslgn. Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing Welk' 6 always required for stability and to prevent collapse with possible personal Inury and property damage. For general guldonce regarding the fob0callon, storage, delivery. erection and bracing of trusses and muss systems seeANSb IPII Guai@v CM�M, DEB and !RI Building Component 6900 Parke East Blvd. Safety Infoenotbrnvollobie from Truss Plate Insmfute. 218 N. We Sheet Suite 312. Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type .. Oty Ply WEINERT / Q57442 T76454116 75842 PBC Piggyback i 1 Job Reference (optional) wamuers intai., inc., ran rierce, rL 8.240 s Uec 8 ZU18 MI I elk Industries, Inc. Thu Mar 7 10:25:10 2019 Pagel 1D:lz9CgZE7KNnC7aJeJvRmpo4fgl.2fQ7BZkDtOZaPcNK9sLmNTd46Cdhg76Blc5egzdLAN 2-0-0 2-4-0 4-4-0 2-0-0 I 0-40 I 2-0.0 3 3x4 = 3xG = 3x4 = Scale a 1:8.8 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4 rift 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 4 n/r 90 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (fib/size) E=125/2-6-6, 4=125/2-6-6 Max Horz 2=-32(LC 10) Max Uplift 2=-92(LC 12), 4=-92(LC 12) FORCES. (Ili) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) 2, 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Alhani PE No.38380 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 7,2019 OWARN/NG-Verity designparamefers and READNOTES ON MIS AND/NCLUDEDMDEKBEFENANCE PAGE MIP74larev. taostani BEFORE USE Design valid for use only with MRekg connectors, ibis design 8 based only upon parameters shown, and 4 for an Individual building component not a truss system. Before use, Me building designer must verlfy me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated; to prevent bueWing of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for itobMy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and muss systems seemilvrPII Cu CObrb; OS34 9 and 5GSI Building Component Safety mloenatbnavaaoble from Truss Plane Instltvte, 218 N. Lee Steel. Suite 31Z Ale>taodd0. VA 22 14. ��- MfTek• 6904 Parke East Blvd. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION -11 13 /4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed Teeth. For 4 x 2 orientation, locate plates 0-1na' from outside edge of truss, This symbol Indicates The required direction of slots in connector plates. 'Plate location details available In MTek 20/20 software or upon request. PLATE SIZE The first dimension is The plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in The bracing section of The output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. I 6-4-8 I dimensions shown Inftsixteenths t scale) ll�l (Drawings not To scale) 0 C O U U o_ O JOINTS ARE GENERALLY NUMBEREDAETrERED 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 ]CC -ES Reports: ESR-131 1, ESR-1352, ESR1988 ER73907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved e MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 BCSL 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alfemative 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 oneach 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. 8, Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone .is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.