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HomeMy WebLinkAboutTRUSS PAPERWORKN EEO MiTek° Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1561219-reals_res - TONY CASH_ MIKE REAL RES. Site Information: Customer Info: MIKE REALS Project Name: AW1561219 Model: Reals Res. Lot/Block: TBD Dunn Road Subdivision: Reals Res. Address: TBD Dunn Road City: Fort Pierce State: FLORIDA MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-419CANNBB BY St. Lucie County 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: 47.0 psf Floor Load: N/A psf This package includes 38 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 I Date I No. I Seal# I Truss Name Date 1 T15835402 I Al 12/17/18 118 1 T1 5835419 1-13 12/17/18 12 _ I T1 5835403 1 AP1 8 19 T I 1 §8354201 H4 127/18 I 1 T158354041 AP2 -1 12//17/1813 4 I T1583051AAP3 8354221 H6 88'11 5 T1584064 P 12/1 2T I6 T15835407 AP5 112/17/18123 1 T1 58354241 H8 112/17/181 I7 LT15835468IAP6 I12/17/18124 IT158354251H9 112/17/181 16 1 T158354091 AP7 112/17/18 25 1 T15835426 H10 112/17/18 19IT15835410ICJ1 12/17/18126 T1 5835427 1 H 11 112/17/18 10 T15835411 I CJ3 12/17/18127 1 T15835428 I H12 112/17/181 11 1758354121EJ5 12/17/18I28 1 T1 58354291 H 13 112/17/181 I 12 T1 58354131 EJ7 12/17/18I29 1T158354301H14 112/17/18 13 I T158354141 G R 1 1 12/17/18 I30 1 T15835431 I HJ5 112/17/181 114 I T15835415.1 G R2 112/17/18 I31 1 T7 5835432 I HJ7 1 12/17/18 15 T15835416 GR3 12/17/18 32 T15835433 PB1 12/17/18 16 T15835417 H1 12/17/18 33 T16835434 V1 12/17/18 17 T158354181H2 112/17/18134 1 T1 5835435 1 V2 112/17/181 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 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. `11111u.1- Jullus Lee PE No.34669 MiTek USA Inc. FL Dert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 Lee, Julius 1 of 2 RE: 1561219-reals res TONY CASH MIKE REAL RES Site Information: Customer Info: MIKE REALS Project Name: AW1561219 Model: Reals Res. Lot/Block: TBD Dunn Road Subdivision: Reals Res. Address: TBD Dunn Road City: Fort Pierce State: FLORIDA INo. ISeal# ITruss Name I Date 135 1 T15835436 1 V3 12/17/18 136. 1 T1 5835437 1 V4 112/17/18� 137 1 T1 5835438 1 V5 - 112/17/18 138 1 T1 5835439 1 V6 112/17/18 2of2 Job Truss Truss Type Ory Ply TONV CASH_ MIKE REAL RES. T15835402 1561219-REALS_RES Al Common 1 1 Job Reference (optional) tlall0era-irmbouree, Vlam L;Iiy, 1-1. J3b88 ST1.5: 3A = 8.220s Novl6201BMiTeklndustnes,Inc. Mon:wecl/12:11auzul6 rages 4x6 = Boo 12 5 3x4 = 4x6 = 3xB = 4xB = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.23 12-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Verl -0.39 12-14 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 1=1598/0-8-0, 9=1598/0-8-0 Max Horz 1=172(LC 9) Max Uplift 1=-497(LC 12), 9=-497(LC 13) FORCES. (Ib) -Max. Comp./Maz. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2930/1586,2-4=-2655/1499,4-5=-1872/1159,5-6=-1872/1159,6-8=-2655/1499, 8-9= 2930/1586 BOT CHORD 1-14= 1279/2527, 12-14=-927/2079, 10-12=-93112079, 9-10= 1275/2527 WEBS 5-12=-706/1202,6-12=-738/554,6-10=-276/502,8-10=-359/391,4-12=-738/554, 4-14=-276/502, 2-14=-359/391 Scale = 1:61.4 3x8 = PLATES GRIP MT20 244/190 Weight: 176 In FT=20% Structural wood sheathing directly applied or 2-5-12 oc pudins. Rigid ceiling directly applied or4-10-15 oc bracing. 1 Row at midpt 5-12 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 17-4-0, Extenor(2) 17-4-0 to 23-4-0, Intenor(1) 23-4-0 to 34-4-0 zone; cantilever left and right: exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) 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 tit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 1=497.9=497. ��pJ G E 34869 n A* 'argrnn••. Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Q WARNING -Verify CasiSnparamefersan✓READ NOTES ON WISAND INCLUDED MmEKREFERANCEPAGEIIUA7 ara✓. 1G=dISBE1aORE USE. Deegn Vold for use only with Mltek® connectors. This design is based only upon parameters shown, and Is for an Intlivltlual building component, not a truss system. Before use, the building designer must verity the oppllcci 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 M!Tek' Is always required for stability and to prevent collapse with poddble personal Injury and property damage. For general guidance regarding me fobricaeon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CMurle. OSS-09 and SCSI Building Component 69N Palle East Blvd. Safety mfommtbnovoiloble from Truss Role Institute, 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314, Tampa, FL 33610 Jab Truss Truss Type tatty Ply TONY CASH_ MIKE REAL RES. T75835403 1561219-REALS_RES API Piggyback Base 1 1 Job Reference o tional Builders FirstSource, Plant City, FL 33566 8.220 s Nov 16 2016 Mil Industries, Inc. Mon Dec 1712:11:11 2018 a no Sx6 = 5x6 = 2x4 II 1.5x8 STP= 4x6 = 6xl2 MT20HS 4x6 = Sx8 = 2x4 II 6x8 = 6-5-4 12-0-0 23-0-0 33-8-0 39-6-12 46-0.0 6-5-4 5-10102 10-8-0 10-8-0 5-10-12 6-5-4 Scale = 1:82.8 46 = Plate Offsets (X Y)-- 17:0-3-0 0-2-0] (8:0-3-0 0-2-0] LOADING (psi), SPACING- 2-0-0 CSI. DEFL. in floc)/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.35 16-18 >999 240 MT20 244/l90 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.6016-18 >662 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 2841b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 *Except* 17-19: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=299/0-5-8, 20=2677/0-8-0, 13=1558/0.8-0 Max Horz 2=225(LC 11) Max Uplift 2=219(LC 9), 20=-822(LC 12), 13=-538(LC 13) Max Grav 2=450(LC 23), 20=2677(LC 1), 13=1558(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 0o bracing. WEBS 1 Row at midpt 6-20, 7-18, 9-18 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-236/451, 3-5=-521/921, 5-6=-344/898, 6-7=-915/692, 7-8=-777/685, 8-9=-913/680, 9-10=-1964/1224,10-12=-1989/1045,12-13=-2563/1211 BOT CHORD 2-21=-428/311, 20-21=-428/311, 18-20=-2/353, 16-18=-365/1241, 15-16=-938/2174, 13-15=-938/2174 WEBS 3-21=418/221, 3-20=-660/929, 5-20=-384/353, 6-20=-2041/1145, 6-18=-417/898, 9-18=-855/710,9-16=-550/937,10-16=-381/361,12-16=-560/385 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-6-0 to 4-8-0, Interior(1) 4-6-0 to 21-3-11, Exlerior(2) 21-3-11 to 33-2-2, Interior(1) 33-2-2 to 47-6-0 zone; cantilever left and right exposed; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=219, 20=822, 13=538. %%P�wL1US CF�4i�i I 34866/(9//J�]� 10 Vh � : 0 R 1 � p'�j���`• /ONAl- Jullus Lee PE No.34869 MiTek USA, Inc. R. Cert SW 6904 Parke East Blvd. Tampa P. 33610 Date: December 17,2018 Q WARNING- Verify design parameters and READ NOTES ON WX AND INCLUDED MmEK REFERANCE PAGE WMAI hex 14 1tVI5 BEFORE USE Design valid for use only with M6ek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component not ��- a truss system. Before use, Me building designer must verity the oppicobJlly of design parameters and properly Incorporate tt16 design Into the overall building design. Bracing Indicated is to buckling of lndlNdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property Carnage. For general guidance regarding the fobrlcation storage, calvary, erection and bracing of forces and truss systems seeANS1y1PIl Quality Criteria. DSB-a9 and SCSI Building Component 69N Parke East BNd. Safely WatmatbMvalloble from Truss Plate In51HNe, 218 N. Lee Street Suite 312 Alexandre, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply=CASH-REAL RES.T15835404 1561219-REALS_RES AP2 Piggyback Base 10 al builders F0stbource, I'lant city, FL 33566 8.220 s Nov 16 2018 MITek Inc. Mon, Dec 1712:11:132018 5x6 = Sx6 = axe = 18 17 4.00112 13 2x4 II 1.5x8 STP= 1.5x8 STP= 8.14 MT20HS = 4x6 = 7-0-0 I 12-4-0 12(BI.1 21-3-01 26-8-0 33-10-0 41.4.0 7-0-0 5-4-0 0-0.0 8-7-11 5-0-5 ]-2-4 7-5.12 Scale=1:76.2 Plate Offsets(X,Y)-- 17:0-3-00-2-0118:0-0-00-2-01117:1-0-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.71 Vert(LL) -0.18 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.36 16-17 >950 180 MT20HS 187/143 BCLL 0.0 Rep Stress met YES WB 0.97 Horz(CT) 0.16 13 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 2601b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-17: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - WEBS 1 Row at midpt 6-17, 8-16, 11-13 REACTIONS. (lb/size) 2=175/0-5-8, 17=2687/0-8-0, 13=1116/0-8-0 Max Hom 2=328(LC 11) Max Uplift 2=-219(LC 8), 17=-799(LC 9), 13=-365(LC 13) Max Grav 2=373(LC 23), 17=2687(LC 1), 13=1116(LC 1) FORCES. (I s) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-186/722, 3-5=-781/1233, 5-6=-609/1218, 67=-639/449, 7-8=-500/469, 8-9=-1474/81Q 9-11= 1753/1026 BOT CHORD 2-18=-623/252, 17-18=-623/252, 16-17=-245/477, 15-16=-190/908, 14-15=-663/1611, 13-14=-795/1489 WEBS 3-18=-460/272, 3-17= 679/927, 5-17=-357/337, 6-17=-2039/1175, 6-16=-021/926, 8-16= 930/443,8-15=-533/1209,9-15=-408/527,11-13=-1864/941 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.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-6-0 to 4-6-0, Interior(1) 4-6-0 to 21-3-11, Extedor(2) 21-3-11 to 33-2-2, Intedor(1) 33-2-2 to 41-24 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20plates 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) Bearing at joints) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=1b) 2=219, 17=799, 13=365. `,,..,,\O E N i N 34869 .0R1'Dp'•��� Julius Lee Lee PE No.34869 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 O WARNING-VerifydesignParamefersand READNOTES ON TN/SAND INCLUDED 111/17EKREFERANCEP46EMII-74"MV. 10=2015BEFOREUSE. �■� Deelgn valid for use only with M7ek® connectors, this design 6 based only upon parameters shown, and h for an Individual bullding component, not M a imss system. Before use, e building designer must verify the applicability of design parameters and properly Incopomte this design Into the overall a.��o buildingdesign. Brocingindicated IStoprevent buckling otIndividual tiss web and/or chord members orry. Additlondtemporary and permanent bracing WGIC 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 faes systems, seeANSV1911 Qual" CMnlo, 086d9 and BCSI Bultlbp Company nt 69M Parke East Blvd. Safirty Informatbrpvollable from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexand la, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply TONY CASH_ MIKE REAL RES. T15835405 1561219-RFALS_RES AP3 PIGGYBACK BASE 1 1 Job Reference a tional Builders FirstSource, Plant City, FL 33566 8.220 s Nov 16 2018 Inc. Mon Dec 17 12:11:14 2018 6.00 12 5x6 = 3xa = 18 17 4.00112 19 2x4 II 602 MT20H5= 5x6 = 55-00-0047-15-0--00&10-01280 21-3-11 S&850 33]10-4 0 1-0% &-&0 8-7 2 Scale = 1:76.2 13 1.5xB STP= US = Plate Offsets (X Y)— f7:0-3-0 0-2-0) f8:0-3-0 0-2-01, 117:0-9-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.19 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.3816-17 >907 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress their YES WB 0.97 Hom(CT) 0.16 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mal Weight: 250 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb) Structural wood sheathing directly applied or4-2-12 cc puffins, except and verticals. Rigid ceiling directly applied or 6-0-0 cc bracing. 1 Row at mil 6-17, 8-16, 11-13 All bearings 7-8-0 except (jt=length) 2=0-5-8, 13=0-8-0, 19=0-3-8. Max Hal 2=328(LC 11) Max Uplift All uplift 1001b or less atjoint(s) except 2=-168(LC 8), 17=-734(LC 13), 18=-478(LC 24), 13=-360(LC 13), 19=-145(LC 9) Max Grav All reactions 250 lb or less at joints) 18, 19 except 2=291(LC 23), 17=2780(LC 1). 17=2780(LC 1). 13=1112(LC 1) BRACING- TOPCHORD BOTCHORD WEBS FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 Ill or less except when shown. TOP CHORD 2-3=-366/526, 3-5=-663/1239, 5-6=495M226, 6-7=628/521, 7-8=-490/522, 8-9=-1461/883,9-11=-1745/1071 BOT CHORD 2-19=-378/300, 18-19=378/300, 17-18= 378/300,16-17=-255/383, 15-16=-244/898, 14-15=-718/1601, 13-14=-829/1482 WEBS 3-18=-106/536, 3-17=-802/546, 5-17=364/330, 6-17=-2040/1119, 6-16= 289/932, 8-16=-933/438, 8-15=560/1203, 9-15— 419/513, 11-13=-1855/986 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-6-0 to 46-0, Inter or(1) 4-6-0 to 21-3-11, Extefior(2) 21-3-11 to 33-2-2, Interior(1) 33-2-2 to 41-2-4 zone; cantilever left and night exposed; end vertical left and fight exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 13 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168lb uplift at joint 2, 734lb uplift at joint 17, 4781b uplift at joint 18, 360lb uplift at joint 13 and 145lb uplift at joint 19. '&Ius Lill 34869 .0t ���1111111\\\ Julius Lee PE No.34869 MITek USA, Inc. R. Gert 6634 b'904 Parke Fast Blvd. Tampa FL 33610 Data. December 17,2018 OWARNING- Veriryde09npararnah send READNOTES ONTNISANDMCLUDEDMREKREFERANCEPAGEM674Tarev. ISIM015BEFOREUSE Design valid for use only with Mitek® connectors. ibis design Is based only upon parameters shown, and Is for on IndNltlual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate ti design Into the overall bulltling design. Brocing Intlicoted is to prevent buckling of IndMtlual puss web and/or chord members only. Addiilonal temporary antl permanent bracing MiTek' B olways required for stabllay and to prevent collapse with possible personal lhury and property damage. For general guklance regarding the fob4caeon, storage, delivery, erection and bracing of trusses and true Were& seeANSVIPII Quality CrBerla. DSB49 and SCSI Building Component 6904 Parse East BN3. Batty tnfoenatbnavallable from Truss Plate InstlMa, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Crry Ply TONYCASH_ MIKEREALRES. T15835406 1561219-REALS_RES AP4 Piggyback Base 5 1 Job Reference o ham guilders hlrst5ource, Piam City, FL 33566 8.220 s Nov 16 2018 MiTek 5x6 = 5.6 = Inc. Mon Dec 1712:11:162018 Page i axc - 18 i] 4.00112 13 1.5x8 STP= 5xl2 = 1.5x8 STP= 3x6 II 5.6 5-0-0 12-8-0 21-&t1 2G8.0 33.10-4 41-4-0 5.4-p 7-4-0 8-7-11 5-45 ]-2-0 7-5-12 Scale = 1:76.2 Plate Offsets(XY)-- f7:0-3-00-2-07 f8:0-3-00-2-01 flS:0-3-110-2-81 f170-9-00-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.25 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Verl(CT) -0.4916-17 >876 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.97 Horz(CT) 0.29 13 n/a nfa BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 250 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (lb/size) 2=-157/0-5-8, 18=2527/0-8-0, 13=1607/0-8.0 Max Horz 2=328(LC 11) Max Uplift 2= 297(LC 24), 18=-805(LC 12), 13=-489(LC 13) Max Grey 2=66(LC 13), 18=2527(LC 1), 13=1607(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-738/1099,3-5=-1500/850,5-6=-1465/1029,6-7=-2022/1307,7-8=-1751/1247, 8-9=-3057/1800, 9-10=-2799/1676 BOT CHORD 2-18=-876/539,17-18=-876/539,16-17=-920/1717,15-16=-984/2185,14-15=-1460/2889, 13-14=-1295/2293 WEBS 3-18=-2378/1453,3-17=-1216/2252,5-17=-455/416, 6-17=-810/404, 6-16=0/378, 7-16=-345/592, 8-16=-862/384, 8-15=-937/1860, 9-15=-223/371, 9-14=-556/230, 10-14=-94/512,10-13=-2921/1598 Structural wood sheathing directly applied or 2-7-4 old pudins, except end verticals. Rigid ceiling directly applied or4-10-1 oc bracing. 1 Row at micipt 3-17, 6-17, 8-16, 10-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-6-0 to 4-6-0, Interior(l) 4-6-0 to 21-3-11, Exterior(2) 21-3-11 to 33-2-2. Interior(7) 33-2-2 to 41-2-4 zone; cantilever left and right exposed; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed 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. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2971b uplift at joint 2, 805 lb uplift at joint 18 and 489lb uplift at joint 13. ESN `SF ? No 34869 .40R10P,:���:` 'ONA1-E��` Julius Lee PE No.34869 MRek US& Inc. FL Cert 6634 6904 Paika East Blvd: Tampa FL 33610 Date. December 17,2018 A WANNING - Vedfy design paremah asi and NERD NOTES ON THIS AND INCLUDED MREK NEFEBANCE PAGE MO-l4Ta rev. 14NB11015 BEFORE USE Design valid for use only with Mnek®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 Me applicability, of design parameters and properly incorporate this design Into Me overall buiidingdesign. Bracing Indicated is to prevent buckling of Individual raw 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 properly damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of trusses and buss systems aarANSUipl1 Cuarm8ry6a Crria, DSB49 and SCSI Buldhtp Component Safety Informalbrevaiiabie from Tasss Fate Institute.218 N. we Sheet, Suite 312, Alexandria. VA 22 ,l4 MiTek' 69N Parke East BNtl. Tampa, FL 33610 Job hus Truss Type Oty REAL RES. 7AP5 T15835407 1561219-REALS_RES Piggyback Base 1 =Reference al Builders FirslSource,Plant City, FL 33566 8,220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1712:11:17 2018 2 O &C0 12 3.6 = 2.4 II 5x8 = 5x6 = Scale=1:76.7 7x10 = 7-0.0 12-8-0 P1-3-11 26.8-0 33-10-4 41-4-0 8-]-17 5-4-5 ]-2-4 7-5-12 r3 1.5x8 STP= 5x6 `= Plate OHsets(XYI-- 12:0-2-120-1-81 V,0-3-00-2-01 [8V-78O+2-41 [17.0-5-40.2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 30.0 Plate Grip. DOL 1.25 TC 0.92 Vert(LL) -0.39 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.7116-17 >688 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hoa(CT) 0.46 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 250 lb FT=20% LUMBER- TOPCHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2059/0-8-0, 13=1917/0-8-0 Max Horz 2=328(LC 11) Meer Uplift 2= 659(LC 12), 13= 561(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 6-17,8-16 2 Rows at 1/3 pts 11-13 FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3603/1831, 3-5=-3033/l694, 5-6=-3006/1859, 6-7=-2898/1803, 7-8=-2538/1693, 8-9=-4054/2365,9-11=-3458/2050 BOT CHORD 2-18=1750/3085, 17-18=-1750/3085, 16-17_ 1560/2845, 15-16=-1440/2990, 14-15=-1918/3697,13-14=-1582/2800 WEBS 3-18=0/256,3-17= 564/364, 5-17=-348/333, 6-17=-266/97, 6-16=852/382, 7-16= 560/990,8-16=-826/357,8-15=-1171/2271, 9-15=-121/298, 9-14= 880/390, 11-14=-195/717,11-13=-3587/1976 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=4.2pstpBCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-6-0 to 4-6-0, Interior(1) 4-6-0 to 21-3-11, Exterior(2) 21-3-11 to 33-2-2, Interior(1) 33-2-2 to 41-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSIFla I 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 659111 uplift at Joint 2 and 561 Ito uplift at joint 13. `,,,C ESN `SF� .-* 34869 .13 • lylrQ DR1QP N • 0 ONALE�.�`� A1, Julius Lee PE No.34869 MITek USA, Inc. R. Cert 6634 69D4 Parke Fast Blvd. Tampa FL 33610 Date: December 17,2018 A WARNING -VeTllydeslgnperemefersaad READ NOTES ON MIS AND INCLUDEDM/TENREFERANCE PAGE MO-7473mv. lN1132015 BEFORE USE valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an indlyclual building component, not Dal' a truss system. Before use. the bui ding designer must verify the appllcobility of design parameters and properly Incorporate this design Into the overall buildIngdeslgn. Brocing indlcated Is to prevent buckling of Individual hussweb and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stoblity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobnootion. storage, delivery, erection and bracing of trusses and truss systems seeANSVIPIf Quality Critedo, DSB49 and BCSI Building Component 69U Parke East Blvd. Sabry In(ormptbmvollableham Tmss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply REAL RES.1561219-REALS_RES AP6 Piggyback Base 1 1T75835408 �TONYCASH_�MltKE al) tltrias rs First8ource, VIM Uty, FL 33566 8.220 s Nov 16 2018 MiTek Inc. Mon Dec 1712:11:19 2018 1.5x8 S1 SA = 7x10 = 6.00 12 a s Scale = 1:76.7 2x4 II 6x12 MT20HS= _ 12 Sx6 = 41-0-0 229 a-11O tSOO 21J11 26-BL 3184 d0.0O 4 1 2-2. 69-0 68L s 7-11 S45 . 7LO 0 Plate Offsets _(X Y)-- r2:0-6-4 0-0-01 f6:0-3-0 0-2-01 f7:0-7-8 0-2-41 rl C:0-3-8 0-2-81 f 16.0-9-0 0-2-81 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.44 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.7115-16 >687 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WE 0.89 Hom(CT) 0.61 12 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 297 to FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 7-9: 2x4 SP No.1, 1-4: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2'Except* 2-16:2x4 SP No.t WEBS 2x4 SP No.3 *Except* 10-12: 2x4 SP No.2 OTHERS 2x8 SP 240OF 2.0E LBR SCAB 1-4 2x8 SP 240OF 2.0E one side BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 3-16,7-15 2 Rows at 1/3 pis 10-12 REACTIONS. (Ib/size) 1=192410-8-0.12=192010-5-8 Max Hoa 1=309(LC 11) Max Uplift 1=-600(LC 12), 12=-561(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-762/466, 2-3=-4356/2313, 3-5- 3191/1840, 5-6=-2926/1791, 6-7=-2542/1705, 7-8=-4061/2366, 8-10=-3512/2095, 11-12=-248/259 BOT CHORD 2-17=-2291/4039, 16-17=--2291/4039, 15-16=-1592/2875, 14-15=-1444/2999, 13-14= 1916/3701, 12-13=-1646/2942 WEBS 3-17=01304, 3-16=-1480/892, 5-15=-361/335, 6-15= 513/928, 7-15=-8381340, 7-14=-1164/2284,8-14=-116/300,8-13=-814/356,10-13=-176/672,10-12=-3691/2009 NOTES- 1) Attached 13-10-2 scab 1 to 4, front face(s) 2x8 SP 240OF 2.0E with 2 row(s) of 10d (0.131'x3') nails spaced 9' o.c.except : starting at 1-10-10 from end at joint 1, nail 2 row(s) at 4' o.c. for 2-0-0; stoning at 8-11-10 from end at joint 1, nail 2 row(s) at 7' o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 213-11, Extedor(2) 21-3-11 to 33-2-2, Interior(1) 33-2-2 to 41-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pounding. 5) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joints) 1, 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6001b uplift at joint 1 and 561 lb uplift at joint 12. `,IIIIIIIIIIIII�/ �`% so-lus LFF��i�i 34869 Will 10NA� S�pp Julius Lee PE No.34669 MRek USA, Inc. R. Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: December 17,2018 Q WARNING-Vedrydeslgn parameters end READ MOMS ON 7NISAND MCLUDED MATEKREFERANCEPAseli4" rev. 1aT220I5BEPOREUSE. Design valid for use only Win MBed], connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a III system. Before use, the building designer must verify the cppllcabOBy of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of tnsses and truss systems. seeANSURII Qua ply criteria, DSBA9 and SCSI Building Campani Sabp Inlpm1a6p11woilabletrem inns Plate ImtlMe. 218 N. We Sheet. Suite 31Z Alexandtla. VA 22314. MiTek' 6904 Padre East Blvd. Tampa, FL W610 Job Truss Truss Type city Ply TONY CASH_ MIKE REAL RES. . T75835409 1561219-REALS_SES APT Piggyback Base 1 1 ' Job Reference (optional) CWaers rlRrJource, rmm l.ny, IL aJ000 a.L"LU s NOV 10 Lel a Mn ex mousmes, Inc. Mon vac It 14;1 Gm m 10 Scale =1:90.0 5x6 = 5x6 = 6.00 12 6 7 3x4 i 5 U 6x10 i 821 '3x60 20 72 6x8 G 4 9 od 3 602 MT20HS,' 19 15 10 t.SxB STP= 1 5x8 II 22 m 6 q v m 1 3x8 6x12 Mi20HS� 11 T 12 b SO2 = 18 17 1d 2x4 II 6x12 MT20HS = 4.0012 13 1.5xe STP= 4x6 1 Bx14 MT20HS = 2-2-0 8-11-0 168-0 21-3-11 26.8.0 32-8-3 40.8-0 42: 12 46-0-0 2-2.0 6-9-0 -0 5-7-11 5-45 1 1 fi-0-3 7-11-13 0. -12 5-7-0 Plate Offsets (X,Y)-- [2:0-8-8,0-0-0], [3:0-4-0,0-3-12], [6:0-3-0,0-2-01, [7:0-4-0,0-2-8], [10:0-6-0,0-2-81,[11:0-4-6,0-1-9],[13:0-11-0,0-4-8], [14:0-6-0,0-2-8], [15:0-3-11,0-2-8], [17'0-9-12 0-2-121 LOADING (psf) SPACING- 2-" CSL DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.49 2-18 >978 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.79 2-18 >614 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Hom(CT) 0.47 13 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2791b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 6-7:2x4 SP No.2, 1-4: 2x8 SP 240OF 2.OE, 9-12:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at micipt 3-17, 7-16, 10-14 2-17:2x4 SP M 31, 15-17: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 10-14: 2x4 SP No.2 REACTIONS. (lb/size) 13=3730/0-5-8, 11=-1050/0-e-0, 1=1720/0-8-0 Max Horz 1=-230(LC 10) Max Uplift 13= 959(LC 12), 11=-1050(LC 1). 1=-543(LC 12) 'Max Grav 13=3730(LC 1). 11=337(LC 12), 1=1720(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-654/444, 2-3=-3860/2002, 3-5=-268511539, 5-6--2310/1363, 6-7= 1988/1319, 7-8=-2927/1492,8-10=-2062/1083, 10-11=-1446/2986 BOT CHORD 2-18=-1673/3561, 17-18=1673/3561, 16-17=-1008/2394, 15-16=-650/2237, 14-15=-721/1834,13-14=-2877/1538,11-13=-2546/1365 WEBS 3-18=-12/337, 3-17= 1459/871, 5-16=449/487, 6-16=-404/674, 7-16=-545/130, 7-15=-410/1197,8-15=-175/899,8-14=-1277/743,10-14=-2124/4429,10-13=-2662/1422 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0, Intedor(7) 6-4-0 to 21-3-11, Extenor(2) 21-3-11 to 33-2-2, Interior(1) 33-2-2 to 47-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 Considers parallel to grain Value using ANSUrPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 959 Its uplift at joint 13, 1050 lb uplift at joint 11 and 543lb uplift at joint 1. 9) This truss has large uplift reaction(s) from gravity load pase(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. w1.lUS� REF G E N S No 34869 ' r O S%iA40RVD. ��Z,� Jullus Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 OWARNING. Verlrydesf9n paremet.andREAD NOTES ON TNISAND INCLUDED MGENREFEMNCEPAGEM47473rey. livusn TISBEFOREUSE �7 w Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for On Individual building component not a truss system. Before use, Me building designer must verity the appllcabillty, of design parameters and properly Incorporate Me design Into the overall buddogdeslgn. BradngIndicated IstopteventbucldingofircrVidualhussweband/archord members oNy. Additlanaltemporary and tomeing M!Tek' permanent Lsa crys requited for stator and to prevent collapse with Possible personal injury antl property damage. For general guWanae regarding Me 69N PaM1e Bast BNd. fabricoflon storage, dellvery, erection and bracing of tosses and Muss systems, seeANSVIPII Quality CObM, DS549 and BCSI Building Component Safely MformalbncV,moble from Truss Rote Institute, 218 N. Lee Street Suite 31Z Alexandria, VA 22314. Tampa FL 33610 Job Truss Truss Type Orly Ply TONY CASH_ MIKE REAL RES. T75835410 1561219-REALS_RES CJ1 Comer Jack 12 1 Job Reference 11 o.zau isIvov 10 zu m MI I ex industries, Inc. man use I I lea 1:41 zula rage T 3nR3PBpRaoV_9yckJh-DiJkgllXwf61Z4eOvLI6NV5Pom E3KYl W uURD39y83Wr 1-0.0 3 a (3)-01 TOENAILS Scale =1:8.2 Plate Offsets (X Y)— f2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(DT) 0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 rda n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SO No.3 BOT CHORD REACTIONS. (lb/size) 2=258/0-8-0, 4=-54/Mechanical Max Harz 2=74(LC 9) Max Uplift 2=-175(LC 9), 4= 54(LC 1) Max Great 2=258(LC 1), 4--19) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (M) or less except when shown Structural wood sheathing directly applied or 1-0-0 oc purlins. 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.Ops1; h=15ft; Cat. II; Ep C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 2 and 54 Ib uplift at joint 4. ' •4111111"'" Julius Lee PE No.34869 Ill USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa R. 33610 Dale December 17,2018 Q WARNING-Pedlyda9rrpemmeta..dREADNOTES ON TNISANDWCLUDEDMITEKREFERANCEPAGEMIFT4Tarey. 11111112015 BEFORE USE Design valid for use only with Maek®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 Mrs overall building tlesign. Bracing Indicated [I to prevent buckling of lndiltlual truss web and/or chord members only. Additional temporary and permanent bracing always regulmd for stability and to prevent collapse with posvble personal Injury and propene damage. For general guidance regarding Me fabrication, storage, delivery. erec0on and brooing of trusses and truss systems, seeANSUIPIt Gua[MMyy Cdtoda, DSB-99 and BCSI Building Component Safety Informatblgvallable from Truss Plate Insfltum, 218 N. Lee Street State 312, Noac tlrlo, VA 22314, MOW 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply TONY CASH_ MIKE REAL RES. T75835411 1561219-REALS RES CJ3 Comer Jack 12 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 8.220 s Nov 162018 MiTek Industries, Inc. Mon Dec 1712:11:22 2018 Page 1 ID:6ewymT8Pj3nR3PBpRao% _9yckJh-hvt61 e29hzEcAEDdT2_pLwjeTlAdM37Yf78Bmbby83Wp -0-6.0 3.0-0 r 1.6.0 3.0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.33 TCDL 7.0 Lumber DOL 1.25 Sc 0.08 BCLL 0.0 ' Rep Stress [nor YES W B .0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=296/0-5-8, 4=27/Mechanical Max Horz 2=102(LC 12) Max Uplift 3= 56(LC 12), 2= 100(LC 12) Max Gray 3=59(LC 1). 2=296(LC 1), 4=54(LC 3) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (I e) or less except when shown. Scale=1:13.3 ,o DEFL. in (too) Vdefl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(CT) -0.01 2-4 >999 180 Horn(CT) -0.00 3 n/a n/a Weight: 121b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 100 lb uplift at joint 2. p1lUS/OFF I.- CEN 34869 �-n: 0111- *.1111 rr= Jullus Lee PE No.34869 MRek USA, Inc. R- Carl 6634 6904 Parke East Bald. Tampa FL 33610 Data. December 17,2018 Q wARxpvG- venwaslgn peremepmseadRE4D NOTES ON WIISAND wCLUDED MNEKREFENANCEPAGE U67443 rev. 160Yd015 BEFORE USE Design valld for use only with Ni connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a Inns system. Before use, the building designer must verify the oppllcoblllly of design parameters and properly Incorporate this design Into me overall bulldingdesign. Brocing Indicated Is to bucWhg of Individual fuss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent In always reauhed far stability and to prevent collapse will Possible personal Injury and property damage. For general gt0dance regarding the fabricohon, storage, delNery, election and bracing of trusses and truss systems, seeAN391P11 Quality CMeda, DSB49 and BCSI Building Component 6904 Palle East Blvd. Safety Informatbmvolloble from Truss Plate Institute. 218 N. We Sleep Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty REAL RES. T15835412 =Reforence 1561219-REALS RES EJ5 Comer Jack 22 al Builders RrstSource, Plant City, FL 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1712:11:23 2018 Page 1 PBpRaoV_9yckJh-95RVF 3nSHMT0Oop1 mKaTwBh5ZwwSopMowK82y83Wo Scale = 1:18.2 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.25 TC 0.64 Vert(LL) -0.03 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 2-4 >958 180 BCLL 0.0 ' Rep Stress [nor YES We 0.00 H02(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 181b FT=20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=151/Mechanical, 2=373/0-5-8, 4=47/Mechanical Max Ho¢ 2=152(LC 12) Max Uplift 3=-118(LC 12). 2= 114(LC 12) Max Grav 3=151(LC 1).2=373(LC 1).4=94(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 5-0-0 oo 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; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0, Interior(1) 4-6-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 118lb uplift at joint 3 and 114 lb uplift at joint 2. 34869 ;01;x i � O R VD i /ONALEpO`. "F1hlnn►llu Julius Im PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data. December 17,2018 QWARNWG-Verllydesignparametersend NEAONOTE50NMSANDWCLUDEDMREKREFE NCEPAGEMX74".v.1DT32015DEFONEUSE Design valid for use only with M700 connectors. Mis design is based only upon parameters Shown and is for an Individual building component. not �■ ■` a truss system. Before use, the bulltling designer must verly the applicobillty of design Parameters and properly Incorporate this design Into the overall tididingdesign. Bracing Indicated s to prevent buckling of Individual truss web and/or chord members only. Additional temporory and permanent bracing MiTek' Is always required for stabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parka East Blvd. fobrication, storage, delivery, erection antl bracing of trusses and truss systems seeANStmill Quality CrDnla, DSB419 and BC51 Building Component Tampa, FL 33610 Safely informa6oncro llobie from Truss Rate Institute. 218 N. Lee Street. Suite 31Z Alexandila. VA 22314, Job Truss Truss Type Cry Ply TONY CASH_ MIKE REAL RES. T15835413 1561219-REALS_RES EJ7 Jack -Open 34 1 Job Reference (optional) Builders nrssBource, Plant City, FL 335ub 8.220 s Nov 16 2018 Mil Industries, Inc. Mon Dec 1712:11:23 2018 ST1.5xB STP = Scale=1:23.5 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL '1.25 TIC0.93 Ve t(LL) 0.13 2-4 >626 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ven(CT) -0.18 24 >436 180 BCLL 0.0 Rep Stress Mar YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=211/Mechanical, 2=465/0-8-0, 4=81/Mechanical Max Horn 2=201(LC 12) Max Uplift 3=-150(LC 12), 2=-135(LC 12), 4=-2(LC 12) Max Gray 3=211(LC 1), 2=465(LC 1), 4=121(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph(TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0, Interior(1) 4-6-0 to 6-114 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcument 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 by2-0-0 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 150lb uplift at joint 3, 135 lb uplift at joint 2 and 2lb uplift at joint 4. ,``IIIIIIIIfIr�4j ,%%%� w�IUS (FF .` GENg' 348699 fl* Julius Lee PE No.34869 MiTek USA, Inc, A. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 A wABNING- Verify design parameters andR"D NOTES ON TNISANDINCLUDED AVTEKNEFEBANCEPAGEM21473 rev. 1GAAaQ9I5BEFOBEUSE. Design valid for use only with MiTek® connectors. ThB design Is based oNy upon parameters shown, and Is for an IndNidual building component not ��s a truss system. Before use. The building designer must verify the appliccbllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual M1ussweb and/or chord members only. Add tonal temporary and permanent bracing MiTek Is always reaulred for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the fabrication. storage, calvary. erection and bracing of trusses and muss systems, seeANSVIPIT CuM1y CMeda. DSB49 and SCSI Building Component 6904 Parke East BNd. Safety Informutbncvarobie from Tmss Plate letters. 218 N. We Sheet Sulte312 Nexandito. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply TONYCASH_ MIKEREALRES. T15835414 1561219-REALS RES GR1 HIP GIRDER 1 2 o tional Jab Referencetop".. Bzu1BMliex Dtaustnes;0lc. Monuecln2n T:zazuiu vagel Scale=1:81.8 6.12 MT20HS = 6.00 12 SxB = 3x8 = 3x6 = 2x4 3x6 = 5x8 = 3 20 21 4 22 23 24 5 25 26 6 27 728 29 30. 31.8 32. he 33 9 I 2 10 a[1 11 b Ielm o 4x5 = 19 34 35 1s 36 37 17 38 16 39 40 41 42 15 43 44 14 45 4613 47 48 12 1.5xB STP= 2x4 11 1,5x8 STP = 3x6 = SX8 = Exa = 4x6 = 3x6 = 2.4 11 4x6 = 6x8 = LOADING (psi) TCLL 30.0 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 FBC2017lrP12014 CSI. TC 0.85 BC 0.88 WB 0.77 Matmi DEFL. in (loc) Vdefl Ltd Vert(LL) -0.27 13-15 >999 240 Vert(CT)-0.4613-15 >879 180 Horz(CT) 0.05 10 n/a rda PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 450 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-6,6-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-11-5 oc bracing. BOTCHORD2x4SP No.2 WEBS 2x4 SP No.3 `Except` 4-16,5-15,8-15: 2x4 SP No.2 REACTIONS. (lb/size) 2=-253/0-5-8, 18=6321/0-8-0, 10=2718/0-8-0 Max Horz 2=84(LC 7) Max Uplift 2=-634(LC 20), 18=-3198(LC 5), 10=-1231(LC 9) Max Grav 2=276(LC 13), 18=6321(LC 1), 10=2722(LC 20) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-617/1657, 3A---1993/4219, 4-5=-1882/966, 5-7=-5230/2595, 7-8=-5230/2595, 8-9=5766/2861, 9-10=-4987/2365 BOT CHORD 2.19=-1443/681, 18-19=-1417/672, 16-18=-4219/2116, 15-16=-843/1882, 13-15=-2717/5766,12-13=-2002/4325,10-12=-199214296 WEBS 3-19=-380/683,3-18=-3544/1880, 4-18=-4028/2129, 4-16= 3284/6793, 5-16=-2690/1498, 5-15=-1822/3750,7-15=-1037/696,8-15=-607/303,8-13=-703/511, 9-13=-906/1843, 9-12=-238/694 NOTES- , ,,`��,US1111j�4F JJ• CC�C ,%�, '�G �i� 1) 2-ply truss to be connected together with 1Do (0.131°x3°) nails as follows: : E 1V g'•. Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. ,�� : V F '•• �� Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. NO 34869 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. S i ' �' 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; porch left exposed; Lumber i �:/ DOL=1.60 plate grip DOL=1.60 ••• Q j•• �� 5) Provide adequate drainage to prevent water pending. �� O <. ;; 1 �' �j'� ��� 1s/ 6) All plates are MT20 plates unless otherwise indicated. �j A �� ��� �IIII�N A' 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent 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. Julius Lee PE No.34869 9) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 634 to uplift at joint 2, 3198 lb uplift at MRek USA, Inc. R. Cert 6634 joint 18 and 1231 Ib uplift at joint 10. 6904 Parke Fast Blvd. Tampa FL 33610 Date: December 17,2018 ®WARNING-VeN1ydesl9n Fammefemand READ NOTES ON THISAND INCLUDED MITEKREFEaANCEPAGEMD74"nnc 1"VoISBEFORE USE Design valid for use only with Mnei connectors. this di 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 bucIding of individual truss web and/or chord members only.. Additional temporary and permanent bracing IS always required for stobilily and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabdcoticn. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl I Quo' Cdtoda, DS549 and BCSI Building Component Safety Infamratbnavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22Y74. ��' MiTek' 6904 Pantie East BNd, Tempe. FL 33610 Job Truss Thus Type Oty Ply TONY CASH_ MIKE REAL RES. Tl5835414 1561219-REALS_RES GR1 HIP GIRDER 1 2 Jab Reference (optional) Builders FlrstSource, Plant City, FL 33566 8.220 a Nov 16 2018 MiTek Industries, Inc. Mon Dec 17 12:11:28 2018 Page 2 NOTES - ET 10:6ewymT8Pj3nR3PBpRaON 9yckJh-W3EOlh6WHp?Iv9gmgJVAA_uT3aUY3YV4e5pFy83Wj 10) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 167 to down and 239 Ito up at 7-M, 137111 down and 154 It, up at 9-0-12, 137 Ib down and 154 lb up at 11-0.12, 137 It, down and 154 lb up at 13-0-12, 137 Ib down and 154 It, up at 15-0-12, 137 lb down and 154 It, up at 17-0-12, 137 Ito down and 164 lb up at 19-0-12. 137 Ile down and 154 lb up at 21-0-12, 137 lb down and 154 Ib up at 23-0-0, 137 Ito down and 154 Ile up at 24-11-4, 137 Ib down and 154 lb up at 26-11-4, 137111 down and 15416 up at 28-11-4, 137 It, down and 154 Ib up at 30-114. 137 Ito down and 154 It, up at 32-11-4, 137 It, down and 154 Ile up at 34-11-4, and 137 It, down and 154 Ib up at 36-114, and 167 Ib down and 239lb up at 39-0-0 on top chord, and 50716 down and 281 to up at 7-0-0, 99 lb down and 22 It, up at 9-0-12, 99 lb down and 22 It, up at 11-0-12, 81111 down and 22 lb up at 13-0-12, 81 lb down and 22 Ile up at 15-0-12, 81 It, down and 22 It, up at 17-0-12, 81 Ito down and 22 Ib up at 19-0-12, 81 lb down and 22 to up at 21-0-12, 81 Ito down and 22111 up at 23-0-0, 81 Ib down and 221b up at 24-11-4. 81 Ito down and 22 Ito up at 26-11-4, 81111, down and 22 lb up at 28-114, 81111 down and 22 lb up at 30-114, 81 lb down and 22 lb up at 32-114, 81 Ito down and 22 Ib up at 34-114, and 81 It, down and 22 Ito up at 36-114, and 507 Ib down and 281 Ile up at 38-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p[Q Vert: 1-3=-74, 3-9=-74, 9-11=-74, 2-10=-20 Concentrated Loads (lb) Vert: 3=-137(F) 6= 137(F) 9=-137(F) 19=507(F) 12=-507(F) 20=-137(F) 21=.137(F) 22=-137(F) 23=-137(F) 24=-137(F) 25=-137(F) 26=-137(F) 27=-137(F) 28- 137(F) 29=-137(F) 30=-137(F) 31=-137(F) 32= 137(F) 33=-137(F) 34=-61(F) 35=-61(F) 36=-61(F) 37= 61(F) 38=-61(F) 39=-61(F) 40=-61(F) 41=-61(F) 42=-61(F) 43=-61(F) 44=-61(F) 45_ 61(F) 46=-61(F) 47=-61(F) 48=-61(F) AWARNING- Ve4rydssl9r P..m Mrsand READNOTE9 ON TNISANDNCLUDEDMIIEKREFEMNCEPAGEMlp74YJrev.1a 015RUOREUSE Design valid for use orgy wBh Mire& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, Me building designer must verify the applicability, of design parameters and property Incorporate mis design Into the Overall f�.nq bullding design, Bracing Indicated is to prevent buckling of lrovidual huss web and/or chord members only. Addhonal temporary and permanent bracing WOW OW Is always real for stabYity and to prevent collapse with possible parsoncl Injury and property damage. For general guidance regarding me fabticallon,storage, delIvery, erection and bracing of busses and buss systems. seeANSVO'll GualSSyy Clitoris. OSS49 and SCSI Suldil Component 6904 Parke East Bi salary mlDrmalbrWallable from Truss Plate ImtiMe. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tempe, FL 33610 Job Truss Thus Type Oty Ply TONV CASH_ MIKE REAL RES. T15835415 1561219-REALS_RES GR2 Hip Girder 1 2 o tional Job Reference(optic o.zzu s rvuv iozur o mi iex mousmes, mc. anon uec it z:n:aazuio 6.00 F12, 4x6 = 5.8 = 2x4 II 20 21 22 423 24 25 2x4 II - -- -- 3x6 = 5x8 = 5x8 = ads = 4x6 = 2x4 11 26 8 6 7 27 28 29 830 31 2x4 II 6x8 = 4x12 = 3x6 = 5x8 = 9 2x4 II Scale = 1:82.1 4x6 = LOADING (pst) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017/TPI2014 CSI. TC 0.94 BC 0.63 WB 0.85 Matrix-SH DEFL. in (too) Udefl Ud Vert(LL) -0.10 18-19 >999 240 Vert(CT) -0.20 18-19 >999 180 Horz(CT) 0.03 10 n/a Na PLATES GRIP MT20 244/190 Weight: 452 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc pur ins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1816/0-8-0, 15=5375/0-5-8, 10=1593/0-8-0 .Max Horz 2=-84(LC 25) Max Uplift 2= 821(LC 8), 15=-2590(LC 5), 10=-730(LC 9) Max Gmv 2=1823(LC 19), 15=5375(LC 1), 10=1602(LC 20) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-3123/1448, 3-0=-2388/1213, 4-5=-2387/1213, 5-7=-1198/2587, 7-s= 1498/805, 8-9=-1499/805, 9-10=-2655/1234 BOT CHORD 2-19=-1249/2658, 18-19=-1258/2690, 16-18=-1252/666, 15-16=-1252/666, 13-15=-2587/1299, 12-13=-1009/2277,10-12= 1000/2246 WEBS 3-19=-231/760, 3-18=-371/216, 4-18=-1197/807, 5-18= 1949/4001, 5-16=0/338, 5-15=-2861/1396,7-15=-2572/1361,7-13=-2171/4487,8-13=-1194/806, 9-13=-879/435, 9-12= 233l763 NOTES- 1) 2-plytmss 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. 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0loaf bottom chord live load nonconcu them 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 chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 lb uplift at joint 2, 25901b uplift at joint 15 and 730 lb uplift at joint 10. ,%1111111ll#,, ,% o" ".. lUS �G E 34869 A Julius lee PE No.34B69 Mlpek UK Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 QWARNWO-Verlty Ceslgnpammefem=d REAONOMSONTN/SAND/NCLUDWMREKREFERANCEPAGEMIP74"mv. 101),3120156EFOREUSE Design valid for use only with MBek® connectors. IDIs 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 opplicablllty of design parameters and properly Incorporate this design Into the overall bulltlingdeslgn. Bracing Indicated a to prevent buckling oftndNICVOItruss 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 propene damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and truss systems, seeANSUIPII Quality Criteria. DSB-89 and BCSI Building Component safeM Informatbrgvoilade ham miss Poofe InsBtute. 218 N. Lee Street Suite 312. Nexandria, VA 22314. MiTek' 69N Palle East BNd. Tampa, FL 33610 Job Tnus Truss Type Oty Ply CASH_ MIKE REAL RES. T15835415 FJob 1561219-REALS_RES GR2 Hip Girder 1 n G ference (optional) Burlaers YlrslSouree, Fear Ldty, FL 33566 8.220 s Nov 162018 MiTek Industries, Inc. Mon Dec 17 12:11:33 2018 Page 2 ID:6ewymTBPj3nR3PBpRaoV__9yckJh-tO1GLPA25Ld2?wZko Vwt1 bJLbFO8nxHfLLsUTv83We NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 Ile down and 239 Ib up at 7-0-0, 137 lb down and 154 It, up at 9-0-12, 137 Ib down and 154 lb up at 11-0-12, 137 Ib down and 154 lb up at 13-0-12, 137 Its down and 154 lb up at 15-0-12, 137 lb down and 154 Ib up at 17-0-12, 137 Ile down and 154 Its up at 19-0-12. 137 Ib down and 154 lb up at 21-0-12, 137 Up down and 154 lb up at 23-1 137 lb down and 154 lb up at 24-11-4, 137 lb down and 154 lb up at 26-11-4, 137 to down and 154 Ib up at 28-11-4, 137 Ib down and 154 lb up at 30-11-4, 137 Ile down and 154 lb up at 32-11-4, 137 lb down and 154 to up at 34-11-4, and 137 lb down and 154 It, up at 36-11-4, and 167 Ile down and 239 Ib up at 39-0-0 on top chord, and 5071b down and 281 lb up at 7-0-0, 81 lb down and 22 lb up at 9-0-12, 81 Ib down and 22 lb up at 11-0-12, 81 Ito down and 22 lb up at 13-0-12, 81 Ile down and 22 lb up at 15-0-12, 81 Ib down and 22 Ib up at 17-0-12, 81 Ile down and 22 Ib up at 19-0-12, 81 Its down and 22 lb up at 21-0-12, 81 Ib down and 22 It, up at 23-0-0, 81 Ile down and 22 It, up at 24-11-4, 81 lb down and 22litup at 26-11-4, 81 Ib down and 22 lb up at 28-11-4. 81 Ib down and 22 So up at 30-11-4. 81 lb down and 22 lb up at 32-11-4, 81 He down and 22 lb up at 34-11-4, and 81 Its down and 22 He up at 36-11-4, and 507 lb down and 281 lb up at 38-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibilityof others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.3=-74, 3-9=-74, 9-11=-74, 2-10=-20 Concentrated Loads (lb) Vert: 3= 137(B)6=-137(B) 9>137(B) 19= 507(B) 12=-507(B)20=-137(B)21=-137(B)22=-137(B)23=-137(B)24=-137(B) 25=-137(B)26=-137(B) 27- 137(B) 28=-137(B) 29_ 137(B) 30=-137(B) 31=-137(B) 32=-137(B) 33=-137(B) 34=-61(B) 35- 61(B) 36=61(B) 37=-61(B) 38=-61(B) 39=-61(B) 40=61(B) 41=-61(B) 42=61(B) 43=-61(B) 44=-61(B) 45=-61(B) 46=61(6) 47=61(B) 48=-61(B) Q WABNWG-wdfydeslynparemetereandaEAD NOTES ON TN/SANDWCLUDED MITEKBEFEBANCEPAGE Na7473 rev. 10Na2015BEFOFE USE Design valid for use only Wth Mgek® connectors. Ms design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling of individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability, and to prevent collapse with possible personal laury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of busses and hum systems seeANswit Quality Cdbdo, DSSd9 and SCSI SWtlhp Component 69W Parke East Blvd. Safety Informalbficycilcble from Truss Plate Instltute. 218 N. Lee Sheet, Sulte 312, Alexondda VA 22314. Tampa, FL 33610 Job Truss Truss Type Illy Ply TONY CASH_ MIKE REAL RES. T15835416 1561219.REALS RES GR3 Hip Girder 1 1 Job Reference (optional) tsu6aers Tlrstaource, ream ury, rL daabb a.zzu s Nov 16zuta NII I ex Inuuamus, alu. MuriUuuI712.11.352018 rngu I ID:6ewymTBPj3nPt3PBpRao% 9yckJh-pP91m5CJdzimEE_l6k_HVOySg12PxJceSa6fgyZLy83Wc n 11.2-0 I 0 E9.8-0-07 &650006.0 F 6-2-0 Scale = 1:62.5 4x10 MT20HS G 4z10 MT20HS 1 6.00 12 5x8 = 3x4 = 5xB WB= 5x8 = 2 15 16 3 17 16 4 19 5 620 21 2223 7 16 L9 LJ LO 1J L/ IL LO <e II "N JI JG JJJY ST1.5x8 STP= 5x8= 5x8= 3x12 MT20HS, 8x14 MT20HS W B=: 3z4 = 3x4 = 6z12 MT20HS = LOADING (psi) TCLL 30.0 TCDL 7.0 ' BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net NO Code FBC2017/TPI2014 CSI. TC 0.86 BC 0.60 WB 0.98 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) Vdefl Ud -0.64 11-13 >637 240 -1.0411-13 >393 160 0.17 8 n/a rVa PLATES MT20 MT20HS Weight: 186 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or2-1-15 oc pudins. 2-5,5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 3-14, 6-9 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=2436/0-8-0, 8=2481/0-8-0 Max Hoe 1=49(LC 26) Max Uplift 1=-1062(LC 5), 8=-1092(LC 4) FORCES. (lb) -Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4900/2179, 2-3=-4360/2002, 3-4=-8163/3762, 4-6=-8227/3804, 6-7=-0457/2062, 7-8=-5006/2244 BOT CHORD 1-14=-1927/4264, 13-14=-3597/7647, 11-13=-4127/8755, 9-11=-363817737, 8-9=-1938/4360 WEBS 2-14=-610/1629,3-14=3603/1803, 3-13=-210/822,4-13= 704/488, 4-11=-630/440, 6-1 1=-175/807, 6-9=-3595/1808, 7-9=-603/1642 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right. exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother 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 1062 lb uplift at joint 1 and 1092 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 241 lb down and 2471b up at 5-0-0, 77 lb down and 121 lb up at 7-0-12, 77 Ile down and 121 lb up at 9-0-12, 77 lb dawn and 121 lb up at 11-0-12, 77 lb down and 121 lb up at 13-0-12, 77 Ito down and 121 lb up at 15-0-12, 771b down and 121 Ito up at 17-0-12, 77 Ito down and 121 lb up at 19-0-12, 77 lb down and 121 lb up at 21-0-12, 77 lb down and 121 Ito up at 23-0-12, 77 lb down and 121 Ib up at 25-0-12, 77 lb down and 121 Ito up at 27-0-12, and 77 lb down and 121 lb up at 27-7-4, and 241 lb down and 2471b up at 29-8-0 on top chord, and 1231b down at 5-1 54 lb down at 7-0-12, 54 Ib down at 9-0-12, 54 lb down at 11-0-12,.54Ito down at 13-0-12, 54 Ib down at 15-0-12, 54 lb down at 17-0-12, 54 Ib down at 19-0-12, 54 lb down at 21-0-12. 54 lb down at 23-0-12, 54 Ib down at 25-0-12, 54 lb down at 27-0-12, and 54 lb down at 27-7-4, and 123 lb down at 29-74 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). % IU S' GENS �No 34869 %';• .ORIN ONA1- Julius Lee PE No.34869 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data. December 17,2018 a wARN/NG Q!!!design parameters and READ NOTES ON TRISAND INCLUDED MITEKREMFbVICEPAGEMO74791ay. 101A140158EFOREUEE Design valid for use only with Mneldi) connectors. This design is based only upon parameters shown, antl is for on IndMldual building component, not ��• a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. BrocIng Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary end permanent bracing WOW 6 always required for stability and to prevent collapse with occuble personal Intury and property damage. For general guidance regarding the storage, delNery, erection and bracing of musses and truss systems, seeANSVIPI I Quality Criteria, DSO-59 and BCBI Bulding Compam"t Safety Infarmalbrrnolloble from Truss Plate Ireci , 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. 6904 Pelke East Blvd.fabrication, Tampa, FL 33610 Job Truss Truss Type City Ply TONV CASH_ MIKE REAL RES. T7583541fi 1561219-REALS_RES GR3 Hip Girder 1 1 Job Reference (optional) Builders FindSource, Plant City, FL 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1712:11:35 2018 Page 2 ID:6ewymT8Pi3nR3PBpRaoV 9yckJhpP9lm5CJdztmEE6kHVOyS9f2PxJc Sa6fgyKL83Wc _ LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2= 74, 2-7=-74, 7-8=-74, 1-8=-20 Concentrated Loads (Ib) Vert: 2=-171(F) 5= 77(F) 7=-171(F) 14=-67(F) 3=-77(F) 13= 27(F) 4= 77(F) 9=-67(F) 15=-77(F) 16=-77(F) 17=-77(F) 18= 77(F) 19=-77(F) 20=-77(F) 21=-77(F) 22=-77(F) 23= 77(F) 24=-27(F)25=27(F) 26=-27(F)27=-27(F) 28= 27(F) 29=-27(F) 30=-27(F) 31=-27(F) 32=-27(F) 33=-27(F)34= 27(F) OWARNING-VaI1fydea/9npaameh,..dREAD NOTES ON MSANDINCLUDEDMR KBEFEAANCEPAGEUX74n.v 16T31[OfSBEFONEUSE Design valid for use only Win Mrek® connectors. This design B based only upon parameters mown, and Is for an individual bullding component, not a muss system. Before use, me building designer must ver the applicability of design parameters and property Incorporate Inc design into the overall bWtling design. Bracing indicated is to prevent budding of Individual puss web analor cnord members only. Additional temporary and permanent bracing Is always rsquired for stability and to prevent collapse with parable personal Injury and property damage. For general guidance regarding the farm tbn. storage, delivery. erection and bracing of lasses and truss systems seeANSVrP11 pVy9y CrdrrM, P3549 and BCSI Building Component Sa/Ny tnfprmDlbMvoOoble ham Tans Rate InstHute. 218 N. Lee Sheet State 312. Alezcmdr VA 22314. ' MiTek' 6904 Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Cry Ply TONY RES.T75835417 1561219-REALSRES H1 Hip 1 7Job CASHMItKEEAL Ref o.( u s Nov 10 zuiu MI I all Inc. Mon use l l 1Z:11:aI ZeTa 6X12 MT20HS = 6.00 12 4 4x6 = 20 II 3.6 = 3x6 = 5 20 6 7 21 8 Scale = 1:81.8 ra v 15 14 3.6 = 1.5x8 STP = 3x6 = 5xB = 4x6 = 3x6 = 3x6 = 4x6 = 6x6 = LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CS1. TC 0.76 SC 0.84 WB 0.85 Matrix-SH DEFL. in (too) Vdefl Ud Ved(LL) 0.32 2-19 >450 240 Vert(CT) -0.52 14-16 >766 180 Horz(CT) 0.05 11 n/a n/a PLATES MT20 MT20HS Weight: 235 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied Or 2-2-0 oc puriins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-5 ec bracing. BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt 5-18, 5-16, 8-16 15-17: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS, (fib/size) 2=52/0-5-8, 18=3014/0-8-0, 11=1469/0-8-0 Max HOM 2=104(LC 11) Max Uplift 2=351(LC 24), 18=-1225(LC 9), l l=-430(LC 8) Max Gmv 2=109(LC 23), 18=3014(LC 1), 11=1484(LC 24) FORCES. (Ill) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-196/1018, 3-4=-230/1114, 4-5=-897/1754, 5-6=-1487/820, 6-8=-1487/820 8-9=-2019/1179, 9-10= 2091/1177, 10-11=-2396/1381 BOT CHORD 2-19=-873/279, 18-19=-973/509, 16-18=365/491, 14-16=-886/2131, 13-14=-744/1813, 11-13=-1080/2042 WEBS 3-19=-424/570,4-19=-739/299,4-18=-1413/1381,5-18=2215/1336,5.16=-1077/2117, 6-16=-492/347,8-16=-797/566, B-14=-274/212, 9-14=-156/437, 9-13=-148/257, 10-13=-268/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,�� ; 'YC E N S'• �o F��•. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Ecp C; Encl., �� V GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-6-0 to 4-7-5, Interior(1) 4-7-5 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 34869 •�• 17-5-13 to 37-0-0, Exterior(2) 37-0-0 to 45-8-0, Intedor(1) 45-8-0 to 47-6-0 zone; cantilever left and right exposed ; end vertical left , and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. - 4) All plates are MT20 plates unless otherwise indicated. �• [(/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) • This truss has been designed for a live load of 20.Opst the bottom in i O �� T • P' �� on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between •• 0 R A will the bottom chord and any other members. j� • .••`�j� ••� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ill uplift at joint 2, 12251b uplift at joint 18 and 4301b uplift at joint 11. Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date. December 17,2018 QWAHNWG-Vefyde.4gn parsmereraand HEAD NOTES ON TNISANDINCLUDED MITEKHEFEHANCEPAGEMS-7mrev.. laV3201SBEFOHEUSE OF valid for use only with Mlrea connectors. This design Is based any upon parameters Shown ontl Is for an Intllvidual building component, not a buss system. Before use, the building designer must verify the appllccolW of design parameters and properly Incorporate this design Into the overall bulldIng deslgn.Bracing Ndicated is to prevent buckling of hdNltlual truss web and/or chord members only. Additional temporary ontl permanent brocing 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 Musses and truss systems soCANSVIPII Qua ply CAodo, DSO-89 and SCSI Buld10D Component 6904 Parke East Blvd. Safety Intomtntbncy,04oble from Truss Plate Institute. 218 N, tee Street, Sulte 312, Alexontltlo. VA 22314. Tampa, FL 03610 Job Truss Truss Type Oty Ply TONV CASH_ MIKE REAL RES. T15835418 1561219-REALS_RES H2 Hip 1 7 Job Reference (optional) aunanrs Firsraource, Plant lily, PL 335aa 8.220 s Nov 16 2018 MiTek Inc. Mon Dec 1712:11:462018 Boo 5x6 4 4xB = 3x6 = 4x5 = 5x6 C 527 6 722 8 Scale=1:81.8 2.4 11 1.5xB STP = 4x6 = 3x6 = 4x6 = 6xB = 2x4 II , 4x6 = axis = 5-9-4 12-4-0 23-0.0 33-8-0 40.2-12 46.0-0 m-B-n m.B-n I a.a.n Plate Offsets IX Y)- f4:0-3-0 0-2-71 18:0-3-0 0-2-71 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(ILL) -0.25 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.49 13-15 >815 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.98 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 2351b FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 4-6,6-8:2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 14-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (ID/size) 2=7810-5-8, 17=2982/0-8-0, 10=1475/0-8-0 Max Horz 2=123(LC 11) Max Uplift 2=-325(LC 24), 17=-1175(LC 9), 10=454(LC 13) Max Gran, 2=160(LC 23), 17=2982(LC 1), 10=1500(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. WEBS 1 Row at micipt 5-17, 7-13 FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-116/944, 34=-714/1341, 4.5=-709/1373, 5-7=-1206/660, 7-8=-1711/1061, 8-9=-1903/1060, 9-10=-2460/1342 BOT CHORD 2-18=-818/248, 17-18=-818/248, 15-17= 107/575, 13-15=-565/1675, 12-13=-1053/2085, 10-12= 1053/2085 WEBS 3-18=419/227,3-17=-643/1088,4-17=-1040/691,5-17=-2385/1413,5-15=-516/1111, 7-15=-835/620,8-13=-112/377,9-13= 508/502 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=4.2pst BCDL=3.Opsf; h=151t; Cat. 11; E>re C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0, Intedor(1) 4-6-0 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13, Intedor(1) 19-5-13 to 35-0-0, Extedor(2) 35-M to 43-5-13, Interior(l) 43-5-13 to 47-6-0 zone; cantilever left and right exposed; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 2, 1175lb uplift at joint 17 and 4541b uplift at joint 10. r,,� G ESN No 34869 "111ills - Julius Lee PE No.34869 MiTek USA. Inc. FL Cart 6634 6904 Puke East Blvd. Tampa FL 33610 Date: December 17,2018 0 WARNWG- VeN/y C9slgn Parameters and READ NOTES ON MOANDWCLUDED MREKREFERANCEPAGEMX74TJmv. raN3Q01SBEFORE USE. Design valid for use only with MnekGsconnectors. Tnlsdesign is bored only upon parametersshown. and is for on individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndviduai truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stoblllty, and to prevent collapse with possible personal lnlury and property damage, For general guidance regarding the fabrlcatlon, storage. delivery, erection antl bracing of trusses and truss systems seeANBUrPIt Guaft Ci tgln. DSB-59 and BCSI Balding Component 6904 Parke East BNd. Safety Bsformotbmvolable from Truss Rote Iroti 218 N. Lee sheet Suite 312. Arexandro. VA 22314. TarnDa, FL 33010 7 Job Truss Type cry Ply TONY CASH_ MIKE REAL RES. FH_36 T75835419 1581219-REALS_RES Hip 1 1 Job Reference (optional) builders Firstsource, Plant City, FL 33566 8.2,20 s Nov 16 2018 MiTek Inc. Mon Dec 17 12:11:48 2018 Scale = 1:83.2 6.00 12 5x6 = 4x6 i 5x6 = 6 22 7238 9 e d 2x4 11 1.5x8 STP= 6x8 = 2.4 11 4z6 = 6x8 = LOADING (psf) SPACING- 2-0-0 TOLL 30.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.81 BC 0.99 W B 0.93 Mobil DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Ud -0.24 15-17 >999 240 -0.4515-17 >876 180 0.06 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 2431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-19 REACTIONS. (lb/size) 2=175/0-5-8, 19=2918/0-8-0, 12=1442/0-8.0 Max Horz 2=143(LC 11) Max Uplift 2= 246(LC 24), 19=-1109(LC 9), 12=-466(LC 13) 'Max Gray 2=277(LC 23), 19=2918(LC 1), 12=1473(LC 24) FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-77/811, 3-5=-675/1283, 5-6=-526/1087, 6-8= 931/563, 8-9=-1454/976, 9-11=-1732/978, 11-12= 2376/1270 BOT CHORD 2-20=-697/254, 19-20=-697/254, 17-19=-49/477, 15-17=-328/1280, 14-15= 989/2007, 12-14=-989/2007 WEBS 3-20=-440/252,3-19=-737/1153,5-19=-958/651,6-19=-2041/1231, 6-17=-495/1054, 8-17=-806/581, 8-15=-218/288, 9-15=-72/326, 11-15=-638/578 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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0, Interior(1) 4-6-0 to 13-0-0, Exterior(2) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 33-0-0, Exterior(2) 33-0-0 to 41-5-13, Interior(1) 41-5-13 to 47-6-0 zone; cantilever left and right exposed; end vertical left and right exposed; porch left exposecil 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 3x6 MT20 unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246lb uplift at joint 2, 11091b uplift at joint 19 and 4661b uplift at joint 12. ,%,,l .11l LE� .0 � J PENS '�. = *: • � 3486 :* Julius Lee PE No.34869 Mil US& Inc. R. Gert 6634 6904 Parke East Blvd. Tampa R.33610 Date: December 17,2018 A WARNPIG- Verflydesfanparametersend REAONOTESON TH/SMDMCLUDWMR KREFERANCEPAGEM 74mmr raussasISBEFOREUSE valid for use only with Mrrokoconnectors. this design is based only upon parameters shown, and Is tot an InoNidual bustling component, not a fuss 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 D to prevent buckling of individual huss web and/or chard members only. Additional temporary and permanent bracing 3 always required for statollity 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 buss Mtems, seeANSVWIT Qua 0h Cil Ill and BCSI Building Component Safety Nformotlone olable from Truss Rate Insfitute. 218 N. Lee Streat Suite 312, Alexontlrlo. VA 22314. Nil' MiTek- 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply TONY CASH_ MIKE REAL RES. T15835920 1561219-REALS_RES H4 Hip 1 1 Job Reference (optional) Builders F rstSource, Plant City, FL 33566 8.220 s Nov 16 2018 MTek Inc. Mon Dec 17 12:11:50 2018 Page 1 Scale = 1:83.2 6.00 12 Sx6 = 2x4 11 Sx6 = 5 621 22 7 m b d 2x4 11 1.5x8 STP= 46 = 5x8 = 4x6 = 6x8 = 2x4 It 46 = 6x8 = 7-9-4 72-4-b 23-0-0 33-&0 38.2.72 48.0-0 1 7-ga l 4-sn2 10-6-0 1 10-a0 1 4-s-12 1 7-g-4 Plate Offsets (X,Y)— f5:0-3-8 0-2-41 f7:0-3-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.23 2-18 >637 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.58 13-15 >692 180 BCLL 0.0 Rep Stress [net YES W B 0.78 Hom(CT) 0.06 10 n/a WE BCDL 10.0 Code FBC2017/TPI2014 Matrix3H Weight: 241 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 14-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=278/0-5-8, 17=2709/0-8-0, 10=1547/0-8-0 Max Horz 2=-163(LC 10) Max Uplift 2=-213(LC 9), 17=-959(LC 9), 10— 504(LC 13) Max Gmv 2=382(LC 23), 17=2709(LC 1), 10=1566(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD _ Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 5-15, 7-15 FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-42/602, 3-5=-489/1051, 5-6=-1174/822, 6-7=-1174/822, 7-9=1965/1181, 9-1D-2530/1370 BOT CHORD 2-18=-508/247, 17-18=-508/247, 15-17=-19W445, 13-15=-507/1437, 12-13=-1070/2136, 10-12=-1070/2136 WEBS 3-18=-448/227, 3-17=-734/1100, 5-17= 2205/1333,5-15=-986/1701, 6-15=-683/527, 7-15=-392/323, 7-13=-351/669, 9-13=-655/588 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0. Interior(1) 4-6-0 to 15-0-0, Extedor(2) 15-0-0 to 23-5-13, Intedor(1) 23-5-13 to 31-0-0, Exterior(2) 31-0-0 to 39-5-13, Interior(7) 39-5-13 to 47-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.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 213 Ito uplift at Joint 2, 959 lb uplift at joint 17 and 504 lb uplift at joint 10. Julius Lee Lee PE No.348f39 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 17,2018 Q WARNING-Verl/ydeslgn Par fers.dREAONOTES ON Ml INCLUDED MIIEKBEFEBANCEPAGEM➢J4J3m, 141032015BFFORE USE Design valid for use only wlih MOek® connectors. This design Is based only upon parameters shown, and 6 for an IndMdual building component, not a truss system. Before use, the bulltling designer must verify the oppllcobIIIN of design parameters and properly Incorporate this design Into the overall bulltling tleslgn. Bracing maicoted Is to prevent buckling of Individual truss web and/or chord members only. Ad fflonai temporary and permanent bracing MiTek' a alwaysrequltedforstabilityandtopreventcollapsewllhpossiblepersonalinturyandpropertydamage. For genarolguidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria. OS649 and SCSI Building Component 69M Pare East Bind. Safety Infomlatbrlovallable from Truss Rate Institute, 218 N. We Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply TONY CASH_ MIKE REAL RES. T75835421 1561219-REALSLRES H5 Hip 1 1 Job Reference (optional) Builders FrstSource, Plant City, FL 33566 8.220 s Nov 16 2018 M7ek Inc. Mon Dec 17 12:11:51 2018 Scale = 1:83.2 612 5xe 2x4 11 5x6 = .00 2x4 It 1.5x8 STP= 48 Sx8 = 4x6 6x8 = 2.4 II 46 = 6.8 = fi-5-4 fi-s-4 s124.0 9466--S0dI 0 -1012 33013 8 5-62 Plate Offsets(X,Y)— 16:03-00-2-01 f8:03-00-2-01 LOADING (psU SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Veri -0.36 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.61 15-17 >657 180 BCLL 0.0 ' Rep Stress Incr YES We 0.79 Horz(CT) 0.06 12 Na n/a BCDL 10.0 Code F13C2017/rP12014 Matrix-SH Weight: 264 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 16-18; 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=292/0-5-8, 19=2687/0-e-0, 12=1556/0-8-0 Max Horz 2=-183(LC 10) Max Uplift 2= 210(LC 9), 19=-900(LC 9). 12— 516(LC 13) Max Grav 2=409(LC 23), 19=2687(LC 1). 12=1567(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 6-17, 7-17, 8-17, 8-15 2 Rows at 1/3 pts 6-19 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-146/483, 3-5=-536/936, 5-6=-359/911, 6-7=-1023?71, 7-8=-1023/771, 8-9— 1992/1400,9-11=-2008/1160,11-12=-2580/1344 BOT CHORD 2-20=-406/265, 19-20=-406/265, 17-19=-7/355, 15-17= 369/1246, 14-15=-1058/2189, 12-14=-1058/2189 WEBS 3-20— 416/221, 3-19=-656/933, 5-19=-402/494, 6-19=-2046/1207, 6-17=-775/1316, 7-17=-512/421, 8-17=-420/357, e-15=-725/961, 9-15=-400/497, 11-15=-554/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; 11=151i Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0, Intedor(1) 4-6-0 to 17-0-0. Exterior(2) 17-0-0 to 25-5-13, Interior(1) 25-5-13 to 29-0-0, Extedor(2) 29-0-0 to 37-5-13, Interior(1) 37-5-13 to 47-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2101b uplift at joint 2, 900 lb uplift at joint 19 and 516 Ib uplift atjoint 12. �� No 34869 ^:• ORI0 ••/morn•• Julius Lee PE No.34869 MITek USA, Inc. FL Cent 6634 6904 Parke East BNtl: Tampa FL 33610 Date: December 17,2018 QWARNING-Vedtydes/gn perameferv.d READNOTES ON 1rN/SANOMCLU0EDUM5KREFENANCEPAGEM[l rev. 1WAYzols BEFORE USE Design valid for use only with M7ek® connectors. this design Is based only upon parameters shown and Is for on h1clMduat building component, not amass system. Before use, Me building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Addiiloncl 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 fobrication. storage, delivery, erection and bracing of trusses and muss systems seeANSVMI I Quality Criteria. DS549 and SCSI Bultlhp Component 6904 Parke East Blvd. Safety Informatbrxrvollable from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply TONY CASH_ MIKE REAL RES. T15635422 1561219-REALS_RES H6 Hip 1 1 Job Reference o tional Builders Flrswourc6, Plant city, FL 33566 8.220 s Nov 16 2018 MiTek Inc. Mon Dec 1712:11:53 2018 5.8 i 5x6 2x4 11 1.5x8 STP= 44 = 3x6 = 4.6 = 6.8 = 2x4 11 4x6 6x8 = LOADING (psq SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Ud PLATES TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Ved(LL) -0.36 14-16 >999 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vefi(CT) -0.6214-16 >649 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Weight: 258 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except* WEBS 1 Row at midpt 7-16, 7-14 15-17: 2x4 SP No.t 2 Rows at 1/3 pis 6-18 WEBS 2x4 SP No.3 *Except* 6-18,7-14: 2x4 SP No.2 REACTIONS. (lb/size) 2=347/0-5-8, 18=2613/0-e-0, 11=1576/0-8-0 Max Ho¢ 2=202(LC 11) Max Uplift 2=-222(LC 9). 18=-820(LC 9), 11=-531(LC 13) Max Gray 2=464(LC 23), 18=2613(LC 1). 11=1576(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-260/361, 3-5=-478/810, 5-6=-265/817, 6-7=-923,`715, 7-8= 2052/1430, 8-10=-2093/1156, 10-11=-2595/1306 BOT CHORD 2-19=-333/274, 18-19=-333/274, 16-18- 19/629, 14-16=-271/1101, 13-14=-1020/2200, 11-13=-1020/2200 WEBS 3-19=d20/221, 3-18=-633/907, 5-18=-478/553, 6-18=-2021/1165, 6-16=-473/980, 7-16=-644/557,7-14- 809/1105, 8-14=-477/557, 10-14=-534/364 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.Opsh h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0, Interior(1) 4-6-0 to 19-0-0, Exterior(2) 19-0-0 to 35-5-13, Interior(1) 35-5-13 to 47-6-0 zone; cantilever left and fight exposed; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap 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 vide will fit between the bottom chord and any other members, with BCOL= 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 2, 8201b uplift at joint 18 and 531 lb uplift at joint 11. Scale = 1:82.8 GRIP 2441190 FT=20% "0%J111111111111 ,`%%% wOUS LFF ���� Z No 34869 ^. ,= /) * ;* �.�19•.0R1•. C?�` p4S�0NA' 0%%% Julius Lee PE No.34869 MITek USA, Inc. R. Carl 6634 6904Parke East Blvd. Tampa FL 33610 Data: December 17,2018 Q WARNING -Verirydaslgn Parameremand READNOTES ON TMISANDWCLUDEDMREKREPERANCEPAGEMIL74>arov. laaMISBEPOREUSE Design valid for use any with Mnek® connectors. This design Is based cNy 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 deegn Into the overall building design. Betting 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 the fabrication. storage. delivery, erection and bracing of Mesas and truss systems, wOANSVIPl1 Quality CRnb, D3549 and BC51 Building Component 6904 Parke East Blvd. Sabty Infonnatbnaualloble from Truss Plate Imtitute, 218 N. Lee Street, Suite 312 Alexondlo, VA 22314. Tampa, FL 33610 Job Tnus Truss Type City Ply TONY CASH_ MIKE REAL RES. T15835423 1561219-REALS_RES H7 Hip 1 1 Job Reference o ,lanai CmlOers Frrstoource, FIRM City, FL 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 1712:11:54 2018 6.00 5.6 = 5x6 = 2x4 II 1.5x8 STP= 416 6x12 MT20HS = 4x6 = 5x8 = 2.4 II 6x8 = 6.5-4 12-4-0 I 23.0-0 33-8-0 39.6-12 46-0.0 6-Sri 5-10-12 10.B-D 10-R-D 5.1 n.12 6.S.d 4x6 = Spate =1:82.8 Plate Offsets (X,Y)- [7:0-3-0,0-2-0] r8:0-3-0 0-2-01. r18:0-6-0 0-2-01 LOADING (pst) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.35 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.6016-18 >664 180 MT20HS 187/143 SCLL 0.0 Rep Stress lncr YES WB 0.95 Horz(CT) 0.06 13 Na n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 284111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 17-19: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-15 oa puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-20, 7-18, 9-18 REACTIONS. (lb/size) 2=298/0-5-8, 20=2679/0-8-0, 13=155B/0-8-0 Max Horz 2=222(LC 11) Max Uplift 2=-219(LC 9), 20= 817(LC 12), 13=-537(LC 13) Max Grav 2=448(LC 23), 20=2679(LC 1), 13=1558(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3- 231/455, 3-5=-523/924, 5-6=-348/897, 6-7=-918/697, 7-8=-782/689, 8-9=-916/686, 9-10=-1961/1242,10-12=-1988/1060,12-13=-2562/1227 BOT CHORD 2-21=-428/308, 20-21=428/308, 18-20=-17/331, 16-18=-381/l252, 15-16=-952/2173, 13-15= 952/2173 WEBS 3-21=-418/221, 3-20=-661/929, 5-20=-381/362, 6-20=-2035/1151, 6-18=446(932, 9-18=-843f703, 9-16=556/928, 10-1fi=-378/370, 12-16=-561/3B5 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; Cat. II; Exp C; Encl., GCpii 8; MWFRS (envelope) and C-C Exterior(2) -1-8-0 to 4-6-0, Intedor(1) 4-6-0 to 21-0-0, Extedor(2) 21-0-0 to 33-8-0, Interior(1) 33-8-0 to 47-6-0 zone; cantilever left and right exposed;, end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet 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 3-0-0 tall by 2-" wide will tit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 2, 8171b uplift at joint 20 and 537111 uplift at joint 13. ...... E .... 34869 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater December 17,2018 Q WARNING - Vet/lydes(Snparametersand READNOTES ON THISAND INCLUDED MREKREFERANCEPAGEM&7M., 112N22oISSUORE USE Design valid for use only with Mink® connectors. This design Is based only upon parameters shown and Is for an IntlNldual buldIng 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 bullding 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 antl properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and huss systems, seeANSVIP11 Quo' ttyy Cdbdo, DSB-59 and SCSI Building C9mpomint 69M Parke East Bons. SD1Ny Informatbrlwalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexcndrta. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply TONY CASH_ MIKE REAL RES. T75835424 1561219-REALS_RES HB Hip 1 7 Job Reference (optional) V. _r adica, o,,, Ctvy, FL ooauo o.zzo snov, o mio mu exmausmas,,nc. mon vec it ¢a,ao eeio .ago. ID:6ewymTBPj3nR3PBpRaoV__9yckJh-iRwzAGSUhOW nGSp9TBOJIu2JNt4F18rgy00aody83W H 9-0-0 15-7-4 22-0-12 p3-11-y 30.5-10 37-0.0 41-2d2 46-0-0 p76-q h-EOI 4-9-4 N -2 6-7-4 6- - -I 58 1-1Q8 &6-fi 6-6-6 4-2-12 49.4 1-EO Scale =1:82.1 5x8 = 5xe = 2x4 If 3a6 = 3x6 = 20 11 5x8 = 6.00 12 4 5 20 6 7 8 21 9 10 1.2 46 = 3x6 = 5x12 = 3x6 = 5x12 = 3x6 = 4x6 = 3x6 II 9-0-0 15-7-4 22-0-12 �3-010q 30-5-10 I 37-0-0 4fi-0-0 - a.n.n Plate Oflsets(&Y)-- f4:0-6-00-2-81 T10:0-6-00-2-81115:0-3-12,0-3-07 118.0-3-120-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) -0.14 2-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.30 2-19 >951 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 249 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1051/0-8-0, 16=2535/0-5-8, 12=947/0-8-0 Max Ho¢ 2=104(LC 11) Max Uplift 2=-336(LC 12), 16=-831(LC 9), 12=-326(LC 13) Max Gmv 2=1073(LC 23). 16=2535(LC 1), 12=971(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or4-5-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. WEBS 1 Row at midpt 7-16, 7-15 FORCES. (lb) -Max. CcmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1549/954, 3-4=-12181735,4-5=-793/588,5-6=-793(588, 6-7=-113/528, 7-9=-444/401,9-10=-444/401, 10-11=-1002/615, 11-12= 1339/837 BOT CHORD 2-19=-700A300, 18-19=340/1032, 17-18=-491/482; 16-17=-963/732, 15-16=-963(732, 14-15= 239/839,12-14=-604/1116 WEBS 3-19=-315/410,4-19=-143/371,4-18=-328/205,5-18=-546/450, 6-18=-830/1482, 6-17=-1113/660,7-17- 649/1229,7-16=-2399/1338,7-15=-903/1621, 9-15= 537/444, 10-15= 523/310,10-14=-148/378,11-14=-325/416 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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-6-0 to 4-7-5, Intenor(1) 4-7-5 to 9-0-0, Extedor(2) 9-0-0 to 17-5-13, Intenor(1) 17-5-13 to 37-0-0, Exterior(2) 37-0-0 to 45-8-0, Interior(1) 45-8-0 to 47-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2, 831 lb uplift at joint 16 and 3261b uplift at joint 12. *: 0.3469 Julius Lee PE N0.34869 MITek USA, Inc. FL Oert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 Job Truss Truss Type Oly Ply TONY CASH_ MIKE REAL RES. T15835425 1561219-REALS_RES H9 Hip 1 1 Jab Reference (optional) o.zces,vov,o c..o m.. exmausmes, nu. ,v,w uer.,r c...... cum Sx6 = e nnR-7 4 3x6 = 34 = 2.4 11 3x6 = 3x6 = 5x6 = 5 22 6 7 823 9 10 Scale=1:82.1 2x4 2x4 i 3 21 24 20 25 2 12 1.Sx8 STP = 4x6 = 19 26 18 27 iT 0 28 15 29 16 14 3x6 = 4.6 = 5x8 = 6x8 = 4x6 = 3x6 = 11-0-0 22-042 �3-01oq 35-0.0 46-0-0 11-n-n 13 1.51 STP = 4x6 = Plate Offsets (X Y).- f4:0.3-00-2-0] I10:0-3-00-2-01 116:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.31 17-19 >917 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.54 17-19 >529 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.90 Horz(CT) 0.04 12 1 1 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 248 lb FT=20% - LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 15-18: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1010/0-8-0, 16=2620/0-5-8, 12=902/0-8-0 Max Horz 2=123(LC 11) Max Uplift 2=-340(LC 12), 16=-799(LC 9), 12=-332(LC 13) Max Gram 2=1049(LC 23), 16=2620(LC 1), 12=944(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or4-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-10 oa bracing. WEBS 1 Row at midpt 5-17, 9-16 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1445/893, 3-4=-1017/603, 4-5=-822/624, 5-6=-124/553, 6-7= 124/553, 7-9=-348/966,9-10=-615/506, 10-11=-790/472, 11-12=-1223/766 BOT CHORD 2-19= 654/1222, 17-19= 137/433, 16-17=-926/766, 12-14=-550/1027 WEBS 3-19=-455/536,5-19=-307/608,5-17=-1247f752,7-17=-678/1257, 7-16=-1487/850, 9-16=-1387/830,9-14=-387l753,11-14=-465/542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2).-1-6-0 to 4-6-0, Interior(l) 4-6-0 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 35-0-0, Exterior(2) 35-0-0 to 43-5-13, Intenor(1) 43-5-13 to 47-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 DO bottom chord live load nohconcurrent 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 3401b uplift at joint 2; 799 1b uplift at joint 16 and 3321to uplift at joint 12. ,%pJUS� EN it * fllq 34869�':* = �f/ r A OR1�. wrl10NAI Julius lee PE No.34969 MlTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 AWARNING-VerilydeSlyapsremefer58RdREADNOTES ONTHISANDINCLUDED M?EKREFERANCEPAGEMM1T4TJrev.10D22015BEFOREUSE Design valid for use only with MnelffiJconnectors. This design is based only upon parametersshown, and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of tleslgn parametersand properly Incorporate ins tleslgn Into the aver.[] bulldingdas]gn. Brocing[ndlcatedlstoprevent bucking oflndNidualirtusweb and/or chord members only. Additlonaltemporary and permanent bracing MiTek' Is always required for slabllity and to prevent collapse with possible personal hJury and property damage. For general guidance regarding he fabrication, storage, delivery, erection and bmchg of musses and inns systems, seeANSVTPi1 Quality Cdbrb, DS349 and BCSI lurid Component 6904 Parke East Blvd. Safety Infonnotion.vol[ab[e from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply TONY CASH_ MIKE REAL RES. T15835426 1561219-REALS_RES H10 Hip 1 1 Job Reference (optional) 8.220 a Nov 16 2018 MiTek Inc. Mon Dec 17 12:11:38 2018 Builders Fira Source, Plant City, FL 33566 Scale = 1:87.5 3.6 = 7x10 = 2x4 II 3x6 = 3x6 = 51 = eon R-9 4 5 6 23 ] 24 e 9 6x8 = 3x4 = sea = 3x6 = Sx8 = 2x4 II 3x6 = 22-7-7e I 4-2-00 I 23&11-04 1.3001-0 369--22--1122 460.0 5-0 --9922.0 67 Plate Offsets (X,Y)— [4:0-7-8,0-241 [9:0-3-0,0-2-0] [19:0-24 0-2-81 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.25 TC 0.95 Ven(LL) -0.25 2-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.44 17-18 >648 180 BCLL 0.0 Rep Stress ]nor YES WB 0.99 Horz(CT) 0.13 17 n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix-3H Weight: 269 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 •ExcepC TOP CHORD 1-4:2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 5-18: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS JOINTS REACTIONS. (lb/size) 1=556/0-8-0, 17=3300/0-5-8, 12=545I0-8-0 Max Harz 1=-150(LC 13) Max Uplift 1=-175(LC 12), 17=-934(LC 9). 12=-309(LC 13) Max Gray 1=593(LC 23), 17=3300(LC 1), 12=789(LC 24) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-936/528, 3-4=-1069/851, 4-5=-13/296, 5-6=-8/290, 6-8=-901/2011, 8-9=-130/591, 9-11=-244/668, 11-12=-930/417 BOT CHORD 2-20=-331/839, 19-20=-183/378, 5-19=-390/322, 15-17=-1367/1004, 14-15=-346/732, 12-14=-346/732 WEBS 3-20=-676/653,4-19=-568/406,17-19_ 1231/873,6-19= 734/1392,6-17= 1593/957, 8-17=-1689/1028. e-15=-834/1459, 9-15=-587/367, 11-15=-719/616, 11-14=0/264, 4-20=-899/1218 Structural wood sheathing directly applied or 2-2-0 oc puriins. Rigid ceiling directly applied or 4-7-0 cc bracing. Except: 6-0-0 oc bracing: 19-20 94-0 oc bracing: 2-20 1 Row at midpt 17-19, 6-17, 8-17, 8-15 1 Brace at Jt(s): 20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vascli24mph; TCDL=4.2pst BCDL=3.Opst hall 51t; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) 04-0 to 64-0, Interior(1) 64-0 to 13-0-0, Exterior(2) 13-0-0 to 21-5-13, Intedor(1) 21-5-13 to 33-0-0, Exterior(2) 33-0-0 to 41-5-13, Interior(1) 41-5-13 to 47-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord to all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.Opsf. 6) Bearing at joint(s) 1 considers parallel to gmin value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 1, 934 Ib uplift at joint 17 and 309lb uplift at joint 12. 11IIIIIII//II wli'lus LgF 4*i 34869 ice• * ••�� ' 1�NA� �?,O� � Julius Lee PE No.34869 MITek USA. Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 AWARNING- yeNtydesgnparamefersandREAONOTE5ONMZANDINCLUOEOMrrEKNEFERANCEPAGEM674n.r ..1aT32a15BEFONEUSE Design void for use only with Mari connectors. This design Is based only upon parameters shaven, 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 buildingdeslgn, Bracing indicated is to prevent buckling of Individual tntssweb and/or chord members only. Additional temporary and permonerabrocing MiTek' Is always required for stability and to prevent collapse with possible personal inury and properly damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of trusses and truss systems seeANSUIPII Quality criteria, D5549 and BCSI Bulding Component seo4 Parke East BNtl. Safety Informationn,allable from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 33810 Job Truss Truss Type Ory Ply TONY CASH_ MIKE REAL RES. T75835427 1561219-REALS_RES H11 Hip 1 1 Job Reference o tional era. rvmu Ie,, it ic.i i.va ww 1.5xB S1 6.00 12 Sx6 = 5 m 6x8 = 4,6 =' 5x8 = 22 6 23 6x8 = 3x6 = Sire = 7 5x6.= 3x6 2.4 II Scale = 1:89.2 '\�„ ,aid LOADING (pso SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.89 BC 0.73 We 1.00 Matdx-SH DEFL. in (loc), Well L/d Ve It-0.28 2-20 >999 240 Vert(CT) -0.44 2-20 >648 180 Hori 0.15 16 n/a n/a PLATES GRIP MT20 244/190 Weight: 272 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 oc pudins. 5-7,14: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or4-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 17-19 5-17: 2x4 SP.No.3 WEBS 1 Row at midpt 6-16, 6-14, 9-14, 6-19, 16-19 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 16=3321/0-5-8, 1=549/0-8-0, 10=544/0-8-0 -Max Horz 1=-168(LC 8) Max Uplift 16=-867(LC 12), 1=-173(LC 12), 10=-334(LC 13) Max Grav 16=3321(LC 1). 1=585(LC 23), 10=832(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-256/222, 2-3=-814/546, 3-5=-74/443, 5-6=0/322, 6-7=G 51/737, 7-9= 242/854, 9-10= 976/548 BOT CHORD 2-20=-348/723, 19-20=-348/723, 5-19=-609/382, 14-16=-1696/1169, 12-14=-458/762, 10-12=4511762 WEBS 3-20=01303, 3-19=-1038/805, 6-16=-2945/1729, 6-14=-963/1697, 7-14=-691/417, 9-14=-857/673, 9-12=01321, 6-19=-919/1757, 16-19=-169911078 NOTES• 1) Unbalanced roof live loads have been for design. ``L1111111111j1 considered this 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., `�� : '�G E !V S ••. ��� ••.• GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 15-0-0, Exlerior(2) 15-0-0to 23-5-13, V F �� �� Interior(1) 23-5-13 to 31-0-0, Extedor(2) 31-0-0 to 39-5-13, Intedor(1) 39-5-13 to 47-6-0 zone; cantilever left and right exposed ; end Q n1O 34869 •� vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •�,�'�'r 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= 10.0psf. •�/ 6) Bearing at joint(s) 1 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify — — capacity of bearing surface. T� 'C ,•Q;: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 867lb uplift at joint 16, 1731b uplift at �1 •[ O R,Q• �? joint 1 and 3341b uplift at joint 10. III%o N i�r. 4#11111 listO` Jullus Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 A WARNING -wvifyde9i9DPammetenand BEAD NOTES ON TNISAND INCLUDED MI/EKNEFEHANCEPAGEMI474n,sil IDUS1015BEFOBEUSE Design valid for use only with Meek® connectors. This design is based only upon parameters shown. and is for an Indvdual building component. not a truss system. Before use, the building designer must verify the opplicablllty of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing indicatedBtopreventbucklingoflndi ldualtrussweband/or chord members only. Additional temporary and permonentbrocing Is always requlred for stability and to prevent collapse with pos able personal Injury and property damage. For generol guidance regarding Me fabrication. storage, delNery, erection and bracing of fusses and truss systems seeANSVIP11 Quad Criteria. DSB-B9. and BCSI Building Component Safety Informv6vnavdiloble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexontltlo. VA 22314, fe 1L.S M!Tek' 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type OtY Ply TONY CASH_ MIKE REAL RES. T75835428 1561219-REALS RES H12 HIP 1 1 Jab Reference (optional) builders PrstSource, Hard Ulty, 1-1-33566 8.220 s Nov 16 2018 MITek Industnes, Inc. Mon Uec 1 r 12:11:42 2u16 Scale=1:89.2 6.00 12 5x6 = 46 = 5x6 = 2x4 II 6 24 7 25 8 5x6 i 5 4x6 i q 323 N3� 2x4 // d 22 11 26 1.5x6 STP = 2 1 20 12 q 13 QI 4x6 - d 21 1�4 2x4 II 19 18 27 17 28 16 29 15 30 14 1.5x6 STP = 6x8 = 6x8 = 3x6 5x8 = 3x6 = 3x4 = 3x6 = 3x4 = 2-2 8.20 4239114 39-37 83-.7 4-- i iI 0-0 6-20 l 0 I 9-4 - 502 7e--90 Plate Offsets (X Y)-- T4:0-4-0 Edge], T6:0-4-0 0-2-81 T8:0-3-0 0-2-0] [20:0-2-12 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.23 2-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT)-0.4518-19 >619 180 BCLL 0.0 ' Rep Stress Incr YES We 0.93 Horz(CT) 0.13 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 2811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 18-20, 7-18, 7-16. 8-16 5-19: 2x4 SP No.3 2 Rows a1113 pis 6-18 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 18=3437/0-5-8. 1=467/0-8-0, 12=497/0-B-0 Max Horz 1= 188(LC 8) Max Uplift 18=-971(LC 12), 1=-142(LC 12), 12=-326(LC 13) Max Gmv 18=3437(LC 1), 1=518(LC 23), 12=833(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-653/387, 3-5=-139/554, 5-6= 29/524, 6-7=-610/1689, 7-8=-246/967, 8-9=-324/1085, 9-1 1=-827/688,11-12=-1042/648 BOT CHORD 2-21=201/580, 20-21=-201/580, 5-20=-252/364, 16-18=-1638/1185, 14-16=-783/413, 12-14=-551/836 WEBS 3-21=01287, 3-20=-982/660, 18-20=-729/674, 6-20= 582(93, 6-18- 1632/906, 7-18= 191011216, 7-16=-905/1595, B-16=-728/372, 9-16=-739/643, 9-14=-282/624, 11-14=-372/334 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0. Interior(1) 64-0 to 17-0-0. Exterior(2) 17-M to 25-5-13. Intedor(1) 25-5-13 to 29-0-0, Exletior(2) 29-" to 37-5-13, Intedor(1)37-5-13 to 47-6-0 zone; cantilever left and tight exposed ; end vertical left and right exposed;C-C for members and forces B MWFPS 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 nonconcu Tent 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 = 10.0psf. 6) Beating at joint(s) 1 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verity capacity of beating surface. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 971 Ib uplift at joint 18, 1421b uplift at joint 1 and 326 to uplift at joint 12. `��V1.1U31 i No 34869 ir Fs.4 0 R1Qp'Cj���`• -ii 10NA1-E�.�`� 111111111111� Julius Lee PE No.34869 MiTek USA, Inc. R, Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 17,2018 AWARNING- VerifydasSnPerameteranndRMDNOTES ONTNISANDINCLUDEDUmEKREFERANCEPAGEM674"rev.fON3201SBEFOREUSE. Design valid for use only wiln M8eW 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 antl properly Incorporate this design Into the overall bullding design. Brocing Indicated Isla prevent buckling of lndNldual tnrssm le and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal lnlury, and property damage. For general guidance regarding me fcbrectlon, storage, delivery. erection and bracing of hoses and truss systems seeANSVIPI I Cual6v Criteria. DS549 and BCSI Building Component 6904 Palle East Blvd. Safety Inf nanatbmr,,c lable from Truss Plate Imtitute, 218 N. Lee Street, Suite 312. Alexcntldo. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply TONY CASH_ MIKE REAL RES. T75835429 1561219-REALS_RES H13 HIP 1 7 Job Reference (optional) I D:6ewymT8Pj3nR3PBORaoV_9yckJh-axe2Rgl KIOudCTKfCyhGH804BddPUHCIyvmOrl Scale=1:90.6 5x6 = 6.00 12 2x4 11 5xB = 6 7 8 2x4 II 5 5xI SxB 4 9 4x6 % 4 23 3x6 0 3 10 2x4 // d 22 N!�'_ 11 61 24 1.5xB STP = 2 4x6 = 20 12 13 O o 1 0 0 21 2x4 II 19 18 7 58 14 1.5x8 STP = Gas = 8x10 = 3x8 = 3x4 = 3x8 = 3x4 = 3x6 = 3x4 = 2-2-01 8-2-0 1 -& ) 2341-4 31-0-0 38-0-12 46-0-0 Plate Offsets (X Y)-- 14:0-4-0 Edoel I6'0-4-0 0-2-81 18:0-4-00-2-81 118:0-4-8 Edgel 120:0-2-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip.DOL. 1.25 TC 0.66 Vert(LL) -0.22 2-21 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.4318-19 >649 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.12 18 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 290111, FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 1-4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-19: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 18=3563/0-5-8, 1=417/0-8-0, 12=421/0-8-0 Max Horz 1= 208(LC 8) Max Uplift 18=-1058(LC 12), 1=-122(LC 12), 12=-314(LC 13) Max Grav 18=3563(LC 1), 1=481(LC 23), 12=803(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. WEBS 1 Row at midpt 18-20, 6-20, 6-18, 7-18, B-18, 8-16 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. TOP CHORD 2-3= 531/264, 3-5=-212/663, 5-6=-49/647, 6-7=-571/1670, 7-8=-569/1667, 8-9=-306/1185, 9-1 1=.792/872,11-12=-930/858 BOT CHORD 2-21=-137/472, 20-21=-137/472, 5-20= 380/478, 16-18=-1193/926, 14-16=-984/576, 12-14= 7331728 WEBS 3-21=0/284, 3-20=-945/586, 18-20=-984/824, 6-20=-693/951, 6-18=-1561/916, 7-18=-369/285, 8-18=-1606/986, 8-16= 670/977, 9-16=-765/684, 9d4=434077, 11-14=-449/389 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMedor(2) 0-4-0 to 6-0-0, Interior(1) 6-4-0 to 19-0-0, Extedor(2) 19-0-0to 35-5-13, Intenor(1) 35-5-13 to 47-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10581b uplift at joint 18, 122 lb uplift at joint 1 and 3141b uplift at joint 12. ,,,p4��L.US 34869 n ,* 1 A * // P -••n11119••" Julius Lee PE No.34869 MTek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 17,2018 ,&WARNING-VerllyJeeien parameterea.d READNOTES ON THISAND/NCLUDED MREKREF£RANCEPAGE016i ree 16,03d015BEFOREUSE Design volid for use only with MmekO connectors. This tleslgn Is boned only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bufldingdesign. Bracing Indicated is to prevent buckling of Individual tnlss 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 properly damage. For general guidance regarding the fobricarlon, storage, delivery, erection and bracing of Incas and truss systems, seeMSVIpil Cualryryyy Cdfeda, DSB419 antl BCSI Bu1E1ng Component Safety In/ormaliknavoilable from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandra VA 22314. MiTek' 69N Parke East Blvd. Tampa, R. 33610 Job Truss Truss Type city Ply TONY CABH_ MIKE REAL RES. T15835430 1561219-REALS_RES H14 HIP 1 1 Job Reference o tional Bull Ftrstbource, Plant City, FL 33566 8.220 s Nov 16 2018 MITek Industries, Inc. Mon Dec 1712:11:45 2018 1.Sxs Sl 0 5x6 = 6.00 12 5x6 = 6a = 6x8 = all = 2x4 11 axe = 3x4 = 5x6 = 2-2-0 82-0 14-2-0 23-11-4 31-9-13 38-7-/1 410-0 2.M2 6-0.0 fi-0.0 9-9.a zm-p B-a-13 v.�c Scale=1:90.6 eI91 Plate Offsets KY)- f4:0-4-0 Edael f6:0-4-0 0-2-81 17'0-4-0 0-2-81 f 18:0-2-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl Utl PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) -0.23 2-19 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.46 16-17 >616 180 BCLL 0.0 ' Rep Stress lncr YES INS 0.98 Horli 0.12 16 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 2841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD id: 2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2'Exci 5-17: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' WEBS 7-14: 2x4 SP No2 REACTIONS. (Ib/size) 16=3599/0-5-8, 1=415/0-8-0, 11=387/0-M Malt Horz 1=-228(LC 8) Max: Uplift 16=-1120(LC 12), 1=-121(LC 13), 11=-307(LC 13) Max Gmv 16=3599(LC 1), 1=481(LC 23), 11=799(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-265/264, 2-3=-515/179, 3-5=-209/664, 5-6=-4/656, 6-7=-474/1561, 7-8= 274/1231, 8-10=-099/1229, 10-11=-917/937 BOT CHORD 2-19=-131/457, 18-19=-131/457, 5-18=-48B/576, 14-16=-1400/1088, 13-14=-804/711, 11-13=-804/711 WEBS 3-19=0/284,3-18=-913/559,16-18=-1127/905,6-18=-799/1116,6-16=-1573/942, 7-16=-1775/1125,7-14=-908/1214,8-14=-532/600,10-14=-771/474,10-13=0/304 Structural wood sheathing directly applied or 5-0-6 oc puffins. Rigid ceiling directly applied or 6-0-0oc bracing, Except: 10-0-0 oc bracing: 17-18 4-6-10 oc bracing: 14-16. 1 Row at midpt 16-18, 6-18, 6-16, 7-14 2 Rows at 113 pts 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=4.2psh BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extefior(2) 0-4-0 to 6-4-0, Intefior(1) 6-4-0 to 21-0-0, Exterior(2) 21-0-0 to 33-5-13, Interior(i) 33-5-13 to 47-6-0 zone; cantilever left and fight exposed; end vertical left and right elyosed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp D0L=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 past 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= IO.Opsf. 6) Bearing at joints) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11201b uplift at joint 16, 121 lb uplift at joint 1 and 307111 uplift at joint 11. `,,,,,`,� G ESN SF� ,',,,���i 34869 )RX-N N A% - Julius Lee PE No.34869 MITek USA. Inc. FL Cert 6fi34 6904 Parke Fast Blvd. Tampa FL 33610 Date December17,2018 Q WARNING - VeN/ydesrl parameters and READNOWS ON MIS AND MCLUDEOMrrERREFERANCE PAGE M67473 rev. 1024Y2015BEFOREUSE Designlltl vafor use oNywifh MOe& connectors. 161s 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 truss web and/or chord members only. Additional temporary and permanent bracng 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 seeANSIrri CUapty Crdodo, D5B-69 and BCSI Bulding Component SalInformatbnovoiloble from Taws Plate Institute, 218 N. Lee Street, Sulfa 312. Alexandria, VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply TONY CASH_ MIKE REAL RES. T75835431 1561219-REALS_RES HJ5 Diagonal Hip Girder 2 1 Job Reference lnni'nnall rce, Plant City, FL 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Man Dec 1712:11:59 2018 Page 1 ID:6ewymTSPj3nR3PBpRaoV gyckJh.6Oc6olUM LvM7wYkBJzOwWgnO49wEkj6eOeEPyy83WE - - -2-1-7 l - '7-U-2 - - - - — 2-1.7 7-0-2 - 1 Scale = 1:17.8 a� o. 1.Sx8 STP= LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Udefl III PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.25 TC 0.77 VerdLL) -0.13 2-4 >603 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.19 2-4 >425 180 BCLL 0.0 ' Rep Stress Incr NO We 0.00 Hom(CT) -0.00 3 n/a n/a .BCDL 10.0 Code FBC2017ITP121 Matrix-SH Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD GOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 3=198/Mechanica1, 2=473/0-8-0, 4=68/Mechanical Max Horz 2=175(LC 4) Max Uplift 3=-122(LC 8), 2=-188(LC 4) Max Grav 3=198(LC 1). 2=473(LC 1), 4=115(LC 3) FORCES. Qla) -Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc pudins. 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to muss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3 and 188 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169lb up at 1-4-15, 121 lb down and 169 Ib up at 1-4-15, and 103 Ib down and 471b up at 4-2-15, and 103lb down and 47 Ib up at 4-2-15 on top chord, and 1 Ib down at 1-4-15, 1 Ib down at 1-4-15, and 19lb down at 4-2-15, and 19 Ib down at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj 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=-74, 2-4= 20 Concentrated Loads fib) Vert: 5=64(F=32, 8=32) S EN SF� 34869 Julius Lee PE N0.34669 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa A. 33610 Date•. December 17,2018 ®WARNING-Vedlydesignparamefersand READ NOTES ON MIS AND INCLUOEOMRKREFERANCEPAGEMP74mJre.. 1G/MOISBEFORE USE Design valid for use only with MBek* connectors. This design 6 based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the opplicabillty of deggn parameters and properly Incorporate this design Into the overall bulldIngdesign.Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and parmanent bracing MiTek' Is always required for stablllly 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 seeANSVMII Quality CRadc, DSB-89 and SCSI Balding Campamint 6904 Parke East Blvd. Safety Informallonavailoble from Truss Plate Institute, 218 N. Lea Street, Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Thus Type Ory Ply TONY CASH_ MIKE REAL RES. T15835432 1561219-REALS RES HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirslSaurce, Plant Oiy, FL 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Dec 17 12:12:012018 2 1.5� STP = 3x4 = Scale =1:23.3 11 , l Plate Offsets (X,Y)-- (2:0-2-5,0-0-01 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.13 2-7 >896 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.21 Horz(CT) 0.01 5 We Na BCDL 10.0 Code FBC20177rP12014 Matrix-SH Weight: 421b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=30/Mechanical, 2=630/0-8-0, 5=475/Mechanical Max HIM 2=224(LC 22) Max Uplift 4=-96(LC 22), 2=-246(LC 4). 5= 231(LC 8) Max Gmv 4=51(LC 19), 2=630(LC 1), 5=475(LC 1) FORCES. (I e) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-661/191 BOT CHORD 2-7- 257/524, 6-7=-257/524 WEBS 3-7=0/346, 3-6_ 738/362 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. 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; TCOL=4.2psf; BCDL=3.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi'=0.18; MWFRS (envelope); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcumant with anyother live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 4, 246lb uplift at joint 2 and 231 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 Ito up at 1-0-15, 121 It, down and 169 lb up at 1-4-15, 1031b down and 47lb up at 4-2-15, 103 lb down and 47 lb up at 4-2-15, and fit lb down and 119 lb up at 7-0-14, and 62lb down and 119 Ill up at 7-0-14 on top chord, and 1 Ile down at 1-4-15, 1 lb down at 1-4-15, 19 He down at 4-2-15, 19 lb down at 4-2-15, and 39lb down at 7-0-14, and 39lb down at 7-0-14 on bottom chord. The design(selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss am 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 (plo Vert: "=-74, 2-5=-20 Concentrated Loads (lb) Vert: 7=-38(F=-19, B=-19) 3=-92(F=-46, B=46) 8=64(F=32, 8=32) lUS1(F�4���, 34869 00.` ONA4E?O`• 11/11111111�� Julius Lee PE No.34869 MIT& USA, Inc. R. Cent 66M 6904 Parke East Blvd. Tampa R.33610 Data. December 17,2018 AWARMl VedlydeelenperamefMand READ NOTES ON MIS AND INCLUDED 111I17KREFERANCEPAGEM67mmis IDDA1Q015BEFOREUSE. Design valid for use onlywlth MR9kSCoM6Ctaa. This design Is based only upon parameters sbovn and Is for an Inds dual building component, not a truss system. Before use. the building designer mwtveriry the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent bucl, ing of IndNldubl tnusweb and/or chord members only. Additional temporary and permanent bracing Is oaways reaulred for stability and to prevent collapse with passable personal injury and property damage. For general guldonce regarding the fabrication, storage, call erection and bracing of trusses and truss systems, scoABSUn9I1 Gualyyyy Cr9t ria, DS549 and SCSI building Component SafetyInfoenalbrxrvoilable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 ill Job Truss Type Oty Ply TONY CASH_ MIKE REAL RES.T75835433 IP19:9y1back 1561219-REALS_RES P01 20 1 Job Reference o tional Builders Firsbourne, rlam Oity, 1-1-33556 6.220 S Nov 16 2018 MiTek Industries, Inc. Mon Dec 17 12:12:02 2018 Page 1 ID:6ewymTBPj3nR3PBpRaoV_9yckJh-WbIERJXFGGHx_NHJpSXjY91U?HITRSSYKMtu0Hy83W B 3x4 = 2x4 = 2x4 = Scale =1:6.6 Plate Offsets (X,Y)— f3:0-2-0 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOLL 1.25 TC 0.05 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix-P Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=114/1-5-0,4=114/1-5-0 Max Hom 2= 13(LC 10) Max Uplift 2=-43(LC 12), 4=-43(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-10 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=4.2psk BCDL=3.0pst h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Iliad 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 431b uplift at joint 2 and 431b uplift at joint 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 34869 401P. ONALE.%I. Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6994 Parke East Bind, Tampa FL 33610 Date: December 17,2018 Q WMNWG- VerifyderSnpanrmetersend READ NOTES ON TNISAND WCLUDEDMITEKREFERANCEPAGEMIP74M.®, fa'D.iZDISSEFOREUSE Design valid for use only with Mn" connectors. This tleslgn a based only upon parameters shown and b for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propetiy Incorporate this deli gn Into the overall bulltling design. Bracing Indicated is to prevent buckling of hdlvlducl truss web and/or chord members only. Additional temporary and permanent brocing MiTek' s always required for slablliy and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrlcotion, storage. delivery. erection and bracing of tresses and truss systems, seeANSVrFI1 Quality Criteria, D5349 and BCSI Building Component 6904 Parke Easl Blvd. Safety Infoenatbna,croble from Truss Plate Institute. 218 N. Lee Sleet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply TONY CASH_ MIKE REAL RES. T15B35434 1561219-REALS_RES V1 Valley 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 8.220 s Nov 16 20IS MiTek indmtdes, Inc. Mon Dec 17 12:12:04 2018 Pagel ID:6ewymTBPj3nR3PBpRaoV 9yckJh-T_PyryYVotXeDhRMdZBdaNmuSwevzzmgM74Ay83W9 44 = Scale =1:41.1 3x4 i 13 12 11 10 9 8 3.4 C 3x4 = e-O-B 25.0.E LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) n1a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Hom(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 25-0-0. (III) - Max Horz 1=11 B(LC 9) Max Uplift All uplift 100111 or less atjoint(s) 1, 7 except 8=-185(LC 13). 9= 221(LC 13), 13=-185(LC 12), 12=-221(LC 12) Max Grav All reactions 250111 or less at joint(s) 1, 7 except 10=482(LC 19), 8=372(LC 1). 9=445(LC 20). 13=372(LC 1). 12=445(LC 19) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-122/263, 4-5=-122/262 WEBS 4-10=278/30, 6-8=-279/339, 5-9=-351/399, 2-13= 279/341, 3-12=-351/397 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.Opst h=15ft; Cat. II; Exp C; Encl., 'GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0.7.9 to 6-7-9, Interior(1) 6-7-9 to 12-6-8, Extedor(2) 12-6-8 to 18-6-8, Interior(1) 18-6-8 to 24-5-7 zone; cantilever left and right exposed; end vertical left and right elposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pet 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-" wide Will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 7 except (jt=lb) 8=185, 9=221, 13=185, 12=221. ,,,� 'ENS**-. 34869 Q'Iir -•111111111ee'- Julius Lee PE No.34869 MiTek USA, Inc. R. Cork 6634 6904 Parke East Blvd, Tampa R. 33610 Date: December 17,2018 AWARNING -VeRydeslgnperamerersendREADNOTESONTHIS AND INCLUDED UMEKREF RANCEPAGEMM17473rev.loV3,2015BEFOREUSE Design valid for use only with MiTek® connections. This design Is based Only upon parameters shown, and Is for an Individual building component, not a huts system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall building tlesign. Bracing Indicated a to prevent buckling of hdMdual term 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 huts systems. seeANSVIPII Qualeir Criteria, OSSAP and BCSI Building Component Safely nfetmelbnrvoiloble from True Rafe Institute. 218 N. Lee Sheet. Suite 312, Alexandrla, VA 22314. MiTek' 69N Padre East Blvd. Tampa, FL 33610 Job Thus REAL RES. 7V-11S.SyTypo T158354351561219-REALS_RES V2 1 1 Job Reference o tional builders FirstSoume, Plant City, FL 33566 8.220 s Nov 16 2018 MiTek Industries. Inc. Mon Dec 17 12:12:05 2018 US = Scale = 1:34.6 -o 0 3x4 6 13 12 11 10 9 e 3x4 3x4 = u-u-o 21-0-0 LOADING (pso SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.20 VerI Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES We 0.11 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-0-0. (lb)- Max Horz 1=-98(LC8) .Max Uplift All uplift 1001b or less atjoint(s)1, 7 except 8=-200(LC 13), 9=-166(LC 13), 13=-200(LC 12). 12= 166(LC 12) Max Grav All reactions 2501b or less atjoint(s) 1, 7 except 11=255(LC 22), 8=396(LC 1), 9=332(LC 24), 13=396(LC 1), 12=332(LC 23) FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-8— 302/357, 5-9=-265/325, 2-13=-302/357, 3-12=-265/325 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0pst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 90-6-8, Extedor(2) 10-6-8 to 16-6-8, Intedor(1) 16-6-B to 20-5-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 7 except Ot=lb) 8=200, 9=166, 13=200, 12=166. 11111111/1II us CFF ,i��i 34869 ' -•./41111G11- Jullus Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: December 17,2018 Q WARPING -Va Bydes/Snparamefen end READNOTES ON THISAND INCLUDED MREKREFERANCEPAGE M674Ta rev, fouac pis BEFORE USE Design void for use only with M7ek0connectors. This oesign b based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must very the applicabllity of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing Indicated is to prevent buckling of indlvducl buss web and/or chord members only. Additional temporary and permanent bracing Is always required far stabillly and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and huss systems, seeANSVmII GuT2 Cdteda, DSI-B9 and BCSI luldhp Component Solely lnlormalbrxrvolloble hom Truss Plaie Imtifute, 218 N. Lee Sheet, Suite 312. Alexontlrlo. VA 22314, MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply TONY CASH_ MIKE REAL RES. T15835436 1561219-REALS_RES V3 Valley 1 1 Job Reference (optional) OYuu.,. FuJWVW4tl, real, lolly, r- L JJJO. 4xB = 3 B.22U a NOV l a zul B Mr i ex lnauSine9, me. Mon Jac 1712:12:Ub 2018 'j3nR3PBpRaoV 9yckJh-PN70GhaIKUnMS?a421bfi?T6Ovc3NucBF r59 3x4 i 9 8 7 6 3x4 2x4 II 2x4 II 3x4 = 2.4 II Scale = 1:28.1 0 -o 7-0.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Verl n/a - Na 999 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 Na Na BCDL 10.0 Code FBC2017/FP12014 Matrix-SH Weight: 611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-0-0. (Ils)- Max Horz 1=-78(LC8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5.8 except 6=-227(LC 13), 9=-227(LC 12) Max Grav All reactions 250 It, or less at joint(s) 1, 5 except 8=369(LC 1), 6=444(LC 24), 9=444(LC 23) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 3.8=-278/115,4-6=-351/396, 2-9=-351/396 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Intedor(1) 6-7-9 to 8-6-8, Exterior(2) 8-6-8 to 14-6-8, Imenor(1) 14-6-8 to 16-5-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8 except (jt=lb) 6=227, 9=227. 111111111111111,, ,�p� wUUS OFF i��i .` DENS 34869 11Z J A I A A kr ;OR%\ bNA1. Julius Lee PE No.34869 MITek USA, Inc. FL Dert 6534 6904 Parke Fast Blvd. Tempe FL 33610 Data. December 17,2018 Q WARNING - Vedlydedgn pammetemand READ NOTES ON MIS AND INCLUDED MDEKREFERANCEPAGEMg-7473 mv. rensuzO15BEFORl MR valid for use only wlth M6eM connectors. This design B based only upon parameters shown. end Is for an ric Mdual bullding component, not a huts system. Before use. the building designer mustverify the applicability of design parameters and propery Incorporate this tleslgn Into the overall building dedgn. Bracing Indicated is to prevent bucking 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 hjury and property damage. For general guidance regarding the fobtcatian, storage, delivery. erector and bracing of hussar and buss systems, seeANSVTP11 CunIBI1tyy Criteria. DSB99 and BCSI Buldbp Component 69M Parke East Blvd. Sahy N/omlalbnaeolloble ham Truss Plate Insfitute, 218 N. Lee Sheet. Sulfa 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply TONY CASH_ MIKE REAL RES. T15835437 1561219-REALS_RES V4 Valley 1 1 Jab Reference (optional) Builders FirstSource, Plant City, FL 33566 8.220 a Nov 16 2018 MiTek Industries, Inc. Mon Dec 17 12:12:08 2018 4x6 = 3x4 O a 7 6 3x4 2x4 II 2x4 II 2x4 II Scale = 1:21.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.16 Ven(LL) Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 471b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SO No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purms. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 1= 58(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 6=-175(LC 13), 8=476(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5.7 except 6=347(LC 24). B=347(LC 23) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-6= 258/329, 2-8=-258/329 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.Opst Ill Sit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5 except 61=11a) 6=175, 8=176. ,,%�P��v1 IUS� REF �Ile,, V�G E N S .0�' 34869 Julius Lee PE N0.34869 MITek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 0 WARNING -Vedrydeal9n parametereendREAD NOTES ON THISAND MCLUDEU MTrEKREFERANCEPAGEM6147J rev. 10=015BEFORE USE Design valid for use only with Mllel,®connectors. This design is based only upon parameters shown, and is for an IndhAtlual burping component. not a truss system. Before use, the bullding deslDner must verify the appllcoblllty, of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Brocing Indicated Lsto prevent bucklingof IndMtlual tnrcrweb and/or chord members Only. Addltlonaltemporaryondpermanentbracing MiTek' Is always requlred for stability and to prevent collopse with possible personal hlury and properly damage. For general guidance regarding file fabdcotlon storage, deMery, erection and bracing of trusses and trust systems. seeANSVml1 Guarly Call DSB-69 and BCSI Building Component Sahy Inlomlatbnovolloble from Tnut RMe ImtiMe, 218 Lee 6904 Parke East Blvd. N. Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply TONY CASH_ MIKE REAL RES. T15835438 1561219-REALS_RES VS Valley 7 1 Job Reference (optional) o.cw s nov m no io tin i cn muusm s, nm. road Uec U ic.¢va zu io rages 4x6 = 2 4 3x4 i 2x4 II 3x4 Scale = 1:16.5 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a - n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix-SH Weight: 291b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=166/9-0-0,3=166/9-0-0,4=404/9-0-0 Max Hors: 1=-39(LC 8) Max Uplift 1=-63(LC 12), 3=-70(LC 13), 4=-103(LC 12) Max Grav 1=170(LC 23), 3=170(LC 24), 4=404(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. WEBS 2-4= 266/264 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3 except (jt=lb) 4=103. 1�1\11111111I1j, 0—lus L�� I',, .....ENSF'' No 34869 A * D*= OR%QP; ••nnnuh- Jullus Lee PE No.34869 MRek USA Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 O WARNWG- Vs'dydesiSnparu t...dREADNOTESON TNISANDINCLUDEDMr KREf NCEPAGEM674Mmr 10T3420159EFOREUSE Design valid for use only with MRek® connectors. IDb design Is based orly upon parameters shown. and Is for an Individual bulding component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' Is always rewired for stability and to prevent mropse with possible personal Injury and property damage. For genarcl guidance regarding Me fabrication, sludge, delivery, erection and bracing of trusses and Muss systems. seeANSURI I Cualfl1yy CMeM. DS549 and 11CSI Building Component 69M Parke East Blvd. Safety Informallonavallable from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexontlrlo. VA 22314 Tampa, FL 33610 q r it a Job Truss Thus Type Oty Ply TONY CASH_ MIKE REAL RES. T15835439 1561219-REALS RES V6 Valley 1 1 Job Reference o tional Builders RrstSuurce, Plant City, FL 33566 8.220 s Nov 16 2018 MiTek Industnes, Inc. Mon Dee 1712:12:10 2018 3x4 = 2x4 i 2x4 1 scale =1:10.5 Plate Offsets (X Y)— 12:0-2-0,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.30 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=180/5-0-0, 3=180/5-0-0 Max Ho¢ 1=19(LC 11) Max Uplift 1=-56(LC 12), 3= 56(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. SVLIUS' CFF VAC E N &' '. 0 34869 D: f�DII9�2i rjr Jullus Lee PE No.34869 MiTek IJK Inc. R. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2018 QWARNtNG-Vedydeblgnr> ./ te..d READNOTES ON MSANDMCLUDEDMREKHEFENANCEPAGEMIL74M.re. 1410342D15 BEFORE USE Design volld for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an hdMdual bullding component not a hum system. Before use. the building designer must verify the oppllcablllty, of tleslgn parameters and properly Incorporate tints design Into the overall building design. Bracing indicated 8 to prevent Puckling of Individual hues web and/or chord members only. Add tonal temporary and permanent bracing MiTek' Is always rewired for sfablllN and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobrlcatlan, storage, dellvery, erection and bracing of trusses and hum systems. seeµSViPI1 Quality CdfeM, DSB49 and BCSI tuning Component 6904 Perke East Blvd. Safety hformatbrgvailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria VA 22314, Tampa, FL 33610 r LOCATION AND ORIENTATION 4-1 3y4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'/i; 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. BEARING Indicates location where bearings (supports) occur. Icons vary but d14> reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/1PI1: National Design Specification for Metal ' Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System I 6-4-8 I dimensions shown InfTsixteenths tscale) III (Drawings not To scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or offernative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design, 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSWPI 1 Quality Criteria. a ,.> @�.jt�ffi" z il?§€ e WT3 Reals Residence WNW Residential Driveway& Parking Pla Note: Avoiding Impacts to TreeslRoots W75 FEB 12 2019 0.1I1