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HomeMy WebLinkAboutTRUSS PAPPERWORKX llber design values are in accordance . `h ANSI/TPI 1 section 6.3 i,.ese truss designs rely on lumber value{.-stablished by others. SCANNED BY St. Lucie County RE: 1831880 - LOT 39/55/8 /INDIAN RE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 1831880 Model: 2010 A 10X20 1nwlL33610-4115 Lot/Block: 38/55/8 Subdivision: FT PIERCE / INDIAN RIVER ESTATES Address: 5607 PALM DR, . City: FT PIERCE State: FLORIDA 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/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17735103 A01 7/30/19 23 T17735125 C1 7/30/19 2 T17735104 A02 7/30/19 24 T17735126 C1P 7/30/19 3 T17735105 A03 7/30/19 25 T17735127 C3 7/30/19 4 T17735106 A04 7/30/19 26 T17735128 C3P 7/30/19 5 T17735107 A05 7/30/19 27 T17735129 C5 7/30/19 6 T17735108 A06 7/30/19 28 T17735130 C5P 7/30/19 7 T17735109 A07 7/30/19 29 T17735131 -.D01 7/30/19 8 T17735110 A08 7/30/19 30 T17735132 D02 7/30/19 9 T17735111 A09 7/30/19 31 T17735133 D03 7/30/19 10 T17735112 A10 7/30/19 32 T17735134 D05 7/30/19 11 T17735113 All 7/30/19 33 T17735135 E7 7/30/19 12 T17735114 Al2 7/30/19 34 T17735136 E7P 7/30/19 13 T17735115 A13 7/30/19 35 T17735137 1-16P 7/30/19 14 T17735116 A14 7/30/19 36 T17735138 H7 7/30/19 15 T17735117 A15 7/30/19 37 T17735139 1-17P 7/30/19 16 T17735118 A16 7/30/19 38 T17735140 L05 7/30/19 17 T17735119 B01 7/30/19 39 T17735141 L06 7/30/19 18 T17735120 B02 7/30/19 19 T17735121 B03 7/30/19 20 T17735122 B04 7/30/19 21 T17735123 B05 7/30/19 22 T17735124 B06 7/30/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlrrPI 1. These designs are based upon parameters 'shown (e.g., loads, supports, dimensions, shapes and design'codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSlrrPl 1, Chapter 2. Velez, Joaquin 1 of I IOU muss cuss Type ryA rly"RJ�W, urwv nc T17735103 1831880 A01 Special Tru 7 �tionapBuilders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 Industries, Inc. Tue Jul 3013:04:42 2019 Page 1 p ID:GZkZSXBELDNJd)Xs77W skOzGxTm-AzXmtN21YOOflvPJTJmRgiW Sw66bpg?nv jDfX2yssx3 1'•4-1 6-6-0 12.60 1 18-6-0 24-4-0 I 30.8.0 365.0 39-3-12 1 42 9 0 psi 1 0 1.6-0 fi-fi-0 6.0-0 6-0.0 5.10-0 6-4.0 5-9.0 2-10.12 3-5-0 1-4 0 5x6 = 6.00F1_2 Scale = 1:79.0 14 13 12 4x6 % 3.00 12 5.8 = Sz8 = L5x8 STP= 3x6 = 5,,6 = 66-0 12-6-0 18-6-0 24-4-0 30-&0 36.5.0 3fi -0 42-9-0 6-6-0 6-0-0a.n-n <.o.n Plate Offsets (X Y)-- r2:0-1-14 EdoeL [3:0-3-0 03-01 r8:0-7-12 0-2-121 112:0-3-0 034], [13:0-3-8 0-2-81 [14:0-5-4 0-2-8] LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (Too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(ILL) 0.48 16-17 >912 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(CT) -0.64 16-17 >687 180 BCLL 0.0 ' Rep Stress Inch YES WB 0.99 Hom(CT) 0.29 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2301b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Excei 2-16: 2x4 SP No.t WEBS 2x4 SP.No.3 REACTIONS. lb/size) 2=1249/0-8-0, 12=2881/0-8-0, 10= 823/0-3-8 Max Horz 2= 353(LC 10) Max Uplift 2=-787(LC 12), 12=-1684(LC 12), 10=-935(LC 17) Max Grav 2=1249(LC 1). 12=2881(LC 1), 10=202(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at ril 4-15,8-13 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3770/2105, 34=-3109/1747, 4-5=-1396/1017, 5-6=-1399/1026, 6-7=-1287/938, 7-8=-528/447,8-9=-1275/2444,9-10=-1092/2254 BOT CHORD 2-17=-1733/3480, 16-17=-1750/3491, 15-16=-1200/2771, 14-15=-455/1128; 13-14= 176/571, 12-13=-1878/1203,10-12= 1961/1107 WEBS 4-15=-1976/1104, 5-15=-541/883, 6-15=-173/316, 6.14=-483/311,7-14=-310/732, 7-13=-1190/886,8-13=-1545/2611,8-12=-2634/1609,4,16=-686/1684, 3-16=-624/509, 91 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.1 B; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0. Exterior(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 36-5-0, Exterior(2) 36-5-0 to 39-5.10, Interior(1) 39-5-10 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This muss 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) Bearings are assumed to be: Joint 2 SYP No.2 crashing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=787,12=1684,10=935. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No,00122 RUTek USA, (no, FL CeR 6034 6904 Parke Eon 0l Tampa FL 33010 Date, July 30,2019 ® WARNING-VeNlydesun yaremefe s and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M&7473,ev. 1"n,15REFORE USE Design valid for use only with MOek® connectors. This design 8 based only upon parameters shown. and is for an individual building component, not to a truss system. Before use: the builtling designer must verify the applicability, of design parameters and properly incorperote this design into the overall {� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Ilek� s olwoys required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and trus systems. seemSVIPII GualRy C1Eah, blall and aC91 Bu12hp Component nt 6904 Parke East Blvd. Inlarmolbrnvailobletrom Truss Mote IretiNte. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 )Go buss truss type F( ury r ny wl aememnrvuww nt t831880 A02 Special Tru • 1 i Job Refers itional Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jun 8 2019 MiTex Industries V1 T17735104 5x6 = 6.00 F172 4x6 O 3.00 12 see = Us =1.5x8 STP= 3x6 = 5x6 = 6.6-0 12-6-0 1&FD 24-4.0 34-5-0 36.8-0 42-,4 6.N fi.0.0 6-0-0 Sn n.n tn1.n Scale = 1:80.5 Plate Offsets(XY)- 12:0-1-14Edgel f3:0-3-00-3-01 (8.0-3-80-2-81 [IZO-2-120-3-41 [14.0-540-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.46 16-17 >943 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.6213-14 >702 180 BCLL 0.0 ' Rep Stress [net YES W B 0.62 Horz(CT) 0.31 12 n/a r/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 233 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.t WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 7-13, 8-12 REACTIONS. (Ib/size) 2=1230/0-8-0, 10= 745/0-3.8, 12=2822/0-8-0 Max Horz 2=-353(LC 10) Max Uplift 2=-774(LC 12). 10=-894(LC 17), 12=-1678(LC 12) Max Grew 2=1230(LC 1), 10=166(LC 12), 12=2822(LC 1) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3697/2063, 3-4=-3029/1699,4-5=-1344/991, 5-6= 1342/993, 6-7=-1178/900, 7-8=-353/857,8-9=-1186/2340,9-10=-1089/2170 BOT CHORD 2-17=-1694/3430, 16-17=-1711/3441, 15-16=-1155/2717, 14-15=-400/1048, 13-14=-288/685,12-13=-895/736,10-12=-1878/1113 WEBS 3-16=-629/516,4-15=-1953/1079, 5-15=-500/824,6-15= 167/324,6-14= 458/280, 7-14=-136/538,7-13=-1867/1257,8-13=-511/1262,4-16=-664/1661, 8-12=2799/1461, 9-12=-252/382 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=6.Opsf; h=25f: B=451t; L=24ft; eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6.0 to 21-6-0, Interior(l) 21-6-0 to 34-5-0, Extedor(2) 34-5-0 to 37-5-0, Interior(1) 37-5.0 to 44-1-0 zone; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP N0.2 crushing capacity of 565 psi. 7) Bearing at joint(6) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=774, 10=894, 12=1678. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Joaquin Vii PE 1140.8111112 MiTek USA, Inc. FL Cad 6634 6004PwW East Blvd. Tampa FL 33010 O3tr. July 30,2019 ® WARNWG-Verily design parameters and READ NOTES ON THIS AND WCLUOEUMmEKREFERANCE PAGE Mb7473.. V10=015EEFORE USE. Design vplitl for use oNywith Mirel� connectors. this design k basso only upon parameters shown pntl Is for an Indivitluel building component, not p truss system. Before use, ins building tlesigner must verity the applicability of tlesgn parameters pntl properly incorporate iNs tlesign Into ins overall building tlesign.Bracing Indicated b M preventbuCklhgof lndivitlupl truss web pntl/or chord members only. AOdiaonol temporary ono permanent bracing M 0 ' Is plwpy5 requlree for stability end to prevent collapse with possible personal inlury pntl property tlompge. For general guidance regertling the fabrication. storage, delivery, erection end bracing of trusses pntl buss systemv seeANsl/tP11 poolMy Cmub, asa-09 and aC61 au9dNp Component 6904 Pere East BNtl. SobN Nfpmrotbrgvdloble hem Luss Plate Institute. 21 a N. Lae Street rude 312. Alexpndtlo. VA 2231 d. Tampa, FL 33610 too truss truss rype r Wry a rry wl ouaola nrvuuuv ha T17735105 1831880 A03 SpecialTms'7 1 Jab Refe..h ,tionall Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTeK Industries, Inc. Toe Jul 3013:04:44 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskQZG%Tm-7MfX133?4deMyCZhbkow7bnTvOBHbp3Nl imcxyssxl 11-4.0 6-6-0 12-6-0 16-6a 24.4-0 26-8-0 32-5-0 F 36.4-0 62 90 44 1 0 140 6-6-0 6-0-0 6.40 5-1'o 2-4-0 5-9-0 3-11-0 6-6-0 41 0 5x6 = 6A0 F12 Scale = 1:79.0 14 13 12 4x6 c 3.00 12 Sx8 = 6xB = 1.54 STP= 3.6 = 5x6 = 612-6-0 2-4a0 36 66A -0 42-9-0 Plate Offsets(XY)-- f2.0-1-14Edae7130.3-00-3-01 f80-3-0 0-2-01112:0-3-00-3-01 D4'0-5-40-2-81 - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ved(LL) 0.4716-17 >926 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Ven(CT) -0.6316-17 >696 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.31 12 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 236 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS IRow at micipt 4-15,7-13 REACTIONS. (Ielsize) 2=1244/0-8-0, 12=2730/0-8-0, 10=-666/0-3-8 Max Harz 2= 353(LC 10) Max Uplift 2=-786(LC 12), 12=-1597(LC 12), 10=-851(LC 17) Max Gray 2=1244(LC 1). 12=2730(LC 1). 10=97(LC 12) FORCES. (to) - Max. Camp:/Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3750/2128, 3-4=-3086/1771, 4-5=-1381/1041, 5-6= 1379/1036, 6-7=-1201/998, 7-8=-145/253, 8-9=-166/282, 9-10=-1076/2141 BOT CHORD 2-17=-1754/3476,16-17=-1771/3487,15-16=-1220/2766,14-15=-476/1096, 13-14=-455/940,12-13= 1853/1130,10-12=-1837/1119 WEBS 3-16=-625/512,4-15=-1973/1108, 5-15=-537/854,6-15= 163/309,6-14= 391/196, ' 7-14=-12/343, 7-13=-1452/951, 8-13=-285/229, 9-13=-1121/2219, 9-12=-2575/1611, 4-16=-695/1683 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=1 601 (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; 8=45ft; L=24R; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1-4-0 to 1-8-0, Intedar(1) 1-8-0 to 18-6-0, Exledor(2) 18-6-0 to 21-6-0, Intedor(1) 21-6-0 to 32-5-0, Exterior(2) 32-5-0 to 35-5-0. Interior(1) 35-5-0 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf 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) All bearings are assumed to be SYP No.2 crushing capaciyof 565 psi. 7) Bearing at joint(s) 2 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 100 lb uplift at joint(s) except at=lb) 2=786. 12=1597, 10=851. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.06103 Will USA, Inc. FL Cold$634 4944 Plate East S1yd. Tampa FL 33610 Date: July 30,2019 ®WAFNWG- Veritydesign Parameferaandl? ADNOT£5 ONTNISANDWCLUDEDM?EKNEFENANCEPAGEM0.74Aree 1rWY1015aEF0NEUSE Design valid for use only with MIT" connectors. This design Is based only upon parameters shown. and is for on individual building component, not a truss system. Before use, fine building designer must verify the appicablity of design parameters and properly incorporate this design into the overall isways building design.. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and perm anent bracing MIN ' alrequired for stability and and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of houses and huss systems, seeANSVrpil Quality Chub, D5849 and SCSI Building Camponmt 6904 Parke East Blvd. Safety Informatbnovoiloble from Truss Plate Institute. 218 N. Lee Street, Suit. 312, Alexandria. VA 22314, Tampa, FL 33610 roo truss cuss type 4 ury r ny wi otvoo,o utnry na 1831880 A04 Special Trus '� 7 7 J b,donap T17735106 2019 Builders FirstSource (Plant City, FL), Plant City, FL = 33567, - 8.240 s Jun 8 2019 MiTek industries, Inc. Tue Jul 3013:04:45 2019 Page 1 -ID"IBCSXBELDI NJdjXs77WskOzG!-bYDvVP4dDaMI8u9SJBSL.7y1J7402xDchSJBNyssxo 4- 2-6.0 -fi 240 0.-0 36-44 0 aya .0 .0-0 - 111--460.0 620 5-9-0 5-11-4 624-12 0 5x6 = 6.00 Scale = 1:79.0 ie 12 11 4x6 3.00 12 5x8 = 4x6 = 1.5xB STP = 3x6 = Sx6 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TPI2014 CSI. TC 0.75 BC 0.77 W B O.BS Matrz-AS DEFL. in (lac) I/defl Ud Ver(LL) 0.49 15-16 >889 240 Vert(CT)-0.6515-16 >673 180 Horz(CT) 0.30 11 We n/a PLATES GRIP MT20 2441190 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 `Except` BOT CHORD Rigid ceiling directly applied. 2-15: 2x4 SP.No.1 WEBS 1 Row at midpt 4-14, 7-13, 8-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1264/0-8-0, 11=2597/0-8-0, 9=-553/0-3.8: Max Harz 2=-353(LC 10) Max Uplift 2=-799(LC 12), 11=-1514(LC 12), 9=-770(LC 17) Max Gray 2=1264(LC 1), 11=2597(LC 1), 9=26(LC 12) FORCES. (lb)- Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3827/2197, 3-4=-3169/1852, 4-5=-1435/1093, 5-6=-1434/1080, 6-7= 1167/1032, 7-8=-573/501, 8-9=-923/1BB7 BOT CHORD 2-16=-1815/3588, 15-16=-1833/3601, 14-15=-1288/2889, 13-14=-549/1163, 12-13=-56/415,11-12=-1613/973, 9.11=-1598/963 WEBS 3-15= 613/508,4-15=-728/1739,4-14=-2029/1139,5-14=-569/894, 6-14=-153/276, 6-13=-1013/724,7-13=-759/1180,8-12=-1143/2239,8-11=-2423/1585,7-12=-947/661 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f ; 6=45ft, L=241tt eave=5fl; Cat. 11; Exp C; Encl., GCpil18; MWFRS (directional) and C-C Extenor(2) -IA-0 to 1-8-0, Interior(1) 1-8-0 to 1"-0, Exterior(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 30-5-0. Exterior(2) 30-5-0 to 33-5-0, Interior(1) 33-5-0 to 44-1-0 zone; porch 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 psi bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) except 011=11b) 2=799, 11=1514, 9=770. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Wiaz PE No,88183 MiTak USA, Inc. FL Cori 6634 611U Papa East Blvd. Tampa FL $2810 Dais: July 30,2019 ®WARNING-Ve 1ydeslanparamerwsand READ NOTES ON THISAND INCLUDED MDEKNEFEHANCE PAGE Md-747arev. l,,,,,,s BEFORE.. Design valitl for use only with Wake connectors. This design is based only upon parameters shown. and is for on Individual building component, not a truss system. Before use. the building designer must verity the applicability of Design parameters and properly incorporate this design into the overall 1' building design. Bracing indicated Ls to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ®M1' 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. seeANSUfPII Quality CMeria. DSB-89 and IICSI Building Component 6904 Parke East Blvd. Sol Nformalkmovoilable from ➢u a Plate Institute. 218 N. Lee Street. Suite 312 Alexandric. VA 22314. Tampa, FL 33610 rau cuss truss type y Vry rry wr 4amam nlvuwly n� T17735107 1831880 A05 Special Trus 7 1 Jab Referen� :tional) -Builders (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTeKlnduslries. Inc. Tue Ju13013:04:472019 Panel Sx6 - 6 one Scale = 109.0 14 12 11 4x6 3.00 Fl2 51 = 3.8 = 1.5x8 STP=' 3x6 = 5x6 = 0 162--06--00 --6-0 36-4-4 -9A n fiMe a2n 4No -Plate Offsets (X Y)-- I20-1-14 Edaej, [30-3-0,0-3-01 [7:0-5-8 0-2-4] [8:0-4-0 0-3-0] [71:0-3-0 0-3-41[12:0-3-8 0-1-81 'LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) 0.49 15-16 >882 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.6515-16 >666 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.31 11 Na Na BCDL 10.0 Cade FBC2017/TP12014 Matrix -AS Weight: 237 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-15: 2x4 SP No.1 WEBS 1 Row at midpt 4-14, 8-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1277/0-8-0, 11=2510/0-8-0, 9= 479/0-3-8 Max Horz 2= 353(LC 10) Max Uplih 2=-805(LC 12). 11=-1473(LC 12), 9=-688(LC 17) FORCES. (D) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD __2-3=-3876/2246,3-4=-3210/1911,4-5=4469/1425,-5-6=1437/1128; 6-7=-1010/939;---- ------ - -- --- -- - --- - 7-8=-825/685, 8-9=-846/1694 BOT CHORD 2-16=-1851/3612, 15-16=-1870/361332/2915, 13-14=-575/1272, 12-13=-197/629,11-12=-1371/843, 9-11=-1428/881 WEBS 3-15=610/500,4-15=-748/1749,4-14=-2042/1169,5-14=-675/976, 7-12=-711/544, 8-12=1103/2178, 8-11=-2319/1578; 6-14=-157/258, 6-13=-926/598, 7-13=-489/774 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=6.Opsf; h=25fq B=45h; L=24f : eave=5h; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0, Interior(l) 21-6-0 to 28-5-0, Exterior(2) 28-5-0 to 31-5-0. Intenor(1) 31-5-0 to 44-1-0 zone; porch Tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 20.01 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. 6) All hearingsareassumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSI/1PI 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 100 lb uplift at joint(s) except (]t=lb) 2=805,11=1473,9=688. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock he applied directly to the bottom chord. Joaquin VNn PE No.08102 MiTakUSA, [no. FL Caft 8888 099 Parka EM Blvd. Tamps FL 78810 oft July 30,2019 ® WARNING Verify tlesign Parameters and HEAD NOTES ON TviS AND INCLUDED AsmEKREFERANCE PAGE NIF7473rev. n Dasol, BEFORE USE Design valid for use only with MTeM 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 tlesign parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M�® ' 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 antl bracing of trusses and fruits systems, saefiNni l Quality Cm9du, OSS49and lCSI luld9sp Component 69U Parke East Blvd. Safely Inloanolbnovoiloble from Luse Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 rao cuss truss type + ,n rry wr QWpOrti nrvuirn na 1831880 A06. Special True 7 7 1/ _ T17735108 Job ReferenC rionap Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 3013:04:48 2019 Pace 1 Sx6 = 6.00 12 5.6 = 5x6 = Scale = 1 J9.0 It, 14 13 12 4x6 = 3.00 12 Sore = Sire= US= 1.5xB 3.6 STP= = 5x6'= 6-6-0 12-6.0 78-fiA 20.8-0 24-4-0 26-5-0 30-4-4 36.8-0 42-9-0 6-6.0 N 6-0-0 2-2.0 3-8-0 2-1-0 3.11-4 6-3-12 6-1-0 Plate Offsets(XY)-- [2:0-1-14Edge) [3:0-3-00-3-01 [7:0-3-00-2-01 [9:0-4-00-3-01112:0-3-00-3-0] [15:0-3-00-0-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) /deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vem(LL) 0.49 17-18 >896 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) .0.6517-18 >675 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.86 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 24811c FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-17: 2x4 SP No.T WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=125210-8-0, 12=267410-8-0, 10=-619/0-3-8 Max Horz 2=-353(LC 10) Max Uplift 2=-790(LC 12), 12=-1573(LC 12), 10=-828(LC 17) Max Gray 2=1252(LC 1), 12=2674(LC 1), 10=77(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at micpt 4-16, 9-13, 6-14 FORCES. -(Ili) = Max. Comp./Max. Ten. - All forces 250 (16) orless except when sown. TOP CHORD 2-3=-3779/2180,3-4=-3127/1838, 4-5=-1393/1063,5-6=-1331/1106, 6-7=-690l744, 7-8=-769/761,8-9=-508/425, 9-10=-1075/2029 BOT CHORD 2-18= 1801/3544, 17-18=-1819/3557, 16-17=-1284/2848, 15-16= 462/1216, 14-15=-448/1176,13-14= 11/380,12-13=-1679/1065,10-12=-1732/1098 WEBS 3-17=-612/501, 4-17=-735/1733,4-16=-2023/1157, 5-16=-708/951, 8-14=-304/699, 8-13= 947/657,9-13=-1195/2257,9-12=-2506/1636,6-14=-970/548, 6-16=-181/313 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 20-8-0, Interior(1) 20-8-0 to 26-5-0, Exterior(2) 26-5-0 to 29-5-0, Interior(1) 29-5-0 to 44-1-0 zone; porch 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 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 2=790, 12=1573, 10=828. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Vel#01! No,88182 tdlTek USA, too, FL Cart 6331 8904 Parke East Blvd, Tampa FL 32610 DaW, July 30,2019 AWARNING- Verify Leslgaparametersand READNOTES ON MIS AND INCLUDEDMmEKREFERANCEPAGEMLL74"ar 1"adoni BEFORE USE. mailis Design valid for use only with MrekS, connectors. This design Is based only upon parameters shown and is for on Individual building component, not a Russ system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �ek` is always required far stability and to prevent collapse with possible personal inury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses antl Russ systems, seeAN9/RIl CualXXyy Cri DSB-89 and OCSI Building Companant 6904 Palle East Blvd. Saf.Mnformanonavoiloble from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 roe truss truss type r ly„ rry Lu I oaroaanrvvrnry na T17735109 1831880 A07 Hip Truss /� 1 1 % t J 82 Referent Atonal) Builders FirsiSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTex Industries, Inc. Tue Jul 30 13:04:49 2019 Page 1 IO:GZkZSXBELDNJdjXs77WskOzGxTm-TJSOLm78vAGf2zRfOH04cBleOwUgygwpXJOXGeysswy r1-9-0 6-fi-0 12-6-0 t8-4-0 24-5-0 30.4- 5 36-4-4 42 9 0 1-4-0 - 1 0 1 4 0 fi-6-0 6.0-0 I 5-10-0 I 6-1-0 5-11-5 I 5-11-15 6-4-12 I1-4 0 5x6 = 5x6 = 6.nn 1 -19- ' 25 26 Scale = 1:T/.6 Is 12 11 3.00 F12 5x6 = 4.6 = 1.Sx6 STP = 3x6 = 4x6 % 5x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.48 15-16 >908 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.64 15-16 >684 180 BCLL 0.0 Rep Stress lncr YES WB '0.98 Horz(CT) 0.30 11 rda We BCDL 10.0 'Code FBC2017/TPI2014 Matrix -AS Weight: 2401b FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied. 2-15: 2x4 SP No.1 WEBS 1 Row at micipt 4-14, 6-13 WEBS 20 SP No.3 REACTIONS. giu/size) 2=1275/0-8-0, 11=2520/0-8-0, 9=-488/0-3-8 Max Horz 2=-350(LC 10) Max Uplift 2=805(LC 12), l l=-1470(LC 12), 9=-725(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_387112353,.3-4=-3202/2022 4-5=1468/1,156,5-6=--1253LL743,6-7=-981/914, 7-8=.635/520, 8-9=-875/1791 BOT CHORD 2-16=-1975/3677, 15-16=-1993/3691, 14-15=-1466/2981, 13-14=-281/847. 12-13=-123/472,11-12=-1465/928, 9-11=-1501/954 WEBS 3-15=-609/504, 4-15=-809/1783, 4.14= 2062/1246, 5-14=159/376, 6-14=-408/827. 6-13=-540/287, 7-13=-250/645, 7-12=-922/674, 8-12=-1128/2114, 8-11=-2346/1540 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=6.Opsf; h=25ft; B=45ft; L=24@; eave=5fi; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-4-0, Exterior(2) 184-0 to 22-6-15, Interior(l) .22-6-15 to 24-5-0, Exterior(2) 24-5-0 to 28-7-15, Interior(1) 28-7-15 to 44-1-0 zone; porch 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 psi bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi; Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 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 100 lb uplift at joint(s) except gt=lb) 2=805,11=1470,9=725. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin VeG2 PE 140AS182 MiT4k USA, Inc, FL Cart09 6 04Parko EaotBWd. Tampa FL33410 caw, July 30,2019 D WARNING -Verity dnlyam parameters and REAP NOTESGN TN is ANo INCLUOEO an" REFERANCE PAGE MIF]4T] rev. Ipl0Y2di5aEFORE USE. Design vditl for use only with MfroK1 connectors. RGs design is based only upon parameters shown. and is for on indivitlu.1 building component, not a truss system. Before use. foe building designer must van the applicability of tlesign parameters and properly incorporate this tlesign into ma overall buiitling design. Bracing indicated is to prevent buckling of Individual buss web and/orchard members only. Additional temporary antl permanent bracing ®k' Is always required for stabili,on,'. ontlto prevent collapse with possible personal'vyury and propedy damage. For general guidance regarding the fobrlcatian, storage, tlelivery. erection and bracing of trusses ontl truss systems seeAN6Vm11 CualMy Lm.M, OSBd11 and BC31 BUa ing Campe...I 6904 Parke East BW. SO/oM Inlormatbnwoiloble ham Truss Plate Insfifute. 219 N..Lee Sheaf. Suite 312. Alexon@io. VA 221" Tampa, FL 33610 IOD Truss cuss Type 1831880 A08 Hip Truss Builders FirstSource (Plant City, FL), Plant City, FL- 33567. rAYy ny -Vr JU1001 VUJAN nC T77735110 1 1 Job Rate.. Mont) 8.240 a Jun 82019 MiTek lndustnes. Inc. Tue Jul 30 13:04:50 2019 Paaet 5.6 = Sx8 = scale=1:77.6 0 4x6 3.00 12 5x6 = 4x6 = 1.5x STP = 3x6 = 5x6 = 6-fit2-6.0 20-4.0 24-4.0 30-4-4 36.4-4 36 -0 42-9.0 61:12 fi-0.0 ztn-0 n.n.n a.n.n Plate Offsets(XY)-- 12.0-1-14Edoe1 (3:0-3-00-3-0] [5:0-3-80-2-41 [6:0-5-00-2-01 I8:0-4-003.01 [11:0-3-00-3-0] - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ved(LL) 0.50 15-16 >873 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Ved(CT) -0.6515-16 >666 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.33 11 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 247111 FT=20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) TOPCHORD BOTCHORD WEBS 2x4 SP No.2 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 2x4 SP No.3 *Except* 6-13: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midm 8-12, 6-13 2 Rows at 1/3 pts 4-14 (lb/size) 2=1273/0.8-0, 9=.504/0-3.8, 11=2539/0-8-0 Max Horz 2=-386(LC 10) Max Uplift 2=-803(LC 12), 9=-741(LC 17), l l=-1485(LC 12) Max Grav 2=1273(LC 1). 9=2(LC 12), 11=2539(LC 1) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-3851/2249,3-4_ 3221/1936, 4-5- 1213/979, 5-6=-1007/998, 6-7=-966/886, 7-8=-633/512, 8-9=-878/1824 2-16- 1880/3674,15-16= 1890/3692, 14-15=-1403/3025,13-14=-236/925, 12-13=-109/467,11-12= 1553/953, 9-11=-1533/938 3-15=-570/466,4-15=-745/1811,4-14=-2272/1333,5-14=-213/336, 6-14=-3311795, 7-13=-150/613,7-12=-942/679,8-12=-1155/2214,8-11=-2364/1501, 613=583/187 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=6.Opsf; h=25f ; B=45ft; L=248; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Elderiar(2) -1-4-0 to 1-8-0, Interior(i) 1-" to 20-4-0, Extedor(2) 20-4-0 to 26-7-15, Interior(1) 26-7-15 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565psi. 7) Bearing atjoint(s) 2 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 100 lb uplift at joint(s) except (jt=lb) 2=803, 9=741, 11=1485. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Vela PE N0,88188 MiTak USA, (no, FL Carl888d all Parke Eat Blvd. Tampa FL 32610 DaW. July 30,2019 ® WARNING - Verilydeslenpmmn&.lsand READ NOTES ON THISAND INCLUDWIVIEKTIEFEBANCEPAGE MU70J... IN0342015BEFONEUSE Design vol,C fat use only with MRel�wconnecfon fits tleslgn L4 based only upon porometers show" antl a for an intlividuol budding component, not a truss system. Belom use, the building tlesignermust verity the oppeobiliN afdesign par.metersantl properly lnrorporote thisdesign Info the overall 0® builtling tleslgn• Bracing-cl 'ad is to prevent bu.1d gofhOvdua, truss web a ntll.'.h.'dm.-ben.Ny. Atlditlonal temporary and permanent bracing is.,w.ys requked (.nubility and to prevent collapse with possible personal Irytdy antl property damage. For genera guidvnce regarding the fabrication, storage. delivery, erection and bracing of trusses ontl puss systems seeANSI/IPI I GuId Cah4o, DSa-0e and BC51 auadbp Cpmpprnnt 6904 Parke East Blvd. Sabry I..dr lbnay.s.". from Tn a Plate rns6lute, 218 N. Lee Street. Suite 312 Al...nlr, . VA 22314. Tampa, FL 33610 rIa truss cuss type I831880 A09 Hip Truss % Builders Firsl5ource (Plant City, FL), Plant City, FL- 33567. l LUr demo m1wuu,", ,. T17735111 lob Referen ,tiona0 8 2019 farex mausides, Inc. Tue Jul 30 13:04:51 2019 Page 1 21-9-9 1-4 LW 13-10-6 21-0-0 21 24d0 30b5 3E&1 36 -4 42-9 aao Buo 74s 7-a19 o-4. z- - 0 1 7 0 641-s S10-1z o- -3 64-1z 1.40 "a Scale =1:85.6 6x12 MT20HS = 6.00 12 5.8 c 13 `1 12 46 z 3.00 12 5.8 = 4x6 = 1.Sx8 STP = 5x6 = 6-6-0 12-8-0 21-4.8 244.0 304-5 364-4 36 -0 42-9-0 6-6-0 6-6.6 B-1D-B 2-11-fl G 4.11.14 n..Id 3.6 = Plate Offsets(XY)-- [2:0-1-14Edgel [3:0-3-00-3-01 r4,04-00-3-0],[7:0-3-00-3-01, f11:0-3-00-3-01 f13:0-540-2-81 LOADING (pso SPACING. 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 VeTI LL) 0.48 15-16 >905 240 MT20 244/190 TCDL. 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.6714-15 >655 180 MT20HS 187/143 RCLL 0.0 Rep Stress Mot YES WB 0.93 Hom(CT) 0.30 11 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 247 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 6-13 REACTIONS. (lb/size) 2=127410-8-0, 9= 494/0-3-8, 11=2527/0-8-0 Max Ho¢ 2=401(1-C 10) Max Uplift 2=.802(LC 12), 9=-722(LC 17), 11_ 1493(LC 12) Max Grav 2=1274(LC 1), 9=8(LC 12), 11=2527(LC 1) FORCES. (Ib) -Max. Comp./Max-Ten. --All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3870/2198, 3-4=-3205/1810, 4-5=-1111/915, 5-6=-1034/961, 6-7=-974/862, 7-8=-617/490, 8-9=-861/1782 BOT CHORD 2-16— 1834/3697, 15-16=-1851/3714, 14-15_ 1071/2488, 13-14= 213/835, 12-13=-65/449, 11-1 2=-1 507/917, 9-11=-14941908 WEBS 3-15=-633/560,4-15=-695/1796,4-14=-1863/1125, 6-13=-581/222, 7-13— 216/619, 7-12=-922/639, 8-12=-1069/2168. 8-11=-2355/1475, 5-14=482/639, 6-14=-118/489 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14.0 to 1-8-0, Interior(f) 1-8-0 to 21-4-8. Extedor(2) 21-4-8 to 25-7-7, Interior(1) 25-7-7 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 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 100 Ib uplift at joint(s) except at=lb) 2=802, 9=722, 11=1493. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE 1110.611182 MITsk USA, Inc. FL Cost89 604 Parks East Blvd, Tampa FL 32610 DaW, July 30,2019 ®WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDEOMrMEKREFERANCEPAGEM0.)473mv.1W 015BEFOREUSE. Design valid for use only with MiTek® connectors. Tints design is based only upon parameters shown Intl is for an individual building component, not a truss system. Before use, me building designer must verify Me applactoility of design parameters and properly incorporate this design Into the overall building design. Bracing indicated b to prevent buckl of Individual truss web and/or chord members only. Additional temperer and permanent bracing ��// is always required for eliveity and to prevent aallopse with possible personal injury antl property demand. For general guidance regarding the ®^e labricofion, storage, delivery, erection and bradng of trusses and truss systems seeAN501P11 Quo' ly Criteria, D3a419 and BC51 Building Companint 6904 Parke East Blvd. Salty Inform stbrnvaJlble from Trsas Plate Institute, 218 N. Lee Street Suite 312. Alexondtlo. VA 22314. Tampa, FL 33610 rpa cuss buss type ;,iHn nc Fly , ny wl darove 111 T17735112 1831860 AID Hip Truss /� 1 i l Job Reft9019 idustri Builders FirsiSource (Plant City, FL), Plant City, FL- 33567, - 8.240., Jun 8 2019 MI ex Industries. Inc. Tue Jul 3013:04:52 2019 Pace 1 Scale = 1:66.8 6x6 = Sx6 = 5 20 621 k axis3.00 Fl2 5x6 = 3x4 = 3.6 11 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.60 13-14 >734 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.71 13-14 >620 180 BOLL 0.0 ' Rep Stress Inor YES W B 0.84 Hoa(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 2231b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-13:2x4 SP M 31 WEBS 1 Row at midpt 4-12, 6-11, 7-11 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 9=1350/0-3-8 Max Horz 2=314(LC 11) Max Uplift 2=-868(LC 12), 9=-768(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4437/2895, 3-4=-3836/2625, 4-5>1761/1355, 5-6=-1508/1332, 6-7=-1418/1156, 7-8=-1355/955, 8-9=-1291/973 BOT CHORD 2-14=-2747/4086, 13-14=2763/4105, 12-13=-2288/3443, 11-12=-717/1255, 10-11=-739/1155 WEBS 3.13=-552/444,4-13=-1185/2001,4-12=-2340/1669, 5-12=-277/476, 6-12=-427/706, 6-11= 272/174,7-10=-441/455,8-10= 803/1253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=4511;.L=24ft; eave=5fq Cat. 11; Exp C; Encl., GCpi=0.18; Mr (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 19-0-0, Extedor(2) 19.0-0 to 23-2-15, Interior(1) 23-2-15 to 23-9-0, Exterior(2) 23-9.0 to 27-11-15, Intenor(1) 27-11-15 to 36.6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 fist bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 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 100 lb uplift at joints) except all 2=868, 9=768. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. losi VNK PE N0,681D2 MIT4084, Inc, FL Cliff 6634 6364 Pa11n Ent Blvd, Tampa FL 32610 Oak: July 30,2019 A WARNINi Virdlydrinup.panmetersandREADNOTESONTNISANDINCLUDEDMITEKNEFERANCEPAGEMIF74YJrev.lN0.apfiSEFONEUSE. Design valid for use only with MBel connectors. Ihls design Is based only upon parameters shown. and Is for on Individual building component, notadr a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall s� building design. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. AddiSonal temporary end permanent bracing Mire ' 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 antl bracing of trusses and two systems seeANSt/1PI1 GualMy Chula, DS349 and BCSI Building Component 69M Parke East Blvd. Safety Infolmatbnovailable from Tnsss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 too truss cuss type ury v try Lur oemara nivu "v nc T17735113 1831880 A11 Hip Truss 7 7 Jab ReferenT atonal Builders FirstSourca (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTex Industries, Inc. Tue Jul 3013:04:53 2019 Page 1 I D:04ZhpjyBbM7gt0k637fmDgzGua8.M5iwBBAeyOn5XbIOd7SOnl TJkxrOuiiOSw01 Pvysswu -1-d-0 fi-6-025-9.0 30.4.5 36.8.0 1-4.0 6-6-0 fi-0.0 4-fi-0 8.9-0 4.7.5 6-3-11 6x8 = 6.00112 6xa = 20 6 Scale = 1:67.0 3x6 i 3.00112 5x6 = 5x8 = 3.6 II 6.6.0 12-6-0 17-0-0 24-4-0 5-9-0 30-4.5 36-8-0 6-6-0 6.0-0 4-6-0 , _n ec.n e.zs Plate Offsets(XY)-- 12:0-2-90-1-81 [3.0-3-00-3-01,[5:0-1-120-3-121 [6:0-4-00-1-15b [8:Edpe0-1-121 [13:0-2-120-3-41 LOADING (psf) .SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.58 13-14 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.70 13-14 >623 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Hom(CT) 0.36 9 n/a Iva BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 227 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-12, 5-11, 6-10 2-13: 2x4 SP M 31 WEBS 2x4 SP ND.3 *Except* 5-11: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 9=1350/0-3-8 - _ _- -- Max Horz2=278(LC 11)_ Max Uplift 2=-868(LC 12), 9=-768(LC 12) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4447/2973,3-4=-3812/2680,4-5=.2100/1617, 5-6=-1273/1131, 6-7=-1330/1165, 7-8=-1346/960, 8-9= 1289/986 BOT CHORD 2-14=--�821/4108, 13-14=-2841/4124, 12-13=-2327/3426, 11-12=-1228/1935, 10-11=-740/1215 WEBS 3-13=-586/475,4-13=.1239/1979,4-12=-2116/1544,5-12=-753/1267, 5-11- 948/647, 7-10= 327/455, 8-10= 791/1228, 6-10= 298/81, 6-11= 125/451 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=6.Opsf; h=25tt; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Extedor(2) 17-0-0 to 21-2-15, Interior(1) 21-2-15 to 25-9-0, Exterior(2) 25-9-0 to 29-11-15, Interior(1) 29-11-15 to 36-6-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 nanconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCD =10.Opsf. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11e) 2=868, 9=768. 3) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum in Wild:02 PE No.80163 JoqMiT#JoaquuUSA,f sheetrock be applied directly to the bottom chord. e. FL C#R 34 663a Park# East Blvd, Tampa FL 33610 Data: July 30,2019 WARNING-Verifydesian parzmef..rdREAO NOTES ON THISANO INCLUDED Mn'EKREFERANCE PAGEMtr7470rev. 10 =015B£FOREUSE Designvalidfor use only with Mir connectors. ibis design ubasetl only upon Param eters shown, and Isfor an Intlividugl bu0tling component ,not D buss system. Before use. the buiding designer must verify the applicability of tlesign Parameters and propetly incorporate this design into Me overall building design. Bradng intllcated ate prevent bucNling of individual truss web and/or chard members only. Addir.nd temporary and permanent bracing Bk• Is always required for stability antl to pre vent call apse with possible personal Nlury.nd property dgmage. For general guidance regarding iha 1� fabrication, storage. delivery. erection antl b,.Ong of trusses antl truss Wsrams. r.. SI/Ipll Q..tMyChub, DSa-09 v.d aCSI auatil g C..PO..nt 69N Parke East BNd. Sabty blarmalbnwailoU. Irom Truss Plot. mtiruht 21 B N. Lee Sh..t. 6.,1.3, 2, Alexontlr,. VA 22314. Tampa, FL 33610 too Truss cuss type uryi rry LV r omaaronrvuwry nc (/- T17735114 1831800 Al2 Hip Truss /^ 1 1 Job Referen0 Ymnap Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTe Industries, Inc. Tue Jul 3013:04:55 2019 Page 1 ID:04Zhp)y8bM7gtOk637fmDgzGua8-ITphbpCvU01 pmwpkYVUsSYeBLYtMadhvEtrToyssws -1-4-0 fi-fi-0 12-fi-0 15-0.0 20-11-10 24-4-0 27.ff 30.4.5 3fi-B-0 1-4-0 6-60 6-0.0 2-&0 5-11-1(3-4-6 3.5-0 2-7-4 6-3.11 Scale = 1:66.7 56= 3x4 = 5x6 = 6.00 F12 - _ 5 21 6 22 23 7 3.00 12 5x6 = Sx8 = 3x6 11 3x12 MT20HS LOADING (fist) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 C51. TC 0.83 BC 0.74 WB 0.84 Matrix -AS DEFL. Vert(LL) Ven(CT) HDrri(CT) in (too) I/deft L/d 0.57 14-15 >768 240 -0.6914-15 >638 180 0.34 10 n/a n/a PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 216 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 1 Row at midpt 6-12 _ WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=142510-8-0, 10=1350/0-3-8 Max Horz 2=256(LC 12) Max Uplift 2=868(LC 12). 10=-768(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOPCHORD-- 2-3=-4451/3026,-3-4=-3809/2719; 4.5==2596/1968, 5-6=-2307/1802, 6-7=-1441/1210, --- 7-8_ 1312/1162,8-9=-1344/968,9-10=-1288/995 BOT CHORD2-15=-2870/4062, 14-15=-2886/4078, 13-14=-2358/3374, 12-13=-1265/1893, 11-12= 757/1199 WEBS 3-14=-599/474,4-14=-1290/1895, 5-13= 692/982,6-13=-374/715,6-12=-926/774, 4-13=-1937/1535, 7-12=-347/631, 8-11=-290/447,9-1 1=-798/1224, 7-11=-332/148 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=6.Opsf; h=25f0 B=45ft; L=24f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 27-9-0, Extedor(2) 27-9-0 to 31-11-15, Interior(1) 31-11-15 to 36-6-4 zone;C-C for members and. forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (byothers) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=868, 10=768. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No9B182 MiUk USA, Inc. FL C9rt 6634 $904 Panto East Blvd, Tampa FL 13010 Dalen July 30,2019 ® WARNING-Verfryde5l9epalamere/send HEAD NOTES ON THIS AND INCLUDED MfTENREFERANCEPAGEMIF74131ev. la'U.tc?VISBEFORE USE Design valid for use only with Mnek® connectors, This design 6 based only upon parameters shown, and is for on Individual building component, not 0 Muss system. Before use. the building designer must verify me applicability of design parameters and properly Incorporate ibis design Into the overall aYaa a01�• building design. Bracing indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal inju r and property damage. For general guidance regarding the f ibrlcmon, storage. delivery. erection and bracing of trusses and truss systems seeANSVrpil Cualey Cdferio, DS549 and aCSI BuShcng Component 6904 Parke East Blvd. Safely NfoenaBorgvoJabla from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondria, VA 22314. Tampa, FL 33610 lop Truss miss type 1831880 A13 Hip Truss Builders FirstSource (Plant City, FL), Plant City, FL - 33567, rry I wl Ge109d 111VVIMIV ne T17735115 Sx8 = 6.00 12 20 2x4 II 5x6 = 5x8 = 6 21 22 7 Scale = 1:65.9 302 MT20H5 3.00 12 5x0 = 3x4 = 3.6 II fi-6.0 12-fi-0 79.7-15 24.4-0 29.9-0 36-8-0 6-&0 a.z}s e.oe s.c.n Plate Offsets (X Y)-- 12:0-0-10 Edgel [3:0.3-0 0-3-01 14:0-5-0 0-2-01 [6:0-3-0 0-3-0] [7:0-6-0 0-2-B1 [11:0.5-4 0-2-e1 LOADING (pso SPACING- 2-0-0 C51. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.58 13-14 >751 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.6913-14 >633 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -AS Weight: 214 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Raw at midpt 4-12 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 9=1350/0-3-8 Max Harz 2=250(LC 12) Max Uplift 2- 869(LC 12). 9=-768(LC 12) FORCES.--(Ib)-.Max. CompJMax.Ten.- Allforces 250.(Ib).or less except when shown. - - --- - -- - - - -- TOP CHORD 2-3=-4446/3099,3-4=-3815/2702,4-5=-2375/1835, 5-6=-2375/1835, 6-7=-1691/1382, 7-8=-1404/1015, 8-9=-1283/1011 BOT CHORD 2-14=-2931/4007, 13-14=-2955/4030, 12-13- 2189/3187, 11-12=-1167/1758, 10-11=-747/1167 WEBS 3-13=-625/570,4-13=-1238/1945,4-12= 9771703, 5-12=-328/373, 6-12=-646/975, 6-11=-983(789,7-11=-59S/867, 7-10=-366/409, 8-10=-792/1233 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5n; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMehor(2) -1-4-0 to 1-8-0, Interior(1) 1-8.0 to 13-0-0, Extedor(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 29-9-0, Exierior(2) 29-9-0 to 33-11-15, Interior(i) 33-11-15 to 36-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=869, 9=768. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheelrock be applied directly to the bottom chord. Joaquin Vale: PE No.68162. MiT4k USA, Inc, FL Can 99 ON Parks East Blvd Tampa FL=0 Oats: July 30,2019 WARNMG-VeAry Oeslgnparamete-anO FEADNU/ES ON TH6 AN0INCLUDEO M4EK REFEBANCEGAGE MIN47J rev. F6T12015 BEFORE USE. Oasign volid /or use only with Mnex® connectors. ibis design is basea oNy upon ppramatars shown. and is for an intlNitlupl bultling component, not a tnrss system. Bebre use. the building designer must verity the appllcabiliN of tlesign parameters and properly Incorporate th6 design Info ire overall bulltling tlesign. Bracing lntlie0letl bto prevent buckling pi lntlivl0ual buss web anmembers only. AdditionaRemporary antl permpnent bracing M0 ' a always .quiietl tar stability antl tp prevent callopse with possible peaonal inlury and p�opeM tlamage. For general guitlance regarding the foWicaft'on storage. delNery. erection and bipcing of trusses antl buss systems saeANSI/IP11 Cualny Cmnb, Di a2a and SCSI autdug Compenr of 6904 Palle Easl BNd. Sally ufpp0albrlavaioble from Truss Plata Institute. 218 N. Lee Sheet. Suite 312 Alexanddo. VA 22314. Tampa, FL 33610 /ed Truss uuss Type 1831 BBO A14 Hip Truss Bwldem nmtsource (Plant City, FL), Plant City, FL-33567, IDLY,, ley I wl eamvd M.UTAN nc T17735116 rii d IO:GZkZS%BELONJdjKs77WskOzGxTm-EsxROVD9OdHWOC2Bsz%yxtd119F8gZC NYMyYgysswq -1-4-0 -442 11-0.0 17-5-8 25.3.8 31.9-0 36.8-0 1-4-0 8-4-12 4-7-4 6.5-8 7-10-0 6.5.8 4-11.0 5x8 = 4 22 2x4 II 23 6 24 Scale: 3/16-=1' 5.8 = 7 26 Ch 3xfi = 2x4 II 3.4 = 3x6 = 3x4 = 5x8 = 3x4 = 3.6 11 3x6 = LOADING (psf) SPACING- 2-0.0 CS1. DEFL, in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.25 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Sc 0.69 Vert(CT) -0.3411-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.10 9 are n/a BCDL 10.0 Code FBC2017/1PI2014 Matrix -AS Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11. 7-11 REACTIONS. (lb/size) 2=1425/0-8-0, 9=1350/0-3-8 Max Horz 2=256(LC 12) Max Uplift 2=-869(LC 12), 9=-767(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2574/1747, 3-4=-2164/1586, 4-5=-2267/1730, 5-6=-1946/1508, 6-7=-1946/1508, 7-8=-1230/908, 8-9=-1304/1007- BOT CHORD 2-16=-1660/2244, 15-16=-1660/2244, 13-15= 1321/1888, 11-13=-1551/2271, 10-11=-695/1037 WEBS 3-15=-478/416, 4-15= 172/388, 4-13= 346/603, 5-13= 245/316, 5-11=-452/283, 6-11=-409/461, 7-11=-826/1228, 7-10=-547/509, 8-10=-807/1217 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Intedor(1) 15-2-15 to 31-9-0, Exterior(2) 31-9-0 to 35-11-15. Inti ior(1) 35-11-15 to 36-6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 last 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=869,9=767. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheemack be applied directly to the bottom chord. Joaquin Velez PE N048162 MiTsk USA, too, FL Cat 024 6901 Papa East Slid, Tampa PL $2610 Daze: July 30,2019 WARNING - Verily tleslyn prameters antl READ NOTES ON THIS ANO INCLUDED NITEK REFERANCE PAGE MIh74Ta rev. I eNY2or$ BEFORE DSE Design valitl for use oNy wiM MOek®connectors. This tle9gn 6 bawd only upon parameters shown antl Is (or an adividual building component, not a hue system. Before use, the builtling tlesign"' must verify Me OppllcabOdy of design parameterSanproperly Incorporate this tlesign Info the overall 1' buildingdesign. Bracing indicated is to prevent buckling ofindduel truss weband/ar chommembersoNy. Addition al temporary ontlpermanent bracing WBK• b always required for stob0iry antl to prevent collapse with posGble personal l%ury antl property damage. Far general guidance regarding Me fabrication, storage. deWonr erection antl bracing of truces antl imss systems seeANSUIP11 Quo CdbrW, Dee419 and aCSI Su981n19 Component 6904 Parke Eesr Blvd. Sdbfy MfonnollornvoilOble from Truss %ate Institute, 218 N. Lea Sheaf. Suite 312. Alexonddo. VA 22314. Tampa, FL 33610 I.O buss truss type 1031880 A15 Half Hip % Builders FirstSource (Plant City, FL), Plant City, FL - 33567, - w l JYmalp laluwry tic T17735117 14-10-1 22-8-4 29-5 36-8.0 h4.0 63.6 2.0-10 5-10-2 ].10-3 6-1]-1-1 5x6 = 20 3x4 = Scale: 3/16'=1' 5x6 = 3x6 = 3x4 11 6 22 7 23 a 3x8 = 3x6 = 4x6 = 3x4 = 4x6 = 3x4 = 6.8 = 9.0.0 18-1-8 27.0-0 36-6-0 9-0.0 9.1.8 a.tn-o Plate Offsets (X Y)-- _[4.0-3-0 0-2-01 I6.0-3-0 0-3-01 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.32 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.47 9-10 >935 180 BCLL 0.0 ' Rep Stress Incr YES INS 0.84 Hoa(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 1881b FT a 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Horz 2-343(LC 12) Max Uplift 9=-861(LC 9), 2=-860(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2528/1734, 3-4=-2328/1632, 4-5=-2065/1518, 5-6= 2689/1838, 6-7= 2100/1391 BOT CHORD 2-14=-1770/2221, 12-.14=-1924/2643,-10-12=-1823/2582; 9-10= 1200/1698 WEBS 3-14=-294/388, 4-14=-506/852, 5-14=-813/567, 6-10=701/628, 7-10=385/810, 7-9=-1982/1419 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=6.Ops4 h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(l) 1-8-0 to 9-0-0, Extenor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 36-64 zone;C-C for members and forces 8 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 for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=861, 2=860. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin War PE No,68163 MiTtk USA, Inc. FL Carl6634 69U Perko East Biyd, Tampa FL 32610 Data: July 30,2019 Y WAHNWO-Verily deslgnpammeters antl HEAD NOTES ON MIS ANDINCLUDED MMEKHEFEHANCE PAGEM67475rev. 1""0150EFOHE USE. Design vo'o for use only with Miiet' connectors. ibis design Is based only upon parameters shown. antl is for on Individual building component, not a truss system. Before use, the buJtling tlesigner must verity iha applicability dt tlesign parameters antl properly inWrporate this design 'moth. overall y� bu0dmg design. Brp, lndicafed@to pteventbucklog of individual huss web and/or chard members only, Additional temporary pntl permanentbmdng MIIek' Is olwaya requited for stability and to prevent collapse with possible personal injury and property damage. For general guitlance regarding the fabrication.storage. tlelivety. erection antl bracing of trusses and truss systems. seeANSt/IPII Ouapry CMnb, Daa-09 mttl lC51 au6dlnp Comppnmt 6904 Palle East Blvd. sphp Inlptmatbtsovoiloble ham Truss %ate Irutitute, 218 N. Lee Sheaf, Suite 312 Alexontlrlo." 22314. Tampa, FL 33610 rou I I cuss type vty F My w l4araad nrvuusry He 1831880 A16 Hall Hip GirT17735110 y� 7 7 l Job Referen ,iionall Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tus Jul 3013:04:59 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-AF3CRBFPYEXEFW CazOZOOIjLiy_YIMNHgsr3cZysswo r1 4,0 3-9-4 7-0-0 12.0-e i 16-11-4 21-10.0 2E8-12 3.1-7-8 36.8-0 7.4A 3-9.4 3-2-12 5-0.8 4-10-12 4-10-12 4-10-12 4-10-12 5-0-8 Scale = 1:66A 6,12 MT20HS i 4x6 = 5x8 = 8xl4 MT20HS = 5x12 = 2x4 II 6x8 = 6.00 12 3 21 22 4 23 24 5 6 25 26 2] 28 29 7 30 8 31 32 33 34 9 2 a 1 d 18 35 36 17 37 16 38 15 39 14 13 40 41 42 12 43 44 4511 46 47 10 1.5x8 STP= 4.6 — 6xl2 MT20HS= 2x4 II 5x8 = 2x4 II U12 MT20HS= 3x12 MT20HS II 4x10 MT20HS! 46 = 6xl2 MT20HS= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.97 13-15 >454 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.7813-15 >565 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) -0.22 10 rVa n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 249 lb FT=20% LUMBER. BRACING - TOP CHORD 2x6 SP M 26'Except' TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins, 1-3: 2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or3-2-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-18. 7-11, 9-11 9-10: 2x4 SP'No.2, 5-17,5-13,7-13,7-11,9-11: 2x4 SP No.1 REACTIONS. (lb/size) 10=2920/0-4-0, 2=2760/0.8-0 Max Hom 2=276(LC 25) Max Uplift 10= 3396(LC 5), 2=.2982(LC 8) FORCES. (lb) -Max. CompJMax: Ten. -All forces 250 (lb)orless except when shown. TOP CHORD 2-3=-5645/6222, 3-4=-4900/5551, 4-5=-7094/8143, 5-6=-7707/8880, 6-7=.7707/8880, 7-8=-3764/4374,8-9=-3764/4374, 9-10=-2785/3263 SOT CHORD 2-18=-5644/4984, 17-18=-814377094,15-17=-918277982,13-15=-9182/7982, 12-13=-7275/6306, 11-12=-7275/6306 WEBS 3-18=-2312/2083, 4-18= 2713/3102,4-17=-10591918,5-17=-1107/1287, 5-15=-328/436, 5-13=-3357367,6-13=-4791576,7-13=-1952/1704,7-12=-326/425, 7-11— 3092/3563, 8-11=-515/675, 9-11=-5266/4532 NOTES - I) 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=6.Opsf; h=25ft; B=45ft L=24ft; eave=61t Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=3396,2=2982. Joaquin Velez PE No,63133 tATak USA, Inc, FL Celt 6634 6904Parke East Slvd, Tampa FL 32410 Date: ;ontinued on page 2 WARNING -Vetllydsd9viPanmetv.and READNOTES ON MIS AND/NCLUOEDMREKREFERANCE PAGE MIF747Jm¢ la912015 BEFORE USE. Design valid for use only'v"n Mlrei� connectors. ThB design is based aNy upon parameters mown. antl Is for on indNidual buJdlOg component, not atruss g Stem. Before use. the bu'd "tlesigne"nu" verity the applicability of design parameters antl properly Incorporate IDB design Info Ma overall I. bWlding design. Bracing indicated is to pievontbuckling of lndNlduN huts web antl/or chord members only. Additional temporary and permanent bracing ®k' IS Olways raqulred for stability and fo prevent collapse wlM pos4bla personal n ryond property dam age. For general guidance regortling the zctb fir In It storage. deMery. eredlon antl bracing o/trusses antl truss systems SeeANSI/R11 CuaIII� Cdbdp, DS1419 end 1(SI 1uldYsy Camponml 69N Parke East Blvd. SoI. NIts.. pv.,.b,. tram Truss Plate Imtitufe. 218 N. lee Street. Suite 312, Alexandria, VA 2231 d. Tampa, FL 33610 July 30,2019 mu cuss muss type ury ny wr O =va rnvvusry n� 1831B80 A16 Half Hip Gi 7 1 T17735118 Job Releren ,lipna0 Builders FirstSource (Plan) City, FL), Plant City, FL- 33567, - 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Ju13013:04:59 2019 Page 2 ID:GZkZSXBELONJdjXs77WskOzGzTm-AF3CRBFPYEXEFWCazOZOOIjLiy YIMNHgsr3cZysswo NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ib down and 210lb up at 7-0-0, 152 Ib down and 203 Ib up at 9-0-12, 138 Ib down and 203 Ib up al 11-0-12, 1331b down and 203 Ib up at 13-0-12, 133 Ib down and 203 Ib up at 15-0-12, 133 Ib down and 203 Ib up at 17-0-12, 133 Ib down and 203 Ib up at 19-0-12, 133 Ib down and 203 to up at 21-0-12, 133 Ib down and 203 Ib up at 23-0-12, 152 Ib down and 203 fib up at 25-0-12, 152 Ib down and 203 Ib up at 27-0-12, 152 Ib down and 203 Ib up at 29-0-12, 152 lb down and 203 Ib up at 31-0-12, and 152 Ib down and 203 Ib up at 33-0-12, and 152 Ib down and 203 Ib up at 35-0-12 on top chord, and 3531b down and 496 lb up at 7-0-0, 99 Ib down and 166 lb up at 9-0-12, 99 lb down and 166 lb up at 11-0-12, 99 Ib down and 166 Ib up at 13-0-12, 99 Ib down and 166 Ib up at 15-0-12, 99 Ib down and 166 Ib up at 17.0-12, 99 Ib down and 166 Ib up at 19-0-12, 99 Ib down and 166 lb up at 21-0-12, 99 Ib down and 166 Ib up at 23.0-12, 99 lb down and 166 Ib up at 25-0-12, 99 Ib down and 166 lb up at 27-0-12, 99 Ib down and 166 Ib up at 29.0-12, 99 Ib down and 166 Ib up at 31-0-12, and 99 lb down and 166 lb up at 33-0-12, and 99 Ib down and 166 Ib up at 35-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10)'In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-9=-54, 2-10=-20 Concentrated Loads (Ib) Veil: 3= 92(B) 18=-353(B) 5=-92(B) 15= 94(B) 21=-92(B) 22=.92(B) 23= 92(B) 24=-92(8) 25=-92(B) 26= 92(B) 27=92(B) 29=-92(B) 30— 92(B) 31=-92(B) 32=-92(B) 33=-92(8) 34=-92(B) 35=84(B) 36=-B4(B) 37=-84(B) 38=-84(B) 39= 84(B) 40=-84(B) 41=-84(B) 42=-84(8) 43= 84(B) 44=-84(8) 45=-84(B) 46=-84(B) 47=-84(B) ® WARNING. VOrllydeVgn Paremelenand BEAO NOTES ON WS ANDINCLUDWWEKNEFENANCEPAGER674"Mv. Y&a=015eEFORE USE Design valid for use 0Ny wlth Meek® connectors. lnb tlesign is bored ony upon porameteR shown, antl is tar an Intlivitlupl buJtling component, net a truss system. Before use, the building designer must verity the appllcabl ty of design parameters antl properly Incarporafe this tlesign Into the overall bulltling tlesign. Bracing indicated b to prevent buckling of iTdivltluolt_web antl/or chord members only.Addl6onal tempororyantl permanent bracing ®li' Is always required for '.1o"By antl to prevent collapse vAm possible personal Inlvry antl property tlpmpge. For general guidance regartlNg the 1� fobdcotion, storage, delivery. erection and bracing of ivsses antl true systems. seeAN51/IPII qusdtty CrRnlo, a 4 and lC51 BUq .a Componml 6904 Parke East Blvd. S0 ty Infarma8orgvollobl. ham IIuss Plate Inulur. 218 N. Lee Sheaf, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 rap rtuss I Iype '11 rry ut aerao 0nrv1 Al" T17735119 1831880 801 Hip Girder /f 1 1 Job Refere C iionall Builders FirsiSaurce (Plant City, FL), Plant City, FL-335fi7, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 3013:05:01 2019 Pape 1 6xl2 MT20HS i 5x6 = 5.8 = Bx14 MT20HS = 6.00� 5x12 = 804 MT20HSC Scale=1:66.9 w 12 0 e 34 35 " 36 16 37 "' 38 39 40 " 41 42 "43 12 44 rr 1.5x8 STP = 5x6 = 6x12 MT20HS = 5x8 = 2x4 11 5x6 = 1.5x8 STP = Axle MT20HSO 46= 2x4 II 6x12 MT20HS= 4xIO MT20HS0 LOADING (psi) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.72 BC 0.53 W B 0.97 Matrix-MSH DEFL. in (lac) Well L/d Ven(LL) 1.08 14-15 >411 240 Vert(CT) 0.8714-15 >513 180 Horz(CT) -0.27 9 We n/a PLATES MT20 MT20HS Weight: 234 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc puffins. 3-6,6-8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 3-1-14 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 4-18, 7-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2866/0-8-0, 9=2909/0-8-0 Max HDrz 2=-148(LC 6). Max Uplift 2=-3119(LC 8), 9=-3179(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5879/6524, 3-4=-5104/5815, 4-5=-7333/8468,5-6=-8442/9790, 6-7=-8442/9790, 7-8=-5190/5934,8-9=-5973/6655 BOT CHORD 2-18=-5638/5194, 17-18=-8193/7333, 15-17=-9490/8421, 14-15=-9490/8421, 13-14=-8266/7385,11-13=-8266/7385, 9-11=-5756/5278 WEBS 4-18=-2814/3247,4-17=-1255/1088,5-17=-1381/1619,5-15=-353/434,6-14= 487/590, 7-14=-1557/1334,7-13=-320/380,7-11=-2765/3192,3-18=-2469(2206,8-11— 2432/2178 r 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=6.Opsf; h=25ft; 8=45ft; L=24fb eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fare 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=3119,9=3179. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 2101b up at 7-0-0. 152 lb down and 203 lb up at 9-0-12, 1381b down and 2031b up at 11-0-12, 133 0 down and 203 lb up at 13-0-12, 133 lb down and 203 lb up at 15-0-12, 133 lb down and 203 Its up at 17-0-12,133 Ib down and 203 lb up at 18-6-0, 133 Ito down and 203 lb up at 19-11-4, 133 lb down and 203 lb up at 21-11-4, 1331b down and 203 lb up at 23-11-4, 138 lb down and 203 to up at 25-11-4, and 1521b down and 203 Its up at 27-11-4, and 208 lb down and 413 It, up at 30-0-0 on top chord, and 3531b down and 4961b up at 7-0-0, 99 Ib down and 166 lb up at 9-0-12, 99 lb down and 166 lb up at 11-0-12, 99 lb down and 166 Ib up at 13-0-12, 99 Ib down and 166 lb up at 15-0-12, 99 Ito down and 1661b up at 17-0-12, 99 Its down and 166 lb up at 18.6-0, 99 lb down and 166 Its up at 19-11-4, 99 Its down and 166 Its up at 21-11-4, 99 Ib down and 166 Ib up at 23-11-4, 99 Ib down and 166 Ib up at 25-11-4, and 991b down and 166 lb up at 27-11.4, and 353 lb down and 496 As up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :ontinued on Daue 2 Joaquin Velez PE NoAI32 MiTek USA, Inc. FL L9R 9924 $904 Parker Eaat EWd. Tampa FL 32610 090: WARNING-Vedt7desi9nparamefersand READ NOTES ON Ti AND INCLUDEDMIfEKREFERANCEPAGEMb7473rev. faliss 5BEFORE USE Design valid for use only with MTek®connectors. This design Is based only upon parameters shown. and Is for an indi dual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overoll building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the e , fabrication. storage. delNery. erection and bracing of trusses one truss systems seeAN5U1P11 CualMy Cmed.. 05e419 and BC51 au0dlna Component 69M PaAe Easr Blvd. Safety Infommtbrpvoloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA22314. Tampa, FL SO July 30,2019 1831880 B01 Hip Girder Builders FimlSource (Plant City, FL), Plant City, FL- 33567, LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3.8=-54, 8.10= 54, 2-9=-20 Concentrated Loads (lb) Vert: 3=-92(B) 8=-1 61 (B) 1 8=-353(B) 11=-353(B)23=-92(B)24= 92(B)25=-92(B) 26=92(B) 27=-92(B)28=-92(B)29— 92(B)30=-92(B)31=-92(B)32=-92(B) 33=-92(B) 34=-84(8)35=-84(B) 36=-84(B) 37=-84(B) 38=-84(B)39=-84(B) 40=-84(B) 41 =-84(B) 42=-84(B) 43=-84(B) 44=-84(B) ® WARNING-Vefflydesfgepe2mefersand READNOTESONTNISANDWCLUDEDMWEKREFENANCEPAGEMIP7473.v. 10=2015BEFORE USE Design volitl for use oNy with Mgek®connactors. This tlesign 6 base= only upon poramaters shown, and a for-n Intllvitluol bul,dinMW g component, not a buss system. Before use, the building designer must verily the aOPlicabiliN Of4esign paropps'on and properly incorporate this design Into the overoll building design. Bratlng Indkptetl is to prevent buckling of inclividual huss web antl/-'-hold members only.Additional temporary and permanent bracing e Iso aw-ys r.q.l,., for stabillly antl fo prevent collapse vnfh pos4bie Pe'soma, mq antl property tlamage. For general gultlance regartling the fobticptiom storage, delivery, erection and brotl-g of trusses and truss systems seeANSUfP11 Q..W LM.M. OSE4l9 and SCSI Su9ding Comp-nmt 690s Palle East Blvd. .5.f. Infmm.t ,..'.ble hom Truss Plate InstiNte. 218 H. Lee Street. Suite 312 Alexontltlo. VA 22314. Tampa, FL 33610 too muss truss rype usy rry Lvr OWOWe IIN uosry ne T77735120 18318B0 802 Hip Truss � 7 7 Job Refe C Itionall Builders RrslSaurce (Plant City, FL), Plant City, FL - 335fi7, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 3013:05:02 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm.bgkK3DHIr9vp6zx9eW77ewLu2At6UkAj W g3jDuysswl -1'.0 6-3.5 9-0-0 74-10-1 22-1-15 28-0-0 30.6.71 37-0-0 8.4- 7-4-0 8.3-5 2.6-11 5-70-1 7.3.13 5-10-1 2-8-11 6-3.5 1-4-0 Scale - 1:65.9 Sx6 = �nnr 3.4 = 24 25 5 5x6 = 5x6 = 6 26 27 7 3x6 = 3x8 = 46 = 3x4 = 4.6 = 3x6 = 3x6 = Plate Offsets (X Y)-- (4:0-3-0 0-2-01 16:0-3-0 0-3-01 17:0-3-0 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.34 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.4711-13 >944 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Hoa(CT) 0.14 9 n/a rJa BCDL 10.0 Code FBC2017/TPl2014 Matrix -AS Weight: 180 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/siie) 2=1441/0-8-0, 9=1441/0-8-0 Max Harz 2=-184(LC 10) Max Uplift 2=-885(LC 12), 9=.B85(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2565/1810, 3-0=-2366/1709, 4-5=-2099/1588, 5-6=-2763/1976, 6-7=-2099/1588, 7-8=-2366/1709, 8-9=2565/1810 - - - BOT CHORD 2-15=-1444/2254, 13-15=-1650/2690, 11-13=-1662/2690, 9-11=-1470/2254 WEBS 4-15=-532/862, 7-11=532/862,5.15=-826/632, 6-11=-826/632, 3-15=-292/386, 8-11=-293/386 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=6.Opsfl h=25ft; B=45f ; L=24fb eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Intedor(1) 13-2-15 to 28-0-0, Exterior(2) 28-0-0 to 32-2-15, Interior(1) 32-2-15 to 38-4-0 zone;C-C for members and forces ,S 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 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=885, 9=885. B) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. JGaquJnvel9zPE N0,63192 Met USA, Inc, FL CW 6034 8904 Patio East Blvd. Tampa FL 33610 DMa: July 30,2019 A WARNING -Ved1Y dJ sI9. R ameters and READ NOTES On MISANO MCLUOEDMfTEKREFERANCEPAGEMX7473 re, 10TW1015BEFORE USE. Design valitl far use oNy with MRee" tonnacbrs. IDIs tlesign Is based only upon parameters shown, and Is for on IndrviduaI builtling component, not a buss ry"em. Balo a use, the builtling desgner must verily the applicability of desgn parameters antl properly Incorporate this design Into the overall bWtlingdeslgn. Bracing Indicated lstp prevent bucklingoI Individual hues web antl/oronortlmembersaNy. ACdifionol tempprary.nd permanent brocing Is alwaysrequlretl forstabuity and to prevent collapse wim passible personal'vyury antl property tlamaBe. For general guidance regarding me fabrication, storage, tlellyery. erection and brocing of trusses and truss systems seeANSU1PIi Duo CM. DSS-09 antl aC51 auSdtrrp Cpmpan�nl Sabry Nlamsatbrpvoiloble from Truss 6904 PaAe East BNd. Piote InstiNte. 21 B N. Lee Sheet. Suite 3,Z AJexantlrio, VA 22314. Tampa, FL 33610 fao vuss n truss Type uly, y wrosmoronrvuasn ne I831880 B03 Hip Truss � 1 1 _ T17735121 Job Relater( ;iional) Builders FlrstSource (Plan) City, FL), PIanI City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 3013:0503 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-301iHZlwbT1 gk7W LCEeMB8t2GZ12DF?slUpGlKysswk r1-4-01 fib-12 17-0.0 I 18-6-o t6c0^0 30-7-4 I 37-0-0 t76 4 q 140 fi412 474 76-n z _ ,..._ d 5.8 = 2x4 II 5x8 = 25 5 26 6 27 ,u ri 1u = 3x6 = 2x4 II 3x6 3x8 = 3x4 = 2x4 II 3x6 = 3xd = 3x6 = Scale = 1:65.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.70 BC 0.66 WB 0.62 Manx -AS DEFL. in (too) I/defl Ud Vert(LL) 0.28 13 >999 240 Vert(CT)-0.3613-15 >999 180 Horz(CT) 0.12 8 n/a n1a PLATES GRIP MT20 2441190 Weight: 193 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Horn 2=-220(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2607/1772, 3-4=-2206/1609, 4-5=-2342/1785, 5-6= 2342/1785, 6-7=-2206/1609, 7-8=-2607/1772 _ BOT CHORD 2-16=-1413/2340, 15-16=-1413/2340, 13-15=-1076/1977, 11-13— 1102/1929, 10-11=-143912273,8-10=-143912273 WEBS 3-15=-454/413, 4-15=-160/440, 4-13=-390/625, 5-13=-458/517, 6-13_ 390/625, 6-11=-160/440,7-11=-454/413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opst h=25ft; 8=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Interior(l) 15-2-15 to 26-0-0. Extedor(2) 26-0-0 to 30-2-15, Interior(l) 30-2-15 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=885, 8=885. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Voltz PE No.88182 11iiiaB USA, Inc. FL Carl UM 9904Patio East Blvd. Tampa FL 33810 Data•, July 30,2019 ® WABNMG-Vedfydesf9nparamefNs.dBE4D NOTES ON,TNISANDWCLUDEDM/IEKNEFENANCEPAGEMa741]xe, IMMOISBEFOBE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown and is for on lndlAdual building component not a truss system. Before use, the building designer must verify the appllcob0ily, of design parameters and properly incorporate this design Into the overall W 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 inlmy damage. possible personal and properly For general guidance regarding the fobrlcaiioo. storage. delivery, erection and bracing of trusses and tuns systems, weANSVrp11 Quality Croatia, DSS-89 and IICSI auadlnD Component SCNty Infoenattonovouoble from Truss Plate Institute. 218 N. Lee Street Suite 312 Alemnddo. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 :I.o muss I Type usy-( riy su r aa,aaa nrvun.v ne 801880 B04 HIP �- T77735122 Job Referen , _ �iionall Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTe Industries, Inc. Tue Jul 30 13:05:04 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-XCs5UWYMn9XLH5Xmx9bjLOBDzd5ygH0 BYglmysswj 1 4-0 6-6.0 t3-0-0 18-fi-0 24.0-0 30-7.5 3]-0.0 338 4 q (7-4.0 6.6-0 I 5.6-0 6fi-0 64-5 I fi-441 I1-4-Or Scale=1:68.4 5x8 = 6.00 F12 2x4 11 5x6 = 4 23 5 24 6 " 1D 3xB 3.00 12 5x6 = 2x4 II 3x6 = i 1 2.0-00 --0 I 3.7.5 1 3]00 666 6-64.40 a0.__ d a.4-n Plate Offsets (X Y)- (2:0-2-8 0-1-81 [3:0-3-0 0-3-01 [4:0-4-12 0-2-41 [6:0-3-8 0-2-4] [7:0-3-0,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) 0.55 13-14 >813 240 MT20 244/190 TCDL 7.0 Lumber COIL 1.25 BC 0.71 Vert(CT) -0.7213-14 >619 180 BCLL 0.0 Rep Stress Incr YES W B 0.75 Horz(CT) 0.38 8 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 191 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except' 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12 REACTIONS. (lb/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Ho¢ 2=256(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) --- -- FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.4507/2886, 3-4=-3862/2467, 4-5= 2512/1851, 5-6=-2512/1851, 6.7=-2093/1515, 7-8- 2628/1748 BOT CHORD 2-14=-2467/4062, 13-14=2490/4085, 12-13=-173213240,r11-12=-1024/1869, 10-11=-1427/2292,8-10=-1426/2296 WEBS 3-13=-627/592, 4-13=-1019/1965, 4-12=-943/470, 5-12=-315/340, 7-10=0/266, 6-12=573/998, 7-11=-603/504 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=6.Opsf; h=25Q; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 13-0-0. Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 24-0-0, Extefior(2) 24-0-0 to 28-2-15. Interior(1) 28-2-15 to 38-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 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) All bearings are assumed to be SYP No.2 crashing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except (jt=lb) 2=885, 8=885. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE 140.63163 M!Tek USA, Inc, FL Cert669 69U Parke East Blvd, Tampa FL 33610 Datr. July 30,2019 ® WARNING- Vedlydes/gnparamerenand READNDTEs ON TNISANDINCLUDWMmEKREFERANCEPAGEM67473 rev. IddD32015REFORE USE. Dedgnvalid (anise only with MQek conneclon."'a tlesign Is based onlyupon parametersshown, and Is foram individual building component, not . truss system. Islo,a use. the building tlesigne, must verity the appllc.bOiN of tlesign parameters ontl properly Ncorporote this tlesign Into the overall building design. Bracing Intlla.tso B to prevent to hgoI lnd ua, truss web end/archord members only.Addition., temporary ontlpermanenibracing F8 always requiretl for stabliN ontl to prevont collapse wdh pouible personal , ury and property damage. For gene,., guitlance regartling the S f.t f storage, palNery. erection ontl bracing of hussas Ord tnsis systems, seeAN5U1P11 Cual,r C . . GSa419..d,CSI auldbg Compgnml 6s04 Pafxe East BNd. Se/ety blomsalbnw.ilable ham Truss p,.te Institute, 218 N. Lee Sneer. Suite 312 Alex.nd". VA 22314. Tampa, FL 33610 mu Truss t ruse l ype 1831880 B05 HIP i Builders FirslSource (Plant City, FL), Plant City, FL- 33567, l 5x6 = 6.00 12 5 SrC /- trry� riy Lui aVMDIFUWN me T17735123 1 •• 1 Job ReferenAional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Toe Jul 30 13:05:05 2019 Page 1 I D:GZkZSXBELDNJdjXs77 W skOzGxTm-?OGTi EJA74HOzRfkKeggGZyMwNz7h5A9COINgDysswi 22-00 3 .0 24.4-0.7-4 37.0-0 38.4-9 i-o-0 2-4-o 6.3-4 6-0-12 1.4.0 Scale = 1:68.4 5x6 = 24 25 6 IL axe i it 3.00 12 Sx8 = 2x4 II 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TP12014 C51. TC 0.82 BC 0.75 WB 0.84 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) 0.55 14-15 >805 24b Vert(CT)-0.7314-15 >609 180 Horz(CT) 0.37 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 200 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No 3 REACTIONS. (lb/size) 2=1441/0-8.0, 9=1441/0-8-0 Max Horz 2=291(LC 11) Max Uplift 2=-885(LC 12). 9=-885(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4512/2799,3-4=-3873/2467,4-5=-2647/1853, 5-6=-2366/1716, 6-7= 2048/1658, 7-8=.2106/1495, 8-9=-2622/1700 BOT CHORD 2-15= 2386/4067; 1445=-2407/4083, 13-14=-1855/3431, 12-13=-945/1831, 11-12=-1379/2286, 9-11=-1377/2290 WEBS 5-13=-517/922, 6-13=-379/866, 7-12= 231/360, 8-12=574/441, 4-14=-1055/1912, 3-14=-607/500,6-12=-258/312, 4-13=-1896/1273 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=6.Opsf; h=25N; 8=45ft; L=24fq eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Exledor(2)-14-0 to 1-8-0, Intedor(1) 1-8-0 to 15-0-0, Exterior(2) 15-0.0 to 19-2-15, Intedor(1) 19.2-15 to 22-0-0, Exterior(2) 22-0.0 to 26-2-15, Intenor(i) 26.2-15 to 38-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 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 100 lb uplift at joint(s) except (jt=lb) 2=885,9=885. 9) This truss design requires that a`minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrcck be applied directly to the bottom chord. Joaquin VolozPE No.66162 FAiTalf USA, Inc. FL Can 6834 6664 Parka East Olvd. Tampa FL $3610 OaW. July 30,2019 ®WARNING- Verity desfan Paremefersand READ Nor SONTNIS ANO/NCLVOFD MmEK RfFfRANCE PAGE MoH "' x. 1d0tl2at5BEFORE USE Design valid for use only with MOeIsM connectors. this tlesign 8 based only upon parameters shown. and h for on Indvldual building component. not o truss system. Before use, the builtling designer must verify the appllcpbllBy of design pprameten and properlyincorpplate this tlesigninto the aveiall F� builtling design. 8r.._ lntlicated 4 to or ntbuc"Ing WIndrvitlupl truss we5 and/or Chord memberspnly. Additional temPorory and permanent bracing MIIe ' Is plwpyon q'.ed tar stability and to prevent colippse with p._b,. psecreliryury pntl property demoge. For general guidance regarding Me fobrkotipn. storage. delivery. erection ontl bracing of trusses and buss systems seeARSMII Cuo'Ry Chub, US549 and 8CS1 Soldlnp Componanl 6904 Parke East Blvd. Sably InlormotbrgV.,I.b,. hem Truss Plate Institute. 21B N. Lee Sheet Suite 312. Alexpntlrlo. VA 22314. Tampa, FL 33610 too truss truss type usyj try wrdenvo niwusry nc T17735124 1831880 it HIP 1 1 Job 2019 Mi� Industries, Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 301305:06 2019 Page 1 -11-44-001 fifi--6fi-00 41-512 T12-Ofi--0 4ID:-G-ZkZSXBELDNJdj-XS77WskQZGzTm-Tb vaKouOPFbbEMMB3pmVXhnHWOamJRSlx4M fysswh 17-0-0 0 .40 7 37-0-0 g8.4- -11-2 20 23-4_6.0 300 N 6E4-12 40� Scale = 1:67.9 5x6 = R nnrig- 5x6 = 3x8 i 3.00 FIT 5a = 2x4 II US = LOADING (pso SPACING- 2-0-0 CSL DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.82 Ven(LL) 0.5614-15 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7414-15 >600 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.38 9 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-AS Weight: 206 lb FT=20% LUMBER- SPACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31 WEBS 1 Row at midpt 4-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Iesize) 2=1441/0-8-0,9=1441/0.8-0 Max Horz 2=-327(LC 10) Max Uplift 2=-885(LC 12). 9=-885(LC 12) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3= 4507/2700, 3-4=-3884/2388, 4-5=-2142/1525, 5-6=-1874/1438, 6.7=-2087/1668, 7-8=-2105/1457, 8-9= 2622/1644 BOT CHORD 2-15=.2295/4062, 14-15=-2314/4078, 13-14- 1793/3455, 12-13=-798/1746, 11-12=-1327/2285,9-11=-1325/2289 WEBS 3-14=-591/486,4-14= 979/1968,4-13=-2117/1344, 5.13=-492/757, 6-12=419/430, 7-12=-318/455, 8-12=-570/411, 8-11=0/259, 6-13= 234/623 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=4.2psQ BCDL=6.Opsf; h=25ft; B=45N; L=24f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Intefior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 24-5-12, Interior(l) 24-5-12 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at loint(s) 2 considers parallel to grain value using ANSI/fPI 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 joint(s) except at=lb) 2=885, 9=885. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin VdK PE Nd.98183 MiTek USA, Me, FL Can 6634 9904 Paf k4 East BfyE• Tampa FL 33610 Daw, July 30,2019 WARNING -Vedry design parameters and READ NOTES ON MIS AND INCLUDED MMEK REFERANCE PAGE 161U7v' ay. 1"31015 BEFORE USE. Design vaitl for use only wim MRekg Connectors. ibis design Is based only upon parameter shown, antl is for.n Individual building e.mponent not a truss system. Before use. iha bu'ding tlesigner must verify the Opplicobility of design Parameters and properly incorporate this design Into Me overall 1, bu0ding desgn. Bracing Ntlic.ted.to prevent buckling of Ind du.1 huss web antl/orchard members only,Additional temp.,., end permanent bracing M ®K• Is always requtratl for a tol,N and to prevent eallapsa with possible P.'_ l4yury antl pI e.dy damage. For Raneral guitlance regartling Ma Il S.f.t oli.n storage, tlelNeN• erection antl bracing of busses antl truss systems s..MS6it Q..' Cdbda, OSa-0g and SCSI euading Camper.. 69N Parke East Blvd. SObly Nlormptbrrnoiloble hem Truss Plata Institute. 21 a N. Lee Sheet. Suite 312 Alexond4., VA 22314. Tampa, FL 33610 1831880 ICI (Jack -Open 10' 1 Jab RelerenC Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek I T17735125 Scale = 1:7.6 Plate Offsets (XY)-_[2:0-1-4,0-0-21 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress'Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. GOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ REACTIONS. (lb/size) 3=-3/Mechanical, 2=15B/0-8-0, 4=-15/Mechanical Max Horz 2=91(LC 12) Max Uplift 3= 3(LC 1), 2=-226(LC 12), 4=-15(LC 1) Max Grav 3=23(LC 12). 2=158(LC 1), 4=51(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1). Wind: ASCE 7-10;Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; B=45U; G2411; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bo(tom chord and any other members. 1 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except Ut=1h) 2=226. Joaquin Vdet PE NoA8182 MiTek USA, Inc, FL Cert6034 09 Parke East BMd.Tari FL 33810 Data; July 30,2019 AWARNWG-Verity Oes/gnparametersandREADNOTESONTFIISAND/NCLUDWWEKREFERANCEPAGEMb)4"mre lw"0156EFOREUSE D hE vo'emor use only with Mirelsrd connectors. A6 design b basetl only upon pommefers shown. antl is for an lntlivltlual buJtling component not a huss system. Before use, the builtling Of ner must verity the opplloability of design ppraineters antl properly Incorporate this design Info the overall bulldingdesiga.Brocing Indicated uto prevent buckling of lndividuoltruss web and/or chord members only. Addiflanol temporary antl permanent bracing MiTek Is alwoys required for stability antl to prevent collapse with possible personalpyury and propedy tlamoge. For general guidance r- Id ng the lobiicotlon.storage, detivery. erection and tirac,rg.f huues antl fmu systems. seeANSU1P11 GualMy CModo, DSe-0Fand BCSl Wlding Comppnont 6904 Parke Easl BNd. Se/oty Inlermptbtrwoiloble from Truss %ate InsnMe. 218 N. Lee Street Suite 312 Al..ontlrlo. VA 212 IA Tampa, FL 33610 Job Iruss IruIWe -y' rry 1 Owowa IINUIMN ne 1831880 C1P Jasa ck-Open I 6 1 (�^ T77735126 111 Job Referent }lional) BUllders FUstSource (Plant City, FL), Plant City, FL - 33567, - 8.240 s Jun 8 2019 MiTerc Industnes, Inc. Tue Jul 30 13:05:08 2019 Page 1 ID:GZkZSXBELONJdjXs77W skOzGxTm-OzBbKGM30?gyqu0l?nEXUBa00aguufzcvmW 1 RYysswf -1.4-0 0.11-4 1-4-0 0-11-4 Scale = 1:7.6 r LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 4 n/a n1a BCOL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical,2=158/0-3-0,4=-15/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=.6(LC 9), 2=-246(LC 12). 4=-21(LC 17) Max Gram 3=17(LC 12). 2=158(LC 1), 4=37(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=250; B=45ft;,L=24ft; eave=41q Cat. - II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP Not crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (t=lb) 2=246. Joaquin Velez PE No,68183 f81Tak USA, Inc, Fl. Cort8834 83d4Palle East Blvd Tampa FL 33810 03* July 30,2019 WAR NING-Vedrydes/9nlseometersand REAONOMS ON MMANDINCLUDWM?EKREFEBANCEPAGEMI7473 ev. 1b 015BEFOBE USE Designvolidbr use only Win MRels� connectors. Rasdesignabasedonly upon parameters shown. and IsforonIn "dual building component, not a inJss system. Before use, the builtling deslgner must verity the OppllcabYiN of design po,ometers and properly incorporate this design Info the overall builtlingtlesign. Bracing lndlcatetl a to prevent buckling of individual huss web antl/or cnortl members oNy. Atldifional temporary and permanentbmcing ®li' Isalways rn ,. for stability antlto pre vent collapse with possible personaliryury ontl propertytlomoge. Forgeneral guitlano. regarding the 1� fabrication. storage, tlelivery, erection and bmcing of trusses and truss systems..AN$1/IP11 Qupamy C'. DSa119 and a I s.Shcep Cemponml 6909 Parke Eaz1 BNd. Sai�ly Infonnatbrxrvoiloble ham TnJss Rate InstiNte, 216 N. Lee Sheet Suite 312 Alexondrio. VA 22314. Tampa, FL 33610 .I,- _. .., ..••.` 7735127 1831880 C3 Jack -Open 10 , 7 T7 Job Referent �b'onall Builders Firs7Saurce (Plant City, FL), Plant City, FL- 33567, - 8.240 s Jun 6 2019 MiTek Industries, Inc. Tue Jul 3013:05:08 2019 Page 1 ID:GZkZSXBELDNJdjXs77W skOzGxTm-Oz6bKGM307gyqu0l?nEXuBa00a80ufzcvmW 1 RYysswl 2-114 14.0 2-114 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (foe) Ildeft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.00 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Verl(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hoiz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER. TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0.8-0, 4=30/MechanimI Max Horz 2=152(LC 12) Max Uplift 3=.62(LC 12). 2=-183(LC 12) Max Grav 3=65(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45ft1 L=24tt; eave=oft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) -1A-0 to 1-8-0, Intenor(1) 1-8-0 to 2-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=183. Joaquin Velez PE Nc.93/91 MiiTUk USA Inc, FL CSrt034 69U Parke East 819d, Tampa FL 32610 Data: July 30,2019 ®WARNING- VeritydmugmPar 1hm,and READNOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEW74M rev.1W 0156EFORE USE Design valid Por use only with Mnei� connectors. ml design Is based 00 y upon pdmmeters shown, dntl Is far an indivitlupl building component not 0 truss system. Before use. me builtling designer must verity the OppiicpbiliN of design parameters and propetly Incprporote this design into trio overall �e hulloing design. Br acing indicatedis fo prevembuciding of Intlividudlbuss web and/or chord membersoniy. Additional temporary and permanent bracing IYI�13 Is always required for sfdbl' ono fo prevent Collapse with passible personal vyury cno property tla_.Be. For generpi guitlance regortling fne lobricgfion storage. tleltvery. erection no bracing of busses on, truss systems. se. SURII DuomyCM. DSS419nnd SCSI aY1dbQ Cpmppnml 6904 Parke East aNd. SObf , Inlamsatbnwpiloble from Truss Plate Institute. 218 N. Lee 5beef. Suite 312 Alexontlrio. VA 2231 A. Tampa, FL 33610 loo Iruss bass type ; uty` I rry Lul Je/owe nry U.', ne 1831880 C3P Jack -Open % 6 1 Job Ref renC tional l Builders Firs15ource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jun 8 2019 MiTek Industries T17735128 Scale=1:12.7 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.22 Ven(LL) 0.01 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.16 Ven(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 12111 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 3=60/Mechanical, 2=195/0-3.0, 4=30/Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-73(LC 12). 2=-245(LC 12). 4=-45(LC 9) Max Grav 3=60(LC 1), 2=195(LC 1). 4=49(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=41t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-10-8 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crashing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (jt=lb) 2=245. Joaquin Vsfaz FIE 111 00102 MiTek USA, Ina, FL Crtt 6M 69M Fall Ent Blvd, Tampa FL 23610 Data, July 30,2019 WARNING -Verity design pammetersend READ NOTES ON THISAND WCLUDEDMIfEKREFERANCEPAGEMIF74Ydmv. iNO3/a01$ BEFORE USE Design valid for use only will MTel�connectors. This dasignis bused.Ny upon parameters Shown antl's tar an individual bu"-d gcomponan6 not o truss system.. Before use, the building designer must vim the opp'ic.bi'ity of design parameters and properly Incorporate this tlesign info Ma overall building cl.g Bracing In0ic.ted is event b.ckling orindMclud buss web antl/o'chardmatuban only. Additionplfemp.'.' and permanent bracing MfTek• s.l.....qul,ed for stabliry antl to prevent collapse with P._". personal lryury antl p'.'. it mage. Fat gene'.'guitlanae regaitlNg the O tobticofl 1. storage, delivery, erecfi.n and bracing of trusses and buss systems seeANSVIPII Cup CMMo, DSadp pnd SC51 Bu88klp Companrrnl 6934 Palle East Blvd. Solely Infortnolbnovoila'. am Truss%eta Irss6Nte.218N.Lee Sheet Suite 312 Alexondna. VA 2231 d. Tampa. FL 33610 roe I russ muss type 1Ay.i riy Lvr aulama nryarHn ne T77735129 1831080 CS Jack -Open C 70 1 l J b Ref � idustri Builders FirsiSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 3013:05:09 2019 Page 1 ID:GZkZS%BELDNJdj%s77 W skOzGxTm.uAt_%cNhBlopS2zVZUImOP77A_PFd6C170Gbz_ysswe -1.4.0 4.11-4 1.4.0 4 11 4 Scale = 1:17.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) 0.06 4-7 >992 240 111 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.06 4-7 >999 180 BCLL 0'0 ' Rep Stress ]nor YES W B 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 18 to FT a 20% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP ND.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Hoa 2=214(LC 12) Max Uplift 3=-128(LC 12), 2=-196(LC 12) Max Gray 3=122(LC 17). 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (1b) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=6.Opst h=25ft; B=451t; L=24ft; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wider will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=128, 2=196. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin VolaPE 1110,06102 Iffak USA, Inc. FL C06024 6904 Park# EM Blvd. Tampa FL 32810 Data: July 30,2019 ® WARNING -Ven/y design paremetersand READ NOTES ON THIS AND WCLUDEDMD-EKREFERANCE PAGE MI4747lli faN32015 BEFORE USE. Design valid for use only with VI connectors. This design is based any upon parometen shown. and is for an individual building component, not a fuss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall ra Itl0 epl�• building design. Bracing indicated b to prevent bui of individual truss web and/of chord members only. Additional temporary and permanent bcing b always required for stability and to prevent collapse with possible personal Injury, and property damage. For general guidance regortlingihe fabrication, storage. delivery, erection and bracing of trusses and fuss systems seeANSi/IPI I Quality CMaM, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informatksrxavoloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Tao Truss truss type ury r+ try wleempronrvuwry no T17735130 %_ 1831880 C5P Jack -Open / 6 1 Job RelerenL Aionall Builders FirslSource (Plant City, FL), Plant City, FL - 335-67, 8.240 s Jun 82019 MiTex Industries, Inc. Tue Jul 3013:05:10 2019 Page 1 ID:GZkZSXBELDNJdj%s77 W skOzGxTm-MMDMIyNJydwg4CYh6CG?zcgFlOioMZSuM408VOysswd Scale = 1:17.6 4.11.4 Plate Offsets (X,Y)—. (2:0-0-00-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 VerI 0.14 4-7 >431 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.12 4-7 >490 180 BCLL 0.0 Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Cade FBC2017/TP12014 Matrix -AS Weight: 181b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-3-0, 4=57/Mechanical Max Harz 2=214(LC 12) Max Uplift 3=-145(LC 12). 2=-300(LC 12), 4=-81(LC 12) Max Gray 3=114(LC 1), 2=262(LC 1).4=86(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=145, 2=300. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Vtla PE N0,80101 MiUkUSA, Inc, FL Cori 5M 69U Parker Eat Blvd, Tampa FL 33810 Data: July 30,2019 WARNING -Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MR KREFERANCE PAGE MIP74M rev. 101734d015 BEFORE USE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown. and 4 for on Individual building component, not a truss system. Before use, the building designer must verify rho applicability of design parameters and properly Incorporate fhb design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing PROP b always required for stability and to prevent collapse with possible personal lryury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of huraos and muss systems seemSMI I Quality ci tedo, DS849 and BCSI Building Component 69U4 Parke East Blvd. Safety Infoonetbrxwalable from Truss Rate Institute. 218 N. Lee street, Suite 312. Alexandria. VA 22314, Tampa, FL 33610 rYu,Y w iY r JirJ.rr°Y„�u,n,• nr_ % Yv 1831880 001 Hip Truss T77735131 C 1 1 Job Referent Atonal) Builders FrrsiSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 82019 MiTek lidusInds, Inc. Tue Jul 3013:05:11 2019 Page 1 ID:GZkZSXBELONJdIXs77W skOzGxTm.gYnkylOxjw2XhM71gvnEWgCNroz15_32bklh2sysswc _ -1.4.0 1 3-2-12 7-0.0 13.0.0 16 9 4 20-0-0 21-4.0 Scale = 1:36.9 5x6 i 1B 804 MT20HS = 4x6 = 3xB = YA° _ 3x4 = bx6 = 3-2-12 7-0-0 13-0-0 16.9.4 20-0-0 3-2-12 3.9-4 a.an Plate Offsets (X Y)-- f4 0.3-0 0-2-71 IS 0-10-8 0-1421 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.21 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.23 9-17 >999 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 HOrz(CT) 0.09 7 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matnx-MSH Weight: 98 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1551/0-8-0, 7=1551/0-8-0 Max Hoa 2=-149(LC 6) Max Uplift 2= 1301(LC 8). 7=-1301(LC 8) Max Grav 2=2052(LC 13). 7=2052(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-8 cc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3895/2481, 3-4=-3736/2435, 4-5=-3350/2249, 5-6=-3734/2434, 6.7=-3896/2481 BOT CHORD 2-11=-2060/3565, 9-11=-1967/3351, 7-9=-2060/3454 WEBS 4-11=01444, 5-9=0/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) VaSd=1241 TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45N; L=24ft; eave=41C Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except at=lb) 2=1301, 7=1301. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 771 lb down and 597 lb up at 13-0.0, and 771 lb dawn and 597 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-54, 4-5=-112(F=-58), 5-8=-54, 12-15= 42(F=-22) Concentrated Loads (Ib) Vert: 4- 347(F) 5=.347(F) J034u1D Will PE NO.63102 MiTek USA, fall, FL Carl 0034 0904 Parb Ent Blvd, Tampa FL 33510 Date: July 30,2019 ®WARNING -Verity desrgnpa tersandREAD NOTES ON THISAND WCLUDEDMgEKREFERANCEpAGEMX74" rev. lays3GoISBEFOREUSE. Design valid for use only with Mllek® connectors. This design Is based only upon parameters showr 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 5� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MR ' IS always required for stability and to prevent collapse with passible personal injury antl property damage. For general guidance regarding the bbricotion, storage, delivery, erection and bracing of trusses and truss systems see GuoII1y Criteria, 05a419 and BCSI Balding Component 6904 Parke East BNd. Safety Infarmalbnovoilable from Truss Plate Irs6lute, 21 B N. Lee Street, Suite 312 Alexontlrla, VA 22te14. Tampa, FL 33510 Joe muss uuss rype s4syv „y 1831880 D02 Hip Truss i' 1 Builders FirstSource (Plant City, FL), Plant City, FL- 33567, - 8.24 L. I ae/aa/a Irrvurwv nc T17735132 a 4x6 = 4x6 = 3x6 = 3.4 = VdO — 3x4 = 3x6 = Scale=1:36.9 9.0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.43 Vert(L-) -0.14 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.2811-14 >844 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Hoa(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 951b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP NO.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-8-0, 7=812/0-8-0 Max Horz 2=-184(LC 10) Max Uplift 2=-531(LC 12), 7=-531(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.1271/960, 3-4=.980/727, 4-5=-827/719, 5-6=-9801727, 6-7=-1271/960 BOT CHORD 2-11=-722/1123, 9-11=-351/827, 7-9=-748/1122 WEBS 3-11=-381/441, 4-11— 110/285; 5-9=-1101285, 6-9= 382/441 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 BCD1_=6.0psQ h=25ft; B=4514 L=24R; eave=4fI; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Extedor(2) 9-0-0 to 15-2-15, Intenor(1) 15-2-15 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except Qt=lb) 2=531, 7=531. 7) This truss design requires that a minimum of 7/16' structural wood sheathing. be applied directly to the top chord and 1/2° gypsum sheetrack be applied directly to the bottom chord. Joaquin Vdl#z PE 110.83132 MiTNf USA, Inc. FL Cart lieu 3994 Parks East Elvd, Tampa FL 33610 Oafs; July 30,2019 WARNING -Verily Eesignparametersaad BEAD NOTES ON TNISAND/NCLUOEOM?KREFENANCEPAGEMIL74Mrev. nota"Ditit HE USE. Design valid tar use only with Mnek® cannectors. ibis design Is based only upon parameters shown, and Is for on Individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall F} building design. Bracing Indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '{ek' 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 truss systems. weAN3171Pl I Quo' and Criteria, D6B.99 and BCS1 Building Component 6904 Pada East Blvd. Sbby mloenrrlbnovoilobla tram Truss Plate Institute. 218 N. tee Street. Suite 312. Alexontlrla. VA P2314. Tampa, FL 33610 lob buss cuss Type tDy; rry L I aempro nrvulnry nc T17735133 1831880 Dos COMMON �� 2 1 Job Referer�: AlonaO Builders FrrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 6 2019 MiTeKlndustries, Inc. Tue Jul 3013:05:12 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskQzGxTm.IIL6AePZUEAOJW i4Ed1T21ldHCMPgQCBpOVFaJysswb -1-4-0 3-11-3 10.0.0 16-0.13 20-0-0 21-4-0 1-d-0 3-H-3 6.0-13 fi-0-13 3-01-3 1-4-0 a Scale = 1:36.3 4x6 = 3z4 = - exr - ar. - 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.49 BC 0.64 WB 0.24 Matliz-AS DEFL. in Vert0.23 Vert(CT) -0.28 HOrz(CT) 0.04 (loc) I/deft Ud B-10 >999 240 8-10 >851 180 6 fJe Na PLATES GRIP MT20 244/190 Weight: 95 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. GOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=923/0-8-0, 6=923/0-8.0 Max Holz 2=202(LC 11) Max Uplift 2=-593(LC 12), 6=-593(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1626/1134, 3-4=-143l/997, 4-5=-1431/998, 5.6= 1626/1134 BOT CHORD 2-10=-877/1442, 8-10=-440/897, 6-8=-919/1427 WEBS 4-8=-317/568, 5-8= 307/369, 4-10=-317/568,3-10= 306/369 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (37secand gust) Vasd=124mph; TCDL=4.2pst BCDL=6.OpsC h=25ft; 3=45ft; L=24f[; eave-4h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-0-0, Extedor(2) 10-0.0 to 13-0-0, Interior(1) 13-0-0 to 21-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 2=593, 6=593. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 4-7=-54, 10-11= 20, 8-10=-50, 8-14=-20 Joaquin Vela PE 1146.86182 9111 USA, Ina. FL Cott 6624 fillftAro East Sll Tampa FL 32610 Date: July 30,2019 AWARNMG- VenlydsslRnparametersand READ NOTES ON THISANDINCLUOEOMREKREFERANCEPAGEMX7473rev. 10/0Y1015BEFOREUSE. Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Iryury and properly damage. For general guidance regarding the foblcation. storage, delivery. erection and bracing of Musses and Truss systam"9eANSVIPII Qwd CMnb, DSB419 and ICSI Balding Component 6904 Perke East BNd. Sol Infosmalbttavailoble tram Truss Plate Institute, 218 N. lee Street Suite 312 Alexontlrlo, VA 22314. Tampa, FL 33610 IOU muss buss type 4 yj ny wr esmora nrvuwry ne ^ T17735134 1831880 DOS Common l/ q 7 Job Referer� udustri Builders FlrstSource (Plant City, FL),. Plant Cary, FL- 33567, 8.240 s Jun 8 2019 MiTex Industries, Inc. Tue Jul 3013:05:13 2019 Page 1 I D:GZkZSXBELONJd1Xs77 W skOzGxTm-mwUNzOBFYI Fx61GoKpibFlocbBZtiL22Eo61ysswa -1-d-0 5-8-1 10-0-0 14-3-11 20-0.0 1.4-0 5-B-1 d-3-15 4.3-16 SB-1 a Scale = 1:35.6 Axe = 3.6 = 5x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.34 7-10 >713 180 BCLL O.D ' Rep Stress [nor YES WB 0.22 Horz(CT) 0.03 6 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 88 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=738/0-8-0, 2=814/0-8-0 Max Hom 2=199(LC 11) Max Uplift 6=-412(LC 12), 2— 535(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1216/839, 3-4=-934/649, 4-5=-934/677, 5-6— 1223/867 BOTCHORD pa=-651/A06"-7-650/1070 - - WEBS 4-7=.320/589, 5-7=-377/409, 3.7= 367/399 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 BICDL=6.Opsf; h-25fq B=4511; L=24111; eave=6fq Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedar(1) 1-8-0 to 16-0-0, Extedor(2) 10-0-0 to 13-0-0, Intenor(1) 13-0-0 to 20-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 lit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except atolls) 6=412, 2=535. 7) This Imes design requires that a minimum of 7/16" structural wood sheathing to applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. to JeaqulnVelez PE N0,88182 Miiak USA, Inc. FL Cart 6824 6904 Parka East Blvd, Tampa FL 32610 Bate: July 30,2019 I& WARNING - VeriyFEeslgnperomefersand READ NOTES ON MIS AND INCLUDEOMMEKPEF£NANCEPAGEMI474" rev. 14=015DEFONE USE. Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always always required for stability and to prevent collapse with pass le personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIP1I Quality CrSeda, DSO-89 and SCSI Building Component 6904 Parke East Ill Safety Informotbnavailoble from Two Plate Institute, 218 N. Lee Street Suite 312, Alexondrio. VA 22314. Tampa. FL 33610 r00 truss Ouss type 1831860 E7 Jack -Open Builders FirstSource (Plant City, FL), Plant City, FL- 33567, wr de1c.10I NIJrPry rsc T17735135 Lx7SgsC?2%INSUHh McByssw2 J axo _ l.5x8 STP = Scale: 1/2'_-V LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (Joe) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.19 4-6 >441 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.16 4-6 >510 180 BCLL 0.0 ' Rep Stress lncr YES W B 0.00 Horz(CT) -0.00 4 rda n/a BCOL 10.0 Code FBC2017/rP12014 Matdx-AS Weight: 30 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2xe SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=336/0-8-0, 4=104/Mechanical Max Horz 2=280(LC 12) Max Uplift 3=-188(LC 12), 2=-367(LC 12), 4=-146(LC 12) Max Grav 3=148(LC 17), 2=336(LC 1), 4=139(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=6.0psh, h=25f1; B=45ft; L=24f ; eave=4lt; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-114 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load 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 lit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=188, 2=367, 4=146. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2- gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No,63162 MiTO USA, Ina FL Con 6M 6904PaIRa East Blvd. Tampa FL $2410 Datr. July 30,2019 WARNING-Verllydes/gn parameters and READ NOTES ON THIS AND WCWUEDMmEKREFERANCEPAGEMIL7473mx. 1a0. 015 BEFORE USE. Design valid rot use only witn 'TOM connector' design design 6 based only upon poramen's shown, and Is for an In duo' builtling component, not a bust system. Betore use, the building designer must verity the opplicpbty of desgn parameters and properly incprpomfe this tlesign Into the overall building tlesign. Bracing lnoicateosto prevent buckling of IndMduct tm--a web and/orchard members only. Atltlinonal temporaryantl permanent bracing ®1.' Is always m nor d for stobJity and to prevent collapse wlln possible personal In1ury end propaM damage. For general guitlonce regartling me 1� S brlty 1. ,storage. delbery. erection and bracing of trusses ono buss systems seeAN561I Gualllfryy Cmele, 05549 and SCSI lulling Component 6904 Parke East BNd. Sably N/ptmalbrxrvoiloble from Truss Plots InstiMe. 21 a N. Lee Street Suile 3,2. Atexondlio. VA 22314. Tampa, FL 33610 loo truss cruse type i nary,: riy LUI 4uro9e nVIUI Vhe T17735136 1831860 E7P JACK-OPEt� 'SS 4 1 Job Referen� lionall Builders Festbource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jun 8 2019 MTeK industries, Inc. Tue Jul 30 13:05:14 2019 Page 1 ID:Bmoe0Y4kHbUgaVseggBNcuzGcXk-E7rsbJOpOr06YprSL1Lx7SgsC?2XINSUHh_MeBysswZ -1-4-0 4-4-10 7.0-0 1-4-0 4-4A0 2-7.6 Scale = 1:22.6 7-0.0 Plate Offsets (X Y) 12.0-3-0 0-1-51 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.19 4-6 >441 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.16 4-6 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=146/Mechanical, 2=336/0-3-8, 4=104/Mechanical Max Horz 2=280(LC 12) Max Uplift 3=-188(LC 12), 2= 367(LC 12), 4=-146(LC 12) Max Grav 3=148(LC 17), 2=336(LC 1), 4=139(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0ps1; h=251t B=4511; L=24ft1 eave=41p Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0.0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565.psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 3=188, 2=367, 4=146. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No98111 MiTak USA, Inc, FL Cott 6624 69"PAS Fast Blvd, Tampa FL 3910 Darr, July 30,2019 WARN4VG-VeNly design Pammemrs and READ NOTEa GNTNIa AND/NCLUDED MnEK REFERANCE PAGEMI4)9TJ re¢ ide3rz41a BEFORE USE. Design valid for use oNy wtth MTek®connectors, fits tleslgn Is based only upon parameters shown, ontl Is for on Individual building component, not a buss system. Before use, the building tlesigner must verity the applicability of design Parameters and propeAy Incorporate this tleslgn Into the overall building tleslgn. BraNng indicatetl is fo prevent buckling oflndvltlupl truss web end/orchordmembart only. Additional temporary ontl permanent bracing ®k' 6 always requkad for slabJlN ontl to prevent collapse wim possible personal kyury ontl property damage. For genervlguitlonC. regvrtling me tooricofion, efproge. delivery, ereceon ontl bracing of trusses and truss systems seeANS611 Gupllry CMuh, Oeed9 and eC51 auadhp Cpmppn.nl 6909 Parke East Blvd. S. ly Inlpmlplbrgvo0obleham truss Plgfe InsM0 218 N. Lee Street, Suite 312. Alexontlriv. VA 22314. Tampa, FL 33610 J.. rtuss puss type o ary,7 rry wl aampr0 mvurwv n0 T77735137 1831880 H6P DIAGONAL iIRDER 1 1 Job Rafere Acne0 Builders Firs2Source (Plant City, FL), Plant City, FL- 33567, - 8.240 s Jun 8 2019 Mi- eli Industries, Inc. Tue Jul 3013:05:15 2019 Page 1 ID:GZkZS%BELDNJdj%s77WskOzGxTm-iK1 FofRSn9YzAzOtvlsAggN9vPSM1 nODW LIVBeysswY -1-10-10 4-9-8 8-11-8 1-10.10 4-9-8 F 4-2.0 i Scale = 1:20.5 4-9-8 42-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ven(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 39 lb FT=201, LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=184/Mechanical, 2=358/0-3-0, 5=296/Mechanical Max Horz 2=284(LC 8) Max Uplift 4=-223(LC 8), 2=-446(LC 8), 5=-297(LC 8) Max Grav 4=218(LC 13), 2=358(LC 1), 5=296(LC 1) FORCES. (lb) -Max. ComPJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-594/459 BOT CHORD 2-7=-638/547. 6-7=-638L547 WEBS 3-6=-603/703 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOTCHORD Rigid ceiling directly applied or 6-11-9 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=223, 2=446, 5=297. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-121(F=-33, B=-33), 8=0(F=10, B=10)-to-5=-45(F=12, B=-12) Joaquin VdnPE No.88162 MiTek USA, Inc, FL Cert 6804 69M Parka East Blvd, Tampa FL 33610 Darr, July 30,2019 A WARNING- Verfly desfyn paremetem and BEAD NOTES ON THIS AND INCLUDED MNEK BEFEBANCE PAGE MIF74TJ rex. 1 a vattol3 BEFORE USE Design valid for use only with MOeI"I connectors. ibis design"booed only upon parameters shown. antl 6 "'on Individual binding component, not a iNss system. Be/ore use, the builtling tlesigner must verify the applloabtlity of design parameters and properly InC0'porOte this design Into the overall building design. Bracing Indicated is lopreveni bucWmg of-dlvidual puss we to Ol rhhord membe". V Additional temporary entl perm0nenl bracing Ak' 6 always required lorstabiliNOntl la prevent collapse wiflr p0isible personal Wury and properly tlamage. For general guidance regOrOng the tobricofion, storage, delivery, ee.t.n antl bracing of trusses antl huu systems seeAN3i/ry11 pypltly Col . DSo 9.Ond SCSI au3dinp Componr.nt 6904 Parke East BNd. Sabry Inldmsatbmvoiloble ham Tuss Plate Im1, 1.. 218 N. Lee sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 sap cuss truss type n •fAys, rty wi Aaroaia ..lu' ry ne T17735138 1831880 H7 Diagonal Hii-!er 5 7 r7 `` Job Re}ere Iional Builders FrslSource (Plant City, Fy, Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 3013:05:16 2019 Page 1 ID:GZkZSXBELONJdj%s77WskOzGxTm.BW bd??S4YTggo7?rTSNPCtwlFpnUmCynk?TSj4ysswX -1.10-10 4-10.4 9.10-13 1-70-10 4-10-4 5-0-8 Scale = 1:22.0 3x4 = 4-144 441-0 �01 t3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vasil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.08 6-7 >999 180 SCLL 0.0 ' Rep Stress [nor NO WE 0.38 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=146/Mechanical, 2=402/0-11-5, 6=297/Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-172(LC 8). 2= 465(LC 8). 6= 302(LC 4) FORCES. (Ih) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=.684/685 BOTCHORD 2-7=-774/653, 6-7=-774/653 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=6.Cpsk h=251t; B=45fk L=24@; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) na , , 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=11a) 4=172, 2=465, 6=302. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 52lb up at 1-5-12. 37 to down and 52lb up at 1-5-12, 6lb down and 82 lb up at 4-3-11, 6lb down and 82 lb up at 4-3-11, and 45lb down and 129lb up at 7-1-10, and 45 Ito down and 129 lb up at 7-1-10 on top chord, and 37 It, up at 1-5-12, 37 Ib up at 1-5-12, 61b down and 56 lb up at 4-3-11, 6 Its down and 56 lb up at 4-3-11, and 34lb down and 801b up at 7-1-10, and 34 lb down and 80 Ito up at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIq Vert:1-4=.54, 5.8= 20 Concentrated Loads (lb) Vert: 11=105(F=52, B=52) 12=-4(F=-2, B=-2) 13=-90(F=-45, B=-45) 14=35(F=17,B=17)l5=-12(F=-6,B=-6) 16=-47(F=-24, B=-24) Joaquin Vela PE No.03102 MiTsk USA, Me, FL CM 0036 OM Pat*# But Blvd. Tampa FL $2610 Daw July 30,2019 WARNWG -VeWy tleslgnparamefersantl READ NOTES ON THIS ANOWClUDfO MR£K REFERANCE PAGE Ma-7473 rev. 1Np32oI5HEFOREUSE. Design valid for use 0Ny with Moo connectors. iNs design Is bpsetl only upon parameers shown, and Is for an IndNidupl building component, not p truss system. Before use, the building designer must verify me appllcabllity of design parameters antl popery Incorporate this design Into me overall g bull ding design. Bracing Indicated Rto prevent buckling oflnddualfmss web antl/orc,old members only. Additional temporary and permonenl bracing Mire r Is always required for stability antl to prevent collapse with possible P.rsan. uyury and properly tlomage. For general gulden...gartling the fobrlcotlon storog.. role'.." erection and brocing of busses and buss systems seeANSViPI1 CVaIMasy. CtRnb, O5a2p and BC3l luBdNp Cpmpanant 6904 Parke East BNtl. Spbfy Mprmetbpavailoblebam Tasss flat. Institute. 218 N. Lee Sheet. Suite 312. Alevondtla, VA 24314. Tampa, FL 33610 roo truss tr7 uss type vnLjyt: ny wiaamaro nrvuigry ne 18318B0 H7P Diagonal Hi 'er 2 Job R.... itional_ Builders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek'Industries T17735139 -1-10-10 5-2.5 9-10-13 - 1-10.10 5-2-5 4.8.7 3x4 = Scale = 1:22.2 5-&5 4.8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 6-7 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.50 Vert(CT) -0.08 6-7 >999 180 BOLL 0.0 Rep Stress Incr NO W B 0.44 Horz(CT) 0.01 5 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 43 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=598/0-4-15, 5=398/Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-130(LC 8), 2=-414(LC 8). 5=-192(LC 8) FORCES. (lb) -Max. CompJMax. Ten, -All forces 250 (Ib) or less except when shown. TeP CHORD 2-3=-939/373 BOT CHORD 2-7=-506/861, 6-7=-506/861 NOTES- 1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 1) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=130, 2=414, 5=192. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 Ib down and 3 lb up at 1-4-11, and 56 lb down and 32lb up at 4-2-10, and 100 lb down and 56 Ib up at 7-0-9 on top chord, and 14 Ib down and 8lb up at 1-4-11, and 441b down and 25lb up at 4-2-10, and 741b down and 42 ib up at 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. r) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -OAD CASE(S) Standard I) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 uniform Loads (plf) Vert: 1-4=.54, 5-8=20 Concentrated Loads (lb) Vert: 11= 5(F) 12=-56(F) 13= 100(F) 14=-14(F) 15=.44(F) 16=-74(F) JoaquinVNaz PE N6.93192 MITak USA, (no. FL Call: 9934 0904 Parke Fast Blvd, Tampa FL 33610 Data; July 30,2019 A WARNING-Vedlydeslgap4rametersand READNOTESON THISAND/NCLUDEDMI KREFERANCE PAGEN974TJ rev. fa"M5 BEFORE USE Design vciitl for use only with Miiek®connectors.it"tlesignis bated oNy up on parameters shown. and is tar anindFvldual build component, not a truss system. Belore use. the building designer must verify the pppllcobt, al design Parameters and properly Ncorporpte the tlesign Into the overall building design. Brpdng Indicated i5fopreventbuoklingoflnd-ldual huss web and/or chord members only.. Additional temporary and Pormanent bracng h vlwpys requiretl for stobillN and to prevent collapse with postiUs personal tiNAY and property dvmoge. For general guidance .gortling the �e IYl�SW 6 fvb,l..l n. storage, delivery, erection and bracing of trusses end truss systems saaAN51/R1I Gu. CM. ' DSad9 and aC51 auAdbO Comppn.nt SObly Inrermpaonov.".b,. ham Truss Plate Irulitute, 218 N. Lee Street Suite 3,2. Alexandria VA 22314. 6904 Parke East Blvtl. Tampa, FL 33610 Joe cuss truss type A r.ayl' riy wi anmaJa nnuwn ne T77735140 1831880 L05 Hip Truss 1 1 Joh Referer� ptiona0 Builders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul3013:05:17 2019 Pagel ID:GZkZSXBELDNJdIXs77WskOzGxTm-6BPDLTilmohPHal lAuel5SOUD2yVgewzfCOFW ysswW -1-d-0 4-fi-9 9.0-0 11-0-0 15-5-7 20-0-D 21.4.0 1-4-0 4-6-9 4-5-7 2-0.0 4-5-7 4.6-9 d 46 = 46 = 4x6 = 3.4 = - - 3.4 = 4x6 = Scale = 1:36.9 s-o-o f il%li s o 0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.47 9-17 >510 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.39 9-17 >615 180 BCLL 0.0 ' Rep Stress nor YES WB 0.29 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 95 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-4-0,7=812/0-4-0 Max Horz 2=-184(LC 10) Max Uplift 2=-960(LC 12). 7=-960(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1271/2380, 3-4=-981/2009, 4-5=-828/1869, 5-6=-981/2009, 6-7=-1271/2380 BOT CHORD 2-11=2056/1121, 9-11=-1501/828, 7-9=-2082/1121 -WEBS 3-11=-358/665.4.11 717/285'5=9= 717/285G9= 358/66 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; B=45ft; L=24f ; eave=4fF Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 15-2-15, Intedor(1) 15-2-15 to 214-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=960, 7=960. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Voltz PE NOA192 MiTsk USA, Inc. FL C4rt9904 6904 Perko East Blvd, Tampa FL SM10 Datr, July 30,2019 AWARNING- VeNryOesignparamerers,mdREADNOrESONTN/SANDINCLUDED MIfEKREFERANCEPAGEM1Ff47arev.1N 915BEFOREUSE. Design valid far use only with MRekO connectors. This tlesign Is based only upon parameter shown, antl Is for an intlividuol bu0tling component, not a truss system. Before use, the building tleslgne' must verify the applicability of cosign parameters antl properly Incorporate this tlesign info the overall bulltlin"' '.ck n. Bracing indimtetl is to prevent buckling of lndivltluai truss web and"Phord memb.et.7 Additional temporary antl permanent bracing is always raquuetl for stability antl to prevent collapse with possible personal iryury and pEarly damage. For general guidance ran." no 1V' fo oncatlon storage. delNery, erection antl bracing oItmsses antl truss systems seeANSVIP11 C-.1 CMnb, DSa49 and aC51 Buadhg Cpmppnanl 6904 Page EastBNd. sa1.p Interm. nwailoble from Truss Plot.Irufitut., 218 N. Lee Street. Suite 312 Alexondrio. VA 22314. Tampa, FL 33610 loo cuss truss type C rrjlg' rry LU. 4emp10 nrv�uuv na 1831880 LOG Hip Truss 1 1 //� J b R fe erA lions Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 82019 MiTek Industries T17735141 a 46 = 6x6 = 3.6 = 3x6 = ° . 3x4 = 3x6 = Scale =1:36.9 LOADING (psf) SPACING- 2-0-0 DEL DEFL. in (loc) ILid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.37 9-11 >650 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.29 9-11 >834 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.30 Horz(CT) -0.10 7 n/a Was BCDL 10.0 Code FBC2017rTP12014 Matnx-MSH Weight: 98 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-4-0 cc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/0-4-0, 7=1566/0-4-0 Max HDIZ 2=-149(LC 6) Max Uplift 2=-1626(LC 8), 7=-1642(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. —TOP -CHORD-2=3= 2929/29107U=4= 2764/2792�-5= ZS48372 91-5-6=-2796/2826, 6-7_ 2961/2945 BOT CHORD 2-11=-2472/2580, 9-11=-2340/2510, 7-9=-2503/2610 WEBS 3-11=-279/373, 4-11=4688/784, 5-9=-669/775, 6-9= 281/373 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=6.Opsf; h=25ft; B=45ft L=24f; eave=4fry Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bonom 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) except (jt=lb) 2=1626, 7=1642. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ib down and 209 lb up at 7-0-0, 152 Ib down and 2031b up at 9-0-12. and 152 Ib down and 203 lb up at 10-11-4, and 202 lb down and 371 lb up at 13-0-0 on top chord, and 453111 down and 283 lb up at 7-0-0, 99 Ib down and 1231b up at 9-0-12, and 99 lb down and 123lb up at 10-11-4. and 453 lb down and 2831b up at 12-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 5-8=-54, 12-15— 20 Concentrated Loads (Ib) Vert: 4=-92(B)5= 142(B) ll=-453(B) 9=-453(B) 18=-92(B)19=-92(8)20=-84(B) 21— 84(B) Joaquin Velez PE 140.08182 WTek USA, 100, FL Cori 9634 6994 Parke Eat Blvd. Tampa FL $1010 Date; July 30,2019 A WARNING- Venrx deslgn paremelent.d READ NOTES ON MS AND INCLUDED MREx REFERANCE PAGE MIF74" rev. I MWOI5 BEFORE USE Design valid for use only with MiTeW connectors. This design Is based Only upon parameters shown, and Is for on Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into Me overall �i building design. Bracing hdicated is to prevent buckling of Individual buss web and/or Chord members only. Additional temporary and permonentbrocing s always required for stability end to prevent collapse with possible personal m.ury and properly domage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hunters and truss systems seeANSVrP11 GualMMyy CMrrAa, psa41P and eC91 auadNp Componrrnl 6904 Palle East BNtl. Se/op Nfotmalbmvoiloble from True Plate Institute. 218 N. Lee Sheer. Sulfa 312. Alexontlrlo. VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 13 /4 Center plate on joint unless x, y � dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 14- offsets are Indicated. I I (Drawings not tosdale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See BCSI. /fdr c1 2 c2-3 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves 0 WEBS cva 4 may require bracing, or alternative Tor I r�� 0 bracing should be considered. U a �� Of O= 3. Never exceed the design loading shown and never a ¢� O stack materials on Inadequately braced trusses. 0 4, Provide copies of this truss design to the building For 4 x 2 orientation, locate cia BOTTOM CHORDS ase designer, erection supervisor, property owner and plates 0- ne from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED, CLOCKWISE joint and embed fully. knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JO NT the environment In accord with ANSI/TPI 1. NUMBERS/LETTERS. software or upon request. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to 4 x 4 to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and r In all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or puffins provided at output. Use T or I bracing spacing Indicated on design. If indicated. Lumber design values are in accordance ith ANSIlTPI 1 section 6.3 These truss designs ref on lumber values 4. Bottom chords require lateral bracing of 10 ft. spacing. BEARING g y or less, if no ceiling a installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MITekO All Ri hts Reserved approval of on engineer, reaction section indicates joint number where bearings occur, 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. mm R 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/rPl1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. W1 is not sufficient. BCSI: Building Component Safety Information, M ITe �e 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality critena. Installing & Bracing of Metal Plate Connected Wood trusses. MITek Engineering Reference Sheet: Mll-7473 re . 10/03/2016 CAUTIONW V4'CLG D01 U is wind m m REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION( Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information nivion for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FL RIDA DESIGN SOLUTIONS, INC. Date 9-/ ;l'49 gy Submittal So. Project No. Projed Eng. Project Name SCANNED BY St, LUci4O County _ nexc.. rne.am . .inn -I. IMPORTANT acrs"amu'�' 1ccarr This Drawing Must Be Approved And seen auum'rramaa. Returned Before Fabrication Willamasnm.osmmaawmtruemm Begin. For Your Protection Check Ali rca Dimensions And Conditions Prior To APprowl Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TOLL: 20 PSF TCLL: 00 PSF BEEN ACCEPTED. TCDL' OT PSF TCDL 10 PSF By Date_ SCOL 10 PSF BCOL 5 PSF TOTA,37 PSF TOTAL:55 PSF DURATION: 1.25 DURATION: 1.00 NOT ATTEMPT TO ERECT SES WITHOUT REFERRING TO NGWEERING DRAWINGS AND PERMANENT BRACING MUST BE PLACE PRIOR TO LOADING SSES, pa. SHEATHING, BEARING WALLS PLACE PRIOR TO TO FINAL ENGINEERING FOR THE FOLLOWING. HER OF GIRDER PLIES AND BEARING BLOCK REQUIREMENTS. SCAB DETAILS (IF REQUIRED) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault WlthoN Nor NoTTication By Customer WiMIn 48 Hours And Instigation By Sulders First Source. NO ERECPTIONS. to Trues, Gable $hear Wall, And Connections. Temporary and Permanent Bracing, And Calling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 21t 4 BOTTOM CHORD SUE: 2I( 4 OVERHANG LENGTH: 16' END Ca. Plumb CANTILEVER: — TRUSS SPACING: 24' BUILDING CODE: FBC2017 PLAN DATE 1 2019 REVISIONS: 1. Binders FB'stSourm 4408 Airport Read Plant City, FL 33563 PR (813) 3051300 Faa(813) 385,1301 .Fat . ,4 U']ti,1= mp t +, 3e•!0I?5iQ7 HTIVV C=34 TV11Sl 173 7ti8r'tihun� n3 SbG.il vino —moo cc1c.iieT,03 ...`r An 00 ; gm ... P; W .';apa, '?3^; crer'e,-. r*:c:! 10 , i-J� • P \ ' of 'ON "rHl I .."C:i OSC2 °.- :Qti .. o.^.r.0 fl4i.ZyC mil' -1hrl+ Zr1, .... t^^d}s. ,;f?n: �r.Ft'r{iiotSJ.^.�: L4ei1P.?O FUit':?:J� _. u_7 P✓$�'4 _._. __ ? iJBjGf `-__ �� erilmG'� 4 7 Cl C3--/yam C5 l0 Q N ' tD Q 'P Q N Q O 00-0 ¢ O VA Or 10-0 N Q V� n Q tO N Q O Q t7 Q Ol0 N Q nnW 6-00- Q / t0 m tD m \t Cf m N m rp 1 Z` m C1 Ci3 C5 ]-00-00 7-00-00 OLD. ,8 O 5 3 ce m mmD D 031 I tl 1-0 -Oa tit v Ol0 311 1-0 -12 W xtcl D05 D05 D05 003 D03 D02 DOt CS C3 C1 ex Bw sed t LLG wind P ysA n o 3P o U P 8-0'CLG n o U U U sod -go b C5 C3 C1 7(4 U REVIEWED ❑ REVISE AND RESUBMIT REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE E)GUNill Corrections or comirm". merle an equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ipgs and specifications. This check is only for review of general conformance with the design concept of the Rroied and general compliance with the information given IV the contract documents The contractor Is responsible fpr confirming and corelating all quantities and dimen- sions selecting fabrication processes and techniques of r,onstruction. coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner- FLORIDA DESIGN SOLUTIONS, INC. Date j 1I W B11 Submittal Bo. Projsd No. Pmjed Eng. P,rojeot Name; SCANNED BY ;t !_ude County a eN9aa�m . aw�mmmwmw.l wsrevemmoarmx<xvennwrosuerro IMPORTANT r This Drawing Must Be Approved And gam YOariuK azeA=RIiwnarotomesemnaxuomuvew.o Returned Mom Fabrication WillrweirsxconnsrrtxmmsxraO+s Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval OPlan. SIGNANRE BELOW f Plan. ES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TLLL: 20 PSF TLLL: 40 PSF BEEN ACCEPTED. TCDL OT PSF TCDL 10 PSF By Date_ BCDL: 10 PSF BCDL 5 Is TOTAL: 37 PSF TOTAL 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCId31 SUMMARY SHEET& ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES, 0e. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SLAB DETA&S (IF REQUIRED) d) UPLIFT AND GRAVITY REACTIONS. WARNING Backchames Will Not Be Accepted Regardless of Fault Without Prior Modification By Customer Within 48 Hours And Investigatian By Builders First Source. NO EXELPTIONS. The General Contractor Is Responsible For All Lonn¢Oons Other Than Tr ea to Truss, Gable Shear Wallrld A Connections. Temporary and Pemunent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOPCHOROSIZE: SXd BOTTOM CHORD SM: 3 X d OVERHANG LENGTH: 1G' END CUT: Plumb CANTILEVER: — MUSS SPACING: W' BUILDING LODE: FBC201T BEARING HEIGHT SCHEDULE BUILDER: - Adams Homes PROTECT: Single Family MODEL: 2070 A 10X20 LANAI ADDRESS: 560] PALM OR LOT I BLOCK: 3915SI8 SUBDIVISION: RWER ESTATES CITY: FT PIERCE DRAWN BY: KTEUBER JOB 0: 1831880 DAIS: O612N2019 sCALE: NTs PUW DATE 2019 REVISIONS: 2. 3. �, B4Yem . Firs0ourm 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 3051301 55-00-00 I4�41 U U U 19-00-00 c1 133 CS— <� "JJ r0 Q N ' r(l Q O Q 1\ H I N_ Q D 111-0mil �_ Q O_ Q VA O Q 1400 No O 0 Q r 0 Q (O 0 Q O 0 Q O 0 Q (7 0 Q 010 N 0 Q 1TOV 6-00- 0 Q / t0 0 m rD 0 m V 0 (7 0 m N 0 m `o '� m C1 C3 C5 7-OD-00 7-01)-00 4 5 3 ct 4 m mmD 3031 tl m mm - 1-0 -04 OlD 3110 — 1-0 12 Y� DOS DO DO 4 ex a.o secit cLG wind C P y rrQ n N U U U 3P 1P DO DO 4 D02 Dot C5 C3 Cl—C1 4 B-0' CLG U U U 6-09-00 4 C5 4 4C3 7(4 xi� U U U 20-00-00 U U U 22-04-00 L 12-08-00 55-00-00 0 REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents The contractor is responsible for confirming and corelating all quantities and dimen- sions. selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FLORIDA DESIGN SOLUTIONS, INC. Date %' By Submittal Bo. Project No. Project Eng Project Name; . cau.ar°s`mousesssameeura as or. .o.,.aor.L ............emTweremascmm�..x xcxr­ IMPORTANT wiwrea a.oawaumac.rc ..uc,.I. This Dm Ing Must Be Approved And ex ut.oneme Rammed Before Fabrication W10 Daiar For Your Protection CheckAll w.aaawarmm.xranww, DimeArul Ccnsions And Conditions Prior To Plam APBELO Ol W INDICATES ALL SIGNATURE BELO ROOF LOADING FLOORLOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCOL: OT PSF TCDL: 10 PSF BCDL: 10 PSF BCDL: 5 PSF By Dam_ TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WHHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSC1E1 SUN IRY SHEETS, ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO PWAL ENGINEERING SHEETS FOR WE FOLLOWiNG. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEWLE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRN6NY REACTIONS, WARNING SacbchaMes W1R Not Be Accepted Regardless or Fault Without Prior Notification By Customer Within 40 Hours And Inwstigafion By BURders First Source. NO IXECPTIONS. The General Cerdractor Is Responsible For A0 Conrcccum. Other Than Truss to Truss, Gable Shear Wall. And Conrrections. Temporary and Permanem Bracing, And Calling And Roof Diaphragm Connections. ROOF PITCH: SH2 CEILING PITCH: U12 TOP CHORD SIZE: 2 x 4 BOTTOM CHORD SUM; 2 x 4 OVERHANG LENGTH: 16' END CUT: Plumb CANTILEVER: — TRUss SPACING: 24' BUILDING CODE::201T BEARING HEIGHT SCHEDULE SNIDER: Adams Homes PROJECT: Single Family MODEL: 2010 A 10x20 LANAI ADDRESS: 5607PALM DR LOT BLOCK 39155I8 SUBDIVISION- INVIAN RIVER ESTATES CITY: FT PIERCE DRAWN BY: KTEUBER JOB 0: 1531880 DATE: 0612612019 SCALE: I Mrs PLAN DATE; 2019 REVISIONS: 1. 2. 1 4. L, MMem . FwstSoume 4408 African Road Plaid City, FL 33563 Ph. (813)306-1.T00 Fax(813) 305-1301 I tm tg-go-ag U U U T-7 U U U J Ci Ci3 C5 t Q 0 y Q Q Q D 11 Q Q VA Q 1 0 an Q W 0m r Q Q Q Q Q Ola Q 311Otl Q m m 11 m m us m Ct Ci3 exceC5 -00-00 7-00-00 DID. .e 0 ro O 5 3 Cit m mmD \ a Daz v mm 3-0 -oa IF D1D inn y� D05 .DOS D05 D03 D03 4 D02 001 C5 C3 C1 ez .1 CLG wind P bsQ- ,n � 3P 1P F4.CLG 1-1 N N U U U 6.04-00 — C5 C3 C1 �� '4 7(4 ti� all- U U U U U U zo-oo-oo zz-oa-go Lz-De-Oo 55-00-00 St. Lucie Countv P9 REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents The contractor Is responsible for confirming and corelating all quantities and dimen- sions. selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work'in a safe and satisfactory manner. FLORIDA DESIGN SOLUTIONS, INC._ Date � � BY Submittal Bo. Project No. project Eng. Project Name; .OfiFRIWRaeamp PEY1Pro W:nN eveV.aea rsYwW4 mace se . .m . man .scsnr IMPORTANT rswwx�fLO tswec.eaaec revrsacvwrewnev occa This Drawing Must Be Approvad And MOa t'rcwasiircei Returned Before Fabrication WINnwue emu eevo: two Begim For Yaw Protection Check All mrn.owno�es;aortauaemun .ar xnRune Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW WDICATES ALL ROOF LOADING FLOORLOADING NOTES AND DIMENSIONS HAVE TOLL: 30 PSF TOLL: 60 PSF BEEN ACCEPTED. TCDL- OT PSF TCDL: 10 PSF BCDL: 10 PSF BCDL: 5 PSF By Data TOTAL- 37 PSF TOTAL• 55 PSF DURATION: 1.25 DURATION: 1.00 •9M DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI81 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (I.. SHEATHING, INTERIOR BEARING WALLS BE IN PLACE PRIOR TO TO FINAL ENGINEERING FOR THE FOLLOWING. IER OF GIRDER PLIES AND 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) a) UPLIFT AND GRAVITY REACTIONS. WARNWG Backcharges Will Not Be Accepted Regardless of Fault Wthout Prior Notification By Customer Within 46 Hours And Investigation By Builders First Source. NO EKECPTHINS. And nd iR And ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 K a BOTTOM CHORD SRE: 2 z a OVERRANGLENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACWG: 24' BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE JBuWem �, B'StSmme 6006 Airpart Road Plant City, FL 33563 PR (813) 30S-1300 Fax (813)305-0301