Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: Site Information: Customer Info: ADAMS HOMES Lot/Block: 30/50 Address: 5113 BIRCH DR,. City: FORT PIERCE Project Name: 1731075 M ' - ..... Subdivision: INDIAN RIVER EST /ST LUCIE COUNTY State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the bttjjr�g,�E® Name: License #: (�F11�! Address: �� City: state: St. LUCI@ County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017lfP12014 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. I Seal# I Truss Name I Date 1 1 T16683613 1 A01 4/3/19 118 1 T16683630 J B02 4/3/19 I2 T16683614 I A02 1413/19 119 1 T76683631 I B03 14/3/19 I I3 T7 6683615 I A03 14/3/19 120 1 T1 6683632 I B04 14/3/19 I I4 T76683616 A04 14/3/19 121 1 T1 6683633 I B05 14/3/19 I I9 T766836171A05 14/3/19 122 I T1 66836341 B06 14/3/19 I 6 IT166 /31 TT16683635 I C1 14/3119 T166836A7 A l9 223 43/1I7 9 18 I T16683620 I A08 14/3/19 125 I T16683637 I C3 14/3/19 1 19 I T16683621 I A09 14/3/19 126 I T16683638 I C3P 14/3/19 110 I T16683622 I At 0 14/3/19 127 I T166B3639 I C5 14/3/19 I Ill I T166 '11 14/3/19 128 1 T1 6683640 1 C5P 14/3/19 I3IA IT16MEN T6683641I D01112 14/3119 I 113 I T1 6683625 1 At 3 14/3/19 130 I T16 14/3/19 I 114 I T1 6683626 1 Al 14/3/19 131 I T1668631 D00 14/3/19 I 115 T16683627 A15 14/3/19 132 1 T16683644 D05 4/3/19 16 T16683628 Al 14/3/19 133 1 T16683645 E7 4/3/19 117 I T16683629 I BO1 14/3119 134 1 T1 6683646 I E7P 4!3/19 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon.parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability -of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. �rGC ®9 ti019 FILE C®Py �vpENS�;% No 22839 �90: STATE OF :�441 .,�.-It /0NA, 0�'-%%% 10 Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: Apri13,2019 Finn, Walter 1 of 2 RE: 1731075 - LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY Site Information: Customer Info: ADAMS HOMES Project Name: 1731075 Model: 2010 A 10X20 LANAI Lot/Block: 30/50 Subdivision: INDIAN RIVER EST /ST LUCIE COUNTY Address: 5113 BIRCH DR,. City: FORT PIERCE State: FLORIDA No. Seal# Truss Name I Date 35 1 T16683647 H6P 4/3/19 �36 H7 14/3/19 I3 T166648IH7P I4/3119 138 IT16683650IL05 4/3/19 139 I T1 6683651 I L06 14/3/19 2of2 ype Ply LOT ER EST/ST LUCIE CTY T76683613 �31�075���S'p Truss 1 1 Job Refferenl e0(optional)l Builders FirstSource, Plant City, FL - 33567. 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:16:56 2019 ii 5x6 = 6 nnFi-, 14 13 12 4x6 3.00 12 5.8 = Sx8 = 1.5x8 STP= 3[6 G 5x6 = 6-6.0 12-6-0 18.6-0 24.4-0 30-8-0 36.5.0 3fi -0 42-9.0 6.6-0 6-0.0 6. 70 5.10.0 fi-40 5.9-0 0. -0 fi-1-0 Scale - 1:80.1 19alZIm 'Plate Offsets(X,Y)-- 12:0-1-14,Edge113:0-3-0,0-3-0] [8:0-7-120-2-121 I12:0-3-00-3-41 (13:0-3-BO-2-81 f14:0-5-40-2-81 LOADING (l SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ver(LL) 0.48 16-17 >912 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.64 16-17 >687 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Hom(CT) 0.29 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2301b FT=20% LUMBER - TOP CHORD 2x4 SP No.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 1Row at midpt 4-15,8-13 REACTIONS. (lb/size) 2=1249/0-8-0, 12=2881/0-8-0, 10=-823/03-8 Max Ho¢ 2=-353(LC 10) Max Uplift 2= 787(LC 12), 12=-I6B4(LC 12), 10=-935(LC 17) Max Grav 2=1249(LC 1), 12=2881(LC 1). 10=202(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3770/2105, 3-4=-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 BOTCHORD 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, 9-12=-222/389 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst 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-O to 1-8-0, Inteuor(1) 1-8-0 to 18-6-0, Extedor(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 fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L=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 20.0psf 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 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSIVTPI 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 atjoint(s) except at=lb) 2=787, 12=1684, 10=935. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 112' gypsum sheelrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 OWARNING - Verily design Parameters end READ NOTES ON TNISANDWCLUOEOMWEKREFE ANCEPAGEMLL74TJrev. 14N320159EFOREUSE valid for use only with M1fel� connectors. Thus deal Is based only upon parameters shown, and Is for an Individual building component, not a nuns system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this tlesign Into the overall bulldingdeslgn. Bracing Indicated 8 to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Dal" MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tobdcalon, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPi1 Quailly Criteria. DSld9 and lRl Building Component Safety mformalbmvOrable from Truss Plate Institute, 218 N. We Street. Suite 312, Alexandria, VA 22314. 69N Parke Easl Blvd. Tampa, FL 33610 Job Truss Truss Type Oty�Fly�L150.11,NIIIAN RIVER EST/ST LUCIE CTV T16683614 f�31075 A02 Speaal Truss 1 optiona0 Builders RrstSource, Plant City, FL. -33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:16:57 2019 6.00 4x6 = 3.00 12 5x6 = 5x8 = 3x6 =1.5x6 STP= 5x6 = 6-26.00 6-.0 244-0 I 34-5.0 3-8 42.-19-.00 fi -0066 6 10-1.0 2&0 6 Scale=1:80.7 3x6 = 19a�� Plate Offsets(XY)-- 12.0-1-14Edne113:0-3-00-3-0118:0-3-80-2-81 r12.0-2-120-3-41114:0-5-40-2-12) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grp 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 Incr YES WB 0.62 Horz(CT) 0.31 12 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 233111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.1 WEBS 2x4 SP No.3 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 Grav 2=1230(LC 1), 10=166(LC 12), 12=2822(LC 1) 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 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) 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=-118612340. 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, B-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) Vdsd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21-6-0, Interior(1) 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; parch right exposed;C-C for members and tomes & 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.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. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing 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 ANSUFPI 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 100111 uplift at joint(s) except 01=11g) 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 1/2' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING. Vedry design P ramefen end READ NOTESON MOAND /NCLUDEO MREKREFERANCEPAGEMIN4T3 rev. NUXsZOISBEFORE USE. Design valid for use only with Maek® connectors, This design a based only upon parameters shown. and 6 for an IndMduol buading component, not a muss system. Before use, the building designer must verify the appllcopilly of design parameters and propoAy Incorporate this desgn Into me overall bulldingdedgn. Bracing Indicated Is to prevent buckling ofIndividual truss web and/or chord members only., Additional temporary and parmcnentbracing MiTek' B always required for stobmty and to preventcallopse with possbie personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection antl bracing of trusses and truss systems, seeANSVIPII Quarry Cdydo, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infermatbmvorabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job __] s Truss Type Cry Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY 7AO3 T16683615 1Q31075 Spedal Truss 1 1 Job Reference (optional) Builders FirstSource, Plam City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:16:58 2019 6.00 5x6 = Scale=1:80.7 14 13 12 4x6 3.00 /2 5x8 = I = 1.5x8 STP = 3xB = Sx6 = LOADING (psq 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 Incr YES Code FBC2017/TPI2014 CSI. TC 0.74 BC 0.75 W B 0.85 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) Ndefl Ud 0.47 16-17 >926 240 -0.6316-17 >696 180 0.31 12 rda n/a PLATES GRIP MT20 244/190 Weight: 236 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. 2-16: 2x4 SP No.1 WEBS 1 Row at midpt 4-15, 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1244/0-8-0, 12=2730/0-8-0. 10=666/0-3-8 Max Horz 2= 353(LC 10) Max Uplift 2=-786(LC 12), 12=-1597(LC 12), 10=-851(LC 17) Max Gmv 2=1244(LC 1), 12=2730(LC 1), 10=97(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.9750/2128, 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=-122012766, 14-15=A76/1096, 13-14=-455/940, 12-13= 185311130, 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, B-13=-285/229, 9-13=-1121/2219,9-12=-2575/1611, 4-16=-695/16S3 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; MW FRS (directional) and C-C Fxterior(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 32-5-0, Exteror(2) 32-5-0 to 35-5-0, Interior(1) 35-5-0 to 44-1-0 zone; porch night exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.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. 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 ANSVrP1 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=786, 12=1597, 10=851. 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 Waller P. Finn PE No.22839 sheetrock be applied directly to the bottom chord. MiTek USA, Inc. FL Cart 6630 6904 Parke East Blvd. Tampa FL 3381D Dale: April 3,2019 ,0 WARNING-Verl/ydesr9nparemeferaond READ NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMIP74m rev, modAV1SBEFORE USE Design valid for use only with Mrek8connectors. This design is based only upon parameters shown. and is for an indvidual balding component, not *a a hum system. Before use, the building designer must verily the applicobill y of design parameters and property Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of hdNlducl hum web and/or chord members only. Additional temporary and permanent bracing -•�� MiTek- Is always required for stablllN and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobricatlonn, storage, delivery, erection and bracing of humes and hum systems, maANSVIPl1 Quaint, Criteria, D38-09 and BCSI Building Component 69M Parke East Blvd. Safety Inforrnotblrnalloble from Two Plate Institute, 218 N. We Sheet Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type City Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY �A04SS T16683616 1�731075 Special Truss 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Aor 3 07:17:00 2019 6.00 5x6 = Scale = 1:80.1 13 " 12 11 3.00 12 5x8 = 4x6 = 1.5xs STP= Sara bx6 5x6 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DO[-1.25 TC 0.75 Vert(LL) 0.49 15-16 >889 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.65 15-16 >673 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.85 Horz(CT) 0.30 11 n/a n/a BCDL 10.0 Code FBC20177TP]2014 Matrix -AS Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD Prof 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, 7-13, 8-12 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1264/0-8-0„11=2597/0-8-0,9=-553/0-0-8 Max Horz 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. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) 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=-116711032, 7-8=-573/501, 8-9=-923/1887 BOT CHORD 2-16— 1815/3588, 15-16=-1633/3601, 14-16= 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=-1013r724, 7-13= 759/1180,8-12= 114312239, 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; 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; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(i) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 30-5-0, Exlerior(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 & 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 nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) 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 verity 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 6e=11b) 2=799, 11=1514, 9=770. 9) This truss design requires that a minimum of 7/16" stmotural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 4634 6004 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 QWARNWO. Ved1ydesf9np11amets..dN64ON07ES ON TNOMDINCLUOEOMIrEKNEFE ANCEPAGEMIN4m3r 1eD31015BEF0NE USE Design valid for use onlywiM MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual bdiding component, not �■ q` "use system. Before use, the building designer must verify me applicability of design parameters and property Incorporate this design into me overall bulldingdeslgn. Bracing lndlcatedIstoprevent bucklingoflnchiduallaws web and/or chord members only. ,Additional temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal Injury and propertydamage. For general guidance regording the storage, delivery, erection and bracing of trusses and buss systems seeANSVrFI1 QualityCriteria. D38419 and SCSI SWdbO Compononf 6904 Parke East Blvd.fabrication, Safety Informallan re,11cble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683617 1,731075 A05 Special Truss 1 1 Job Reference o tional Bunaers rlrstSoume, Plant City, FL- 33557, 8.240s Dec 62018 MiTek Industries, Inc. Wed Apr 307:17:012019 6.00 F1-2 4[6 3.00 12 5x6 = 13 12 11 5.6 = 3.8 = 1.5.8 STP = 5x6 = fi-6.0 12-6-0 18-&0 244.0 28-5-0 36-4-4 36 -0 42-9.0 6-P 6.0.0 6-0 a 5-10.0 4-1-0 7-11-4 n.. 12 6d-n Style =1:80.1 3x6 = M n 016 Plate Offsets(X.Y).- [2:0-1-14Edge] [3:0-0-00-3-01 [7.0-5-80-241 [8:0-4-00-3-01 [11:0-3-00-3-41 [12:0-3-80-1-81 LOADING (psft SPACING- 2-0-0 C51. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.49 15-16 >882 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.78 Vert(CT) -0.65 15-16 >666 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Hom(CT) 0.31 11 n/a Na BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 2371b 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 4-14.8-12 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 Uplift 2=805(LC 12), l l=-1473(LC 12), 9=-688(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3876/2246, 3-4=-3210/1911, 4-5=-1469/1125, 5-6=-1437/1128, 6-7=1010/939, 7-8=-825/685, 8-9=-846/1694 BOT CHORD 2-16=-1851/3612, 15-16=-1870/3624, 14-15=-1332/2915, 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=-4891774 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 Extenor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 16-6-0, Extenor(2) 18-6-0to 21-6-0. Intedor(1) 21-6-0 to 28-5-0, Extedor(2) 28-5-0 to 31-5-0, Intedor(1) 31-5-0 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 ANSV(PI 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 gt=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 1/2' gypsum sheetrock be applied directly to the bottom chard. Walter P. Finn PE No12839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNWG-VeritypedgnparometemanJREADNOTES ON MIS AND WOLUDEDMIrEKREFERANCEPAGEMIF74"mv, fo=2015 BEFORE USE ♦V■�- De9gnvalid for weonly with MRek®connectors. This design b based only upon parameters shown, and is for an Individual Wrong component not +•�a^Y�J a truss system. Before use, the building designer must verify me oppllcablllN of design parameters and properly Incorporate this deslgn Into the overall budding design. Bodine indicated k to prevent buckling of IndNldual muse web and/or chord members only. Additional temporary and permanent bracing MiTek' 4 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delNery. erectlon and broaing of trusses and tuns systems, seeANSUrPII QualBdryy CrBefa, DS049 and 1101 Building Component 6904 Parka East Blvd. Sahp Infarmalbrrwo0oble fiom Toss flofe Intfitume, 218 N. Lee Street suite 312, Alexandria. VA 2231 A. Tampa, FL 33610 Job Thus Cry Ply LOT 30/SO INDIAN RIVER EST/ST LUCIE CTY T16683618 W31075 A06 �S_P_S_Tss 1 1 JobReference (optional)_ _ Builders FirstSource, Plam City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:03 2019 Page 1 a now 46 � 3.00 12 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress [nor YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-17: 2x4 SP No.1 WEBS 2x4 SP No.3 5x6 = 5x6 = 6 5x6 = 15 14 13 12 3x6 = 3x8 = 4x6 = 1.5.8 STP= 5x6 = CSI. DEFL, in (loc) Vclefl Ud PLATES TC 0.79 Vert(LL) 0.4917-18 >896 240 MT20 BC 0.76 Vert(CT) -0.65 17-18 >675 160 WB 0.86 Horz(CT) 0.34 12 n1a Na Matrix -AS Weight: 248 Ito BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-16, 9-13, 6-14 REACTIONS. (lb/size) 2=1252/0-8-0, 12=2674/0-8-0, 10= 619/0-3-8 Max Hoa 2=-353(LC 10). Max Uplift 2=-790(LC 12), 12=-1573(LC 12), 10=-828(LC 17) Max Gmv 2=1252(LC 1), 12=2674(LC 1), 10=77(LC 12) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3779/2180, 3-4=-3127/1838, 4-5=-1393/1063, 5-6=-1331/1106, 6-7=-690/744, 7-8=-769t761, 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= 119512257,9-12= 2506/1636,6-14=-970/548, 6-16=-181/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=250; B=45ft; 11=2411; 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 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; poroh right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcurent 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 ANSNTPI 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 Qt=lb) 2=790, 12=1573, 10=828. 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. Scale=1:80.1 3x6 = GRIP 244/190 FT=20% Walter P. Finn PE Nc82839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNWG-Verdydealgn Parameferaend NEADNOTESOMMSMDWCLUDEOMIMICnEFEBANCEPAGEnip7a3rev. Id032015 BEFORE USE Design valid for use only wBhMOekSconnectors. This design m based only upon parameters shown, and is for on building Component not �R- Q` a muss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate MIS design Into me overall bulding design. Bracing Indicated to bucMhg of indMdual tans web and/or chord members only. Additional temporary and permanent brocing MiTek' prevent B always required for stability and to prevent collapse with possible personal injury and properly Coinage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems seeANSVIP11 Quell Cmedo. DSB419 and BCSI Binding Component 6904 Parka East Blvd. Safety Infmmaf onavcllable from Truss Plate Institute. 218 N. Lee Steet. Butte 312 Alexandia, VA 22314. Tampa, FL 33610 Job Truss - Truss Type Oty Ply EST/ST LUCIE CTY 30/50I Doip T76683619 1J31075 A07 Hip Truss 1 1 RIVER JLOT ob Builders FirslSource, Plant City, FL- 33567. 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:04 2019 Page 1 p ID:GZkZSXBELDNJdjXs77 W skOzGxTm-KJErKM-pD11Z162vY W mmlaSUeKmPsONnhROHPOzUVGz r l 6-6-0 12-EO 18-4-0 24.5-0 30-0-5 1 36.41 1 42.9-0 44-t-0 h4-0 6-6-0 6-0.0 510-0 6-1-0 5-01-5 611-15 6.4.12 1-0--0 Scale = 1:78.7 5x6 = 5xe = 6.00 � 5 25 26 6 13 12 11 4x6 3.0D f 12 5x6 = 4x6 = 1.5x8 STP= 3x6 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.48 15-16 >908 240 W20 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 Incr YES W B 0.98 Horz(CT) 0.30 11 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2401b 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, 6-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1275/0-8-0, 11=2520/0-8-0, 9=-488/0-3-B Max Hom 2=-350(LC 10) Max Uplift 2= 805(LC 12), 11=-1470(LC 12), 9=-725(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3671/2353, 3-4=-3202/2022, 4-5=-1468/1156, 5-6=-1253/1143, 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; E1ic 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 18-4-0, Exterior(2) 18-4-0 to 22-6-15, Interior(1) 22-6-15 to 24-5-0, Extedor(2) 24-5-0 to 28-7-15, Intedor(1) 28-7-15 to 44-1-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 9 SYP N0.2 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 1001b uplift at joint(s) except (jt=lb) 2=805, 11=1470, 9=725. 9) 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. Walter P. Finn PE No12839 MiTek USh Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Ory, Ply LOT 30/5�INDIANER EST/ST LUCIE CTY T16683620 W31075 A08 Hip Truss 1 1 Job Referl Builders FirstSource, Plant City, FL-33567, B.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:052019 Page 1 ID:04ZhpjyBbM7MQk637fmDgzGua8-pVoDYi?S LtQfGd56EH?gn f4k6Dbtnvnv57gxTzUVGy 1 4-❑❑ 660 12-60 20.4-0 22-60 24-4-0 30-4.4 3fi-3-1 3fi�A-4 4%.9;0 441 0 r1-401 66.0 60.0 7-10% 2-1-0 f1.17.0 600. 5-V13 0- -3 fi-4-12 I7-4-) 0 4x6 � 3.00 12 Scale=1:79.2 5x6 = 5x6 = _^ - 13 " 12 11 = 5x6 = 4,6 = 7.5x6 STP = 3x6 5x6 = - 6 66-2 1610.2.0- 4-04-0 I -0.444 3-04--04 T1-02 2-19-00 0 7 860-0 6.0 4 6 Plate _Offsets (X,Y)- f2:0-1-14,Edgel.r3:0-M,0-0-01I5:03-80-2-4116:0-5-00-2-01I8:0-4-00-3-01r11:0-3-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.50 15-16 >873 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.65 15-16 >666 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.33 11 n/a 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 *Except* 6-13: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-12. 6-13 2 Rows at 1/3 pts 4-14 REACTIONS. (lb/size) 2=1273/0-8-0, 9=-504/0-3-8, 11=2539/0-8-0 Max Hoe 2=-386(LC 10) Max Uplift 2=-803(LC 12), 9= 741(LC 17), l l=-1485(LC 12) Max Gmv 2=1273(LC 1), 9=2(LC 12), 11=2539(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 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 BOT CHORD 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 =-1 533/938 WEBS 3-15=-570/466, 4-15=-745/1811, 4-14=-227211333, 5-14=-213/336, 6-14=-33lf795, 7-13=-150/613,7-12=-942/679,8-12- 1155/2214,8-11=-2364/1501, 6-13=-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=25ft; B=45ft; L=2411; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 to 20-4-0, Extedor(2) 20-4-0 to 26-7-15. Intedor(1) 26-7-15 to 44-1-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 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(s) except at=lb) 2=803, 9=741, 11=1485. 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. Walter P. Finn PE No.22939 MiTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNING-VedlydeslSe parameters and READ NOTES ON TN/SAND WCLUOEO MmEKREFERANCEPAGEM1P74Pa roe 1M32015BEFORE USE �■l Design valid for use only with Mss nek� connectors, This design Is based only upon parameters shown, and Is for an Individual bullding component, not a fusystem. Before use, the building designer must verity the appilcablllty of design parameters and property Incorporate this design Into the overall building design Bracing Indicated Is to prevent bucWhg of Indlvduel truss web and/or chard members only. Additional temporary and permanent bracing 0 always required for stobfllty and to prevent collapse with"Ible personal lnlury and property damage. For general guidance regardiing the fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPit Quaffs. Criteria. DSB49 and SCSI Building Component Safety Infomtatbmvallable from Truss Rate Institute, 218 N. Lee Street Suite 312 Alexandria VA 22314. 6i.�i{■� MiTek' 69N Parke East to d. Tampa, FL 33610 Job Truss Titus Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIECTY ' T16683621 N731075 A09 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:07 2019 Page 1 ID:O42hpjy8bM7gtOk637fmDgzGua8-1u OOiWy86uzmUEeKTvC4?RXn33mvDOPcxoLZUVGw 21-9-0 1 6-GO 13-1" 21-02 21 - 244U 304-5 363-1 3644 42-9-0 4-1 14-0 6-6-0 - 74-6 ]-1-10 2-]-0 6 0-5 5-10-12 0-1-3 64-12 14-0 0-4-6 Scale = 1:80.6 6x12 MT20HS= 6.00 12 4z6 3.00 12 0%6 � 13 12 5x8 = 4x6 = 1.5x85TP= 5x6 = &6-0 12-6-0 2IT4 24-4-0 30-4-5 36-4-4 3 -0 42-9-0 6-6-0 &0-0 8-10-86-0-5 5-11-15 & -12 6-1-0 3x6 - Plate Offsets (X Y)-- [2:0-1-14 Edgel [3:0-3-00-3-01 14:0-4-0 0-3-01 [7:0-3-0 0-3-0] [11:0-3-0 0-3-01 [13:0-5-4 0-2-81 LOADING (psq SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.48 15-16 >905 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.6714A5 >655 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.93 Horz(CT) 0.30 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 1Row at midpt 4-14,6-13 REACTIONS. (lb/size) 2=1274/0-8-0, 9=-494/0-3-8, 11=2527/0-8-0 Max Horz 2=-401(113 10) Max Uplift 2=-802(LC 12). 9=-722(LC 17). ll=-1493(LC 12) Max Grav 2=1274(LC 1), 9=8(LC 12), 11T=2527(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3870/2198, 34=-3205/1810, 4-5=-1111/915, 5-6=-1034/961, 6-7=-974/862, 7-8=-617/490, B-9=-661/1782 BOT CHORD 2-16=-1834/3697, 15-16=-1851/3714, 14-15=-1071/2488, 13-14=-213/835, 12-13=-65/449, 11-12= 1507/917, 9-11=-1494/908 WEBS 3-15=-633/560, 4-15= 695/1796, 4-14=-1863/1125, 6-13=-581/222, 7-13= 216/619, 742=-922/639,8-12=-1069/2168,8-11=-2355/1475,5-14=482/639, 6-14=-1181489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; E7io 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 21-4-8, Extehor(2) 21-4-8 to 25-7-7, Intermit) 25-7-7 to 44-1-0 zone; porchnght 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 par bottom chord live load nonconcurram with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between thebottom 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 ANSIrIPI 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 (it=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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUGIE CTY �A10 T1fi683622 1.731075 Hip Truss 1 1 Job Reference (optional) Builders FlrsiSource, Plant City, FL- 33567, 8.240 a Dec 6 2018 MiTek Inc. Wed Apr 3 07:17:08 2019 54 = 5x6 = 5 20 621 Scale = 1:67.6 3x8 3.00 12 5,6 — 3x4 = 3.6 II LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TP12014 CSI. TC 0.83 BC 0.79 WE 0.84 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc)/dell Ud 0.60 13-14 >734 240 -0.71 13-14 >620 180 0.37 9 n1a n1a PLATES GRIP MT20 244/190 Weight: 223 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. 2-13: 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. (Ib/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. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4437/2895,3-4=2836/2625,4-5=-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=427f706, 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf,, h=25ft; B=45ft; L=24ft; eave=5lp Cat. 11; 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 19-0-0, Extedor(2) 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 23-9-0, Extedor(2) 23-9-0 to 27-11-15, Interior(1) 27-11-15 to 36-64 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 pelf 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 anyother members, with BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 2 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 io bearing plate capable of withstanding 100 lb uplift at joint(s) except 611=11b) 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 1/2' gypsum Walter P. Finn PE No.12839 sheetrock be applied directly to the bottom chord. MiTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARN/NG-Ver(tytlesignparamete..dREAD NOTES ON MOANONCLUDEDUREKREFERANCEPAGEA 74T3rev. 1eN320lSBEFORE USE. Design valid for use only with MBekaa connectors. This design a based only upon parameters flown and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate MIs design Into the overall bWdingtleslgn, Bracing Indicated Is to prevent Welding ofIndividual two web and/or chord members only. Additional temporary andpemlanen}bracing MiTek' Is always required for stability and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, creation and bracing of trusses and muss systems seeAlial 1 Quality CDMrh. DSB49 and SCSI Building Companont 6904 Parke East Blvd. Safety lnformalbrnvaroble from Truss Plate Institute. 218 N, Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683623 r,0731b 075 All Hip Truss 1 1 Job Reference (optionall Builders RrstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:09 2019 Page 1 ID:04Zhp1yBbM7gI0k637fmDgzGua8.hG2kO32y1 aOs81wsL3Mx7d9KILTgXjPW d524EzUVGu 0 6-0 I 12-6-0 I 7-0O0 -1 -5 330 20 4668-189r40 fi6 -6-0 fi 4 6x8 = 6x8 = 19 20 6 21 Scale =1:67.6 to 9 3.00 12 6x6 = SxB = Sire;11 3x8 i 6-6-0 12-11 17-0.0 24-4-0 �5-9-0 30-4-5 3fi-8-0 46.0 7-4-0 t-5-0 4-7-5 6-3-11 Plate Offsets (XY)-- (2:0-2-90-1-B1 t3:0-3-00-3-01 f5:0-1-120-3-121 f6:0-4-00-1-15118:Edge0-1-121 f13:0-2-120-3-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) 0.58 13-14 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT)-0.7013-14 >623 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(CT) 0.36 9 We n/a BCDL 10.0 Code FBC2017JTP12014 Matrix -AS Weight: 2271b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 5-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at micipt 4-12, 5-11, 6-10 REACTIONS. (Ib/size) 2=1425/0-8-0, 9=1350/0-3-8 Max Hom 2=278(LC 11) Max Uplift 2=-868(LC 12), 9=-768(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) 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=-2821/4108, 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) Vasi 24mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 9=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 17-0-0, Exterior(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 grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a -rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=868, 9=768. 8) 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. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING-Verltytleslgn parameters andREAD NOTES ON MIS AND INCLUDED M?EKR£FERANCEFAGE MI470TJ rev. IGU2015 BEFORE USE. �■■' Design valid for use only with MRek® connectors. this design Is based only Won parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vent, Me applicability of design parameters and property Incorporate this design Into Me overall buildingdeegn. Bracing Indicated is to prevent buckling of individual I web and/or chord members only.Additional temporary and permanent bracing Is always required for stobtly and to prevent collapse Win possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and I systems. seeANSVIPII Qualmpyy Criteria, DSO-89 and BCSI Building Component Solely Intarmatbrgvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M4Tek* 6904 Parce East Blvd. Tampa, FL 33610 Qty P�JL,ObTR',Of�erence(optlonal) VER EST/ST LUCIE CTY T16683624 ;V3;1075� ]Al2 �HPTITaa 1 Builders FirstSource,Plant City, FL- 33567, 8.240 s Dec 62018 MiTek Industries, Inc. ID:Q4ZhpjyBbM7gtQk637fmDgzGuaB-df9Uol3DZBeaNB4F 12-fi-0 15-E0 7-59--00 30-4-5 2&0111--1100 6-0 2 I F 3-44-60 2-7-4 ~ 1 3- 5x6 = 3x4 = Sx6 = 6.00 F12 r 5 -_^ 21 6 22 23 7 3 07:17:11 2019 Scale = 1:68.3 kP 3x12 MT20HS 3.00 12 5x6 = 5x6 = 3x6 I[ I 1IEO 2-9-0 -460 I 62.20 3745 :0 244 2 6 3-63-0 -Plate Offsets _(X Y)-- f2:0-0-10 Edge? (3:0-3-00-3-01 15:0-3-0 0-2-01 17:0-3-0 0-2-01 19:0-3-0 0-1-81 LOADING Dal) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) 0.57 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ved(CT) -0.6914-15 >638 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.34 10 n1a n/a BCDL 10.0 Code FBC20177rP12014 MafiX-A$ Weight: 2161b 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 CHO_ RD Rigid ceiling directly applied. 2-14:2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 1 Row at micipt 6-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=142610-8-0, 10=1350/0-3-8 Max Holz 2=256(LC 12) Max Uplift 2=-868(LC 12), 10=-768(LC 12) FORCES. (lb) -Max. Comp./ful Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 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 CHORD 2-15=-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=-374l715, 6-12=-9261774, 4-13=-1937/1535,7-12=-347/631,8-11=-290/447,9-11=-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=42psf; 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(l) 1-8-0 to 15-0-0, Extedar(2) 15-0-0to 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joints) 2 considers parallel to grain value using ANSI/rP1 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 100lb uplift at joint(s) except (it=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. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 d904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNING -Velhy de9gn parameters end READ NOTES ON TUG AND INCLUDED MmEKREFERANCE PAGE MIF74T5 rev. 111,173,2015 BEFORE USE Design void for use any with MiTek® connectors. This design 6 based only upon parameters shown. and is for an individual building component not ��• a from system. Before use. the building designer must verify the oppllcwbaily of design parameters and properly Incorporate this design into the overall bulldingtlaslgn. BrocingIndicated Istoprevent buckling ofiadNidualhum web and/or chord members only.. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of frusses and huss syslema s69ANSVrpll Quality Ceti DSB-89 and SCSI Building Component Safety Informatiomvoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683625 1731075 A13 Hip Truss 1 1 Job Reference o tional bumers Firstbource, Plant U ty, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:12 2019 Page l ID:O4Zhpjy8bM7gIOk637fmDgzGuaB.5gs054rKVmR?K1ROCvecGnouYW8klTyXgKihZzUVGr 4-0 6-6-0 12-6-0 1yp,0 79-1-15 24.4-0 29-9-0 3fi-8-0 114.0 6-6-0 6-0-0 Plfi O 6-7-15 5.2-1 5.5.0 6-11-0 Scale = 1:66.9 5x8 = 2x4 II 5x6 = 6.00 12 5x8 = 4 20 5 6 21. 22 7 3.00 12 5x8 _ 3X4 = 3.6 11 3x12 MT20HS LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.58 13-14 >751 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ven(CT)-0.6913-14 >633 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.85 Horz(CT) 0.35 9 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied, except endveilicals. 7-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-12 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 9=135010-3-8 Max Horz 2=250(LC 12) Max Uplift 2=-869(LC 12), 9=-768(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) 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=-977/703,5-12=-328/373, 6-12=-646/975, 6-11=-983/789,7-11=-595/867,7-10=-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.Opst 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 13-0-0. Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 29-9-0, Exterior(2) 29-9-0 to 33-11-15, Intedor(1) 33-11-15 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat 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 tit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVI-P1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb 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 sheetrock be applied directly to the bottom chord. Walter P. Finn PE No12839 MiTek USA, Inn. FLCed 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Cry Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683626 W31075 A14 Hip Truss 1 1 Job Reference footionaft ounu=.a,,,o,�wu.e, nnur wy, rL-JJooq n.z4us Use o LUl a Mu eK mausmes, Inc. Wea Aar 3Ur:11:13 2u19 5x8 = 5x6 = 2x4 II 5.8 = 4 22 5 23 6 24 7 Scale: 3/16'=l' 11 26 3x6.= 2.4 II 3.4 = 3x6 3x4 = 5x8 = 3x4 = 3.6 II 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP12014 CSI. TC 0.62 BC 0.69 WB 0.51 Matnx-AS DEFL. in (roc) Vdefl Ld Vert(LL) 0.25 13 >999 240 Vert(CT)-0.3411-13 >999 180 Horz(CT) 0.10 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 2081b 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 1Row 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. (III) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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, e-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=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24tt; eave=5f ; Cat. II; Exp C; Eric[., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 11-0-0, Extenor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 31-9-0, Extenor(2) 31-9-0 to 35-11-15, Intedor(1) 35-11-15 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=869, 9=767. 7) 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. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING -Vetlry design parainefersand READ NOTES ON MIS AND WCLUDED MmEK REFERANCEPAGE MX74M rev. 1BA'Y2015 BEFORE USE Design Valid for use only with M6ekeir connectors. lh6 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 Incoryorate this design into the overall ■■��YWYf building design. Bracing Indicated is to prevent buckling of lndiNdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posable personal Injury and property damage, For general guidance regarding the fabrlcatloa storage; delivery, erection and bracing of trusses and truss systems, seeANSVMI I Gua01y Criteria. DSB-69 and BCSI ba 1p Component 69N Parke East Blvd. Safety Informalbfnvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply�JbTR,ferenca EBT/ST LUCIECTV �INDIANVER T16683627 W31075 A15 Half Hip 1 al Builders Fustsource, Plant City, FL- 33567, 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 3 07:17:14 2019 Page 1 ID:GZkZSXBELDNJd)Xs77 W skOzGxTm.2ErdRn65s609Eepgecy6ihsC8M8mCx5F7ypinzUVGp 1-0-0 6-3-6 9-0-0 1410.1 22-8-4 29-7-5 36.8-0 1-4-0 6-3-6 2-8-10 5-10-2 7-70.3 fi-17-1 7-0-11 5x6 = 3x4 = 5x6 = 3.6 = Scale: 3/16'=7' 3xfi = 3z8 = 4x6 = 3x4 = 46 = 3x4 = 6.8 = 9-0.0 18-1-8 27-0.0 36-e-0 s-o-D s-7-e 8-10.9 .Plate Offsets (X,Y)- f4:0-3-0,0-2-01.16:03-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.32 10-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(CT) -0.47 9-10 >935 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.84 HonnCT) 0.13 9 n1a n1a BCDL 10.0 Cade FBC2017ITP12014 Matrix -AS Weight: 188 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 1Row at midpt 7-9 REACTIONS. (Ildsize) 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. (Ib) - 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=-198211419 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=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 9-0-0, Extedor(2) 9-0-0 to 13-2-15, frill 13-2-15 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 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 crashing 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 Qt=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. Walter P. Finn PE No32839 MiTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 0 WARNING-Vetlrydeslgp parameterantl READ NOTES ON MIS AND INCLUDED MIrEsKHEFERANCEPAGEM67473rei, 141131915BEFORE USE Design valid for use only with M6ek® connectors. Ihls dedgn is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. BrocIng Indicated Is to prevent buckling of Individual Dues web and/or chord chord members only. .Addifi ltemporaryandpeananenibracing Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems. seeANSU1P11 GuallXyCnNrb, DSB89 and BICE Building Component Safety Informatbrnvailable from Truss Plots Institute, 218 N. tee Sheet, Suite 312. Alexandra. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTV r3147 T16683628 0755 A16 Half Hip Girder 7 1 Job Reference (optional) ounue,e,,,om�u,�q rimn�my, r� o00 , a.24U5Uet, 0ZV10MIIeKmaUSmeS,mC. wisa Hpr JU/:1/:1b2U19 VaDel Scale = 1:66.8 6x12 MT20HS 9 4.6 = 5x8= 8.14 MT20HS = 5x12 = 20 II 64 = 6.00 F12 3 21 22 4 23. 24 5 25 26 6 27 28 29 730 31 328 33 34 9 ob bb al lb Ja Ju 14 41 42 - 43 44 45-- 46 47 1.5.8 STP= 4x6 - 6z12 MT20HS= 2.4 II 5x8 = 2.4 II 6x12 MT20HS = 3x12 MT20HS II 4x10 MT2011Si US 6x121AT20HS= 3-9-4 7-0-0 12-0-8 16-11-4 21-10.0 26-8-12 31-7-8 36.8.0 3-9-0 I a2-12 s-n-a a -in -to a.lnno e-tn-» r Plate Offsets (X Y)-- f2:0-3-8 0-1-151 f3:0-9-4 0-3-01 f6:0-7-0 04-81 I11:0-3-8 0-241 LOADING (psi) SPACING- 2-0-0 CS]. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ven(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 [nor NO W B 0.98 Horz(CT) -0.22 10 n/a Na BCDL 10.0 Code FBC2017/TP]2014 Matrix-MSH Weight: 249 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except- TOP CHORE 1-3: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOT CHORE WEBS 2x4 SP No.3*Except' WEBS 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 Herz 2=276(LC 25) Max Uplift 10=-3396(LC 5). 2=-2982(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5645/6222, 34=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 BOT CHORD 2-18=-5644/4984, 17-18=-8143l7094, 15-17=-9182r7982, 13-15=-918277982, 12-13=-7275/6306,11-12=-7275/6306 WEBS 3-18=-2312/2083,4-18=-2713/3102,4-17=-1059/918, 5-17= 1107/1287, 5-15=-328/436, 5-13=-335/367,6-13=-479/576,7-13=-1952/1704,7-12=-326/425, 7-11=-3092/3563, 8-11=-515/675, 9-11=-5266/4532 Structural wood sheathing directly applied or 2-10-5 oc purling, except end verticals. Rigid ceiling directly applied or 3-2-11 oc bracing. 1 Row at midpt 4-18, 7-11, 9-11 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=6.Opsf; h=25f; B=45tt; L=24D; eave=61ft; 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 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 20.0psf on the bollom 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) 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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 66M 6904 Parke East Blvd. Tampa FL 33610 Date; April 3,2019 A WARNING - Vbrlry design pawmetera and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIF74M rev. I&V aQol5 6EFORE USE Design valid for use only with Mlrek@ connectors. This design 0 based only upon parameters shown, and IS for an individual building component, not atruss system. Before use, the building designer must verify the applicability of design parameters and properly lncorporote this design into the overall r building design. Bracing Indicated is to prevent buc'4ing of individual truss web and/or chord members only.. Additional temporary and permanent brochg MiTek' Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII Quality Criteria. DS349 and 6CSI Building Component 69N Parke East Blvd. Safety Infomsatbrpvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33810 Job Truss Truss Type City Ply LOT 30/50INDIAN RIVER EST/ST LUCIE CTV T16683628 1-731075 A16 Half Hip Girder 1 1 Job Reference (optional) Builders FlrstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:17 2019 Page 2 ID:GZkZSXBELDNJdjXs77WskOzGzTm-8p)03oM1 Oj56XPplVpJJUiBZHgPGZhhylTMmzUVGm NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 210 Ib up at 7-0-0, 152 It, down and 203 lb up at 9-0-12, 1381b down and 203 It, up at 11-0-12, 133 lb down and 203 lb up at 13-0-12, 133 Ib down and 203 Ib up at 15-0-12, 133 Ib down and 203 lb up at 17-0-12, 133 It, down and 203 lb up at 19-0-12, 133 Ib down and 203 Ib up at 21-0-12, 133 lb down and 203 It, up at 23-0-12, 1521b down and 203 It, up at 25-0-12, 152 Ib down and 203 Ib up at 27-0-12, 152 Ib down and 203 It, up at 29-0-12, 152 lb down and 203 Ib up at 31-0-12, and 152 lb down and 203 Ib up at 33-0-12, and 152 Ib down and 203 It, up at 35-0-12 on top chord, and 353 Ib down and 496 lb up at 7-0-0, 99Ib down and 166 Ib up at 9-0-12, 99 lb down and 166 Ib up at 11-0-12, 99 Ib down and 1661h 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 lb down and 166 lb up at 19-0-12, 99 Ib down and 166 Ib up at 21-0-12, 99 Ib down and 166 Ito up at 23-0-12, 99 Ib down and 166 Ib up at 25412, 99 Ib down and 166 Ib 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 Ib down and 166 It, 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 devices) 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 (plQ Vertu 1-3=54, 3-9=-54. 2-10=-20 Concentrated Loads (lb) Vert: 3=-92(F) 18=-353(F) 5=-92(F) 15=-84(F) 21— 92(F) 22=-92(F) 23=-92(F) 24=-92(Fj 25=-92(F) 26=-92(F) 27— 92(F) 29= 92(F) 30=-92(F) 31=-92(F) 32=-92(F) 33= 92(F)34=-92(F) 35=-84(F) 36=-84(F)37=-84(F)38=-84(F)39=-84(F)40_ 84(F)41=-84(F)42=-84(F) 43=-84(F)44=-84(F)45=-84(F)46=-84(F)47=-84(F) Job Truss Truss Type Oty ply LOT 30/501NDIAN RIVER EST/ST LUCIE CTV T16683629 t731075 B01 Hip Girder 1 1 Job Reference o ti0nal rsullaere, realaourve, Plate idly, rL - JJbUf, 6.240 a Jac 62018 MI Iek Inc. Wed Apr 3 07:17:19 2019 Page 1 6.00 12 6a12 MT20HS i 5x6 = 5.8 = 8x14 MT20HS = 5x12 = 3 23 244 25 26 5 27 28 29 6 30 31 7 32 33 8xt4 MT20HS J 0 Scale = 1:66.9 rb 34 35 v 36 16 37 1b 38 39 40 19 41 42 1443 12 46 11 1.5x8 STP= 5x6— 6xl2MT20HS= 5x8— 2x4 If 5x6 1.5,8 STP= 4xt10 MT20HS i 4x6 = 2x4 11 6xl2 MT20HS= 400 MT2011S LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.72 BC 0.53 W B 0.97 Matrix-MSH DEFL. in (loc) I/defl Ud Vart(LL) 1.08 14-15 >411 240 Vert(CT) 0.87 14-15 >513 180 Horz(CT) -0.27 9 Na rda PLATES MT20 MT20HS Weight: 2341b 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. (Ih/si2e) 2=2866/0-8-0, 9=2909/0-8-0 Max Horz 2=-148(LC 6) Max Uplift 2=,3119(LC 8), 9=-3179(LC 8) FORCES. (Ib) - 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical ]attend right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf an 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. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) 2=3119, 9=3179. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ib down and 210 lb up at 7-0-0, 152lb down and 203 lb up at 9-0-12, 138 lb down and 203 lb up at 11-0-12. 133 Ib down and 203 lb up at 13-0-12, 133 lb down and 203 lb up at 15-0-12, 133 Ib down and 203 go up at 17-0-12, 133 lb down and 203 lb up at 18-6-0, 133 Ib down and 203 lb up at 19-11-4, 133 lb down and 203 Ito up at 21-11-4, 133 lb down and 203 Ile up at 23-11-4, 13816 down and 203 lb up at 25-11-4, and 1521b down and 203 lb up at 27-11-4, and 208 lb down and 4131b up at 30-0-0 on top chord, and 353 lb down and 496 lb up at 7-", 99 lb down and 166 Ib up at 9-0-12, 99 lb down and 166 Ib up at 11-0-12, 99 lb down and 166 Ito up at 13-0-12, Waller P. Finn PE No12819 99 lb down and 166 It, up at 15-0-12, 99 Its down and 166 lb up at 17-0-12, 99 lb down and 166 lb up at 18-6-0, 99 lb down and 166 MDek USA Inc. FL Cad 6634 lb up at 19-11-4, 99 lb down and 166 Ile up at 21-11-0, 99 It, down and 166 lb up at 23-11-4, 99 lb down and 166 It, up at 25-11-4, 6904 Parke East Blvd. Tampa FL 3361D and 99 Ito down and 166 lb up at 27-11-4, and 3531b down and 496 It, up at 29-11-4 on bottom chord. The design/selection of such Date: 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). April 3,2019 QWARN/NG- Vsrcydesfgnpammelsmandr? ADNOTES ON TNISANO INCLUDED MMEKREFERANCEPAGEM67427 rev. 1h 015 BEFOREUSE. Design valid for use only with Mlrekla connectors. this design 6 based Only upon parameters shown, and Is for an IndMducl building component, not 0 nurse system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this tleslgn Into the overall• buildingdeslgn. BracinglndlaotedIstopreventbu&ImgofIndividualfrussweband/orchordmembersonly. Additional tempaory and permanembrocing Is always required for stability and to prevent collapse will passable personal injury and property damage. For general guidance regarding Me fabrication, storage. delivery erection and bracing of trusses and truss systems. seeANSVmr1 Quality Criteria, DSB49 and BC81 Building Component Safety mfoanotionavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683629 t731075 B01 Hip Girder 1 1 Job Reference (optional) Builders 1-1misoufce, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:19 2019 Page 2 ID:GZkZSXBELDNJdjXS77WskOzGxTm-OBeWUUAEheaRKPhnxAXHPka2sNystAK BGWaRfzUVGk LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 3=-92(B) 8=-161(B) 18=-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=-94(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(8) Q WANNWG-Vent'desgnperemefehsand BEAD NOTES ON TUIS AND WC1.110EDMITEKNEFEMNCEPAGEMX74"rov. la=a15BEFORE USE Design valid for use only with MBelt® connectors. This design B based only upon parameters shown, and Is for an Indviduci building component, not ss a trusystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldlnGdesign. Bracing Indicated xtoprevent buckling oflndMduoltruss web and/or chord members only. Additional temporary and perrnanontbracing Is always required for stability and to prevent collopse with possible personal Injury and property damage. For General guidance regarding the fabrication, storage, delivery, erection and bracing of busses and true systems, seeANSI/Ril QualMy Cabda, DS349 and SCSI Building Component Sabry Nfarmationavolloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. �� MiTek' 69U Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 30/501NDIAN RIVER EST/ST LUCIE CTY T16683630 W31075 B02 Hip Truss 1 1 Job Reference o tional bunters I-usibource, Plam Ugly, I-L-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:20 2019 Page 1 5x6 = e nnFi—, 4 3x4 = 24 25 5 Sx6 = 5x6 = 6 26 27 7 Scale=1:65.9 m 0 0 m 6 3x6 = 3x8 = 46 = 3x4 = 4x6 = 3x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri 0.34 13 >999 240 MT20 2441190 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 HOrz(CT) 0.14 9 Na are BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 180 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, 9=1441/0-8-0 Max Harz 2=-184(LC 10) Max Uplift 2=-885(LC 12), 9=-885(LC 12) FORCES. (lb) -Max. CompJMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-2565/1810, 3-4=-2366/1709, 4-5=-2099/1588, 5-6=-2763/1976; 6-7=-2099H588, 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=532J862, 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.Opsf; h=25ft; B=45ft; L=24ft; eavei 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 9-0-0, EMedor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 28-0-0, Extedor(2) 28-0-0 to 32.2-15, Intedor(1) 32-2-15 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 665 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 61=11a) 2=885, 9=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. Walter P. Finn PE No22819 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING-VeHlydeNSn Paramefersand REAO NOTES ON THISAND INCLUDED MREKREFERANLEPAGEM674m rev. 1G'UY2015aEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for on mdMduol building component, not Iva�• a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only., Addltlonai temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For genercl guidance regarding Me fabrication. storage, dellvery, erection and bracing of trusses and truss systems. seeANSVrPil Quality Classic, DS549 and 11101 Building Component 6904 Parke East BNd. Salary Informationavailable from Truss Plate Institute. 218 N. Lee Sheet. Sure 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply�Jb EST/ST LUCIE'CTV T16683631 t731075 BD3 Hip Truss 1 �INDIANR omiuem ruo,ouui, nmr tray, 11-aJao1, o.L4V s II a 4U1tf MI iex mauslmes, Inc. vveo Apr J U/:1 G21 Zuiv m d1 5.8 = 2x4 11 51 = 4 25 5 26 6 27 u1. I4 11 lu 3x6 = 2x4 II 3.6 31 = 3x4 = 20 II 31 = 3x4 = 3x6 = fi-4-12 11-0.0 18-6-0 2fi-b-0 30.7-4 37-0-0 Scale=1:65.9 m I� Plate _Offsets (X,Y)- f4:0-6-0,0-2-B1 r6:0-6-00-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.70 Vert(LL) 0.28 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.3613-15 >999 180 SCLL 0.0 ' Rep Stress ]nor YES WB 0.62 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matti Weight: 1931b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1441/0-e-0, 8=1441/0-8-0 Max Horz 2= 220(LC 10) Max Uplift 2=-885(LC 12), 8=-885(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=-2607/1772, 3-0=2206/1609, 4-5=-2342/1785, 5-6=-2342/1785, 6-7= 2206/1609, 7-8=2607/1772 BOT CHORD 2-16=-141312340, 15-16=-1413/2340, 13-15=-1076/1977, 11-13=-1102/1929, 10-11=-1439/2273.8-10=-1439/2273 WEBS 3-15=454/413,415=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=4.2psf; BCDL=6.Opsf; ItI B=45ft; L=24ft; eave=5ft; 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 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interar(1) 15-2-15 to 26-0-0, Extedor(2) 26-0-0 to 30-2-15, Interior(1) 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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 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 1001b uplift at joint(s) except 01=11b) 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. Walter P. Finn PE No.22839 MiTek USA Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Bate: April 3,2019 ,&WARNING-Vernydes/9np vaactem and REAO NOTES ON DILSANOMCLUOED MREKREFERANCEPAGEM674TJ rev. 101,09RO159EFORE USE, Design void for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for on IntlNldual building component, not a hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate mis design Into me overall bulldingdaslgn, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is alwoys 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 truss systems, seeANSI/IPII Quality Cllfedo, DS11-09 and BCSI Buldklg Component Safety Informolbrnvolloble from Truss Rate Institute, 218 N. We Street. Suite 31Z Alexandria, VA 22314. MiTek' 69N Parke East BNO: Tampa, FL 33510 Jab Truss Truss Type 'Q1y Ply LOT 30/SO INDIAN RIVER EST/ST LUCIE CTV T16683632 T731075 B04 HIP 1 1 Job Reference (Optional) Builders FirstSource, Plant City, FL - 33567, 8.240 s Dec 6 2016 MiTek Industries, Inc. Wed Apr 3 07:17:23 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskQzGxTm.HmOKsDkkt91pl?ZA?cDZakjS G-p2ja3uUnaQzUVGg 140 6-6-0 13-0-0 18-&0 24-0-0 I7-5 37-0-0 B-4-0 (1-4-O 6.6-0 6.6-0 5.8-0 5-fi-0 fi-7-5 i 64-17 '1-40 �I d 5x8 = 6.00 12 2x4 11 Sx6 = 23 5 24 6 A! 3x8 i 3.00 12 Sa6 = 2x4 11 3x6 fi-6-D 12-6-0 18.6.0 24-4.0 30. 3.5 7-5 3]-0.0 1 s-s-D 6-D-D 1 s-o-D 1 5-1D-D 1 s-I s.4- , Scale = 1:68.4 Plate Ottsets(X,Y)- f2:0-2-9.0-1-81,f3:0-3-00-3-01 f4:04-120-2-41 f6:0.3-80.2-41 F7:0.3-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.55 13-14 >813 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.7213-14 >619 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Hoa(CT) 0.38 8 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -AS Weight: 191 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 34: 2x4 SP No.t 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. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12 REACTIONS. (Ib/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Horz 2=-256(LC 10) Max Uplift 2=-885(LC 12). 8=-885(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4507/2886, 34= 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=-1732/3240, 11-12=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=4.2psh BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=6f; Cat. II; Eke C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 13-0-0, EMerfor(2) 13-0-0 to 17-2-15, Interior(l) 17-2-15 to 24-0-0, Exterior(2) 24-0-0 to 28-2-15, Interior(1) 28-2-15 to 384-0 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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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-" 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 ANSUFPI 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 (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 112" gypsum sheetrock be applied directly to the bottom chord, Walter P. Finn PE Na.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNWO-Vedlydee,S Peremef¢nend RE DNOTES ON INISANDWCLUDEDMREKN£FE ANCEPAGEM674Tdmv. 1MR312DISHEFONE USE Design valid for use only with MirekOl connectors. this design Is based only upon parameters shown, and Is for an IndMduol building component not ��- a hum system. Before use, me building designer th ner must verify e applicability of design parameters and properly Incorporate this design Into the ovaroll building design. Brocing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bfachg Isalways requaed for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the MiTek- fabrication. storage, delivery. erection and bracing of trusses and truss systems. seeANSVrPll Quality CrBula, DSB49 and BCSI Building Component Safety Nformatlonavollabla from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 2231A. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Type Oly Ply LOT 30150 INDIAN RIVER EST/ST LUCIE CTVT16683633 A]S05 1731075 HIP 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:24 2019 Scale = 1:68.9 5x6 = 5x6 = 6.00 12 cVc - 5 24 25 6 12 11 3.00 12 11 = 2x4 II 3x6 3x8 G -7s2-DE-0 22-0-0 I a4-s4--n0 1a1a7.,gn6-600 I 1a0.37-0.0 F sa.10 1 Plate ORsets(X,Y)- 12:0-2-9,0-1-81 f3:0-3-00-3-01 f5:0-0-00-2-81 f6:0-4-00-2-81.f8:0-3-00-3-01 fl2:0-5-40-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell L1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(L-) 0.55 14-15 >805 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.73 14-15 >609 180 BCLL 0:0 ' Rep Stress [nor YES WB 0.64 Horz(CT) 0.37 9 n(a rl/a BCOL 10.0 Code FBC2017(TPI2014 Matrix -AS Weight: 200 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Lek: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 2=1441/0-8-0, 9=144110-8-0 Max Hor4 2=291(LC 11) Max Uplift 2=-885(LC 12), 9- 885(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-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, 14-15=-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 mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh 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) -1-0-0 to 1-8-0. Intedor(1) 1-8-0 to 15-0-0, Extedor(2) 15-0-0 to 19-2-15, Interior(l) 19-2-15 to 22-". Extedor(2) 22-0-0 to 26-2-15, Intedor(1) 26-2-15 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 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) All bearings are assumed to be SYP Not crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=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. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING-Venrydee m paremefen and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEW7473 rev. f =aaf5BEFORE USE. Design valid for use onlywith MRel6 connectors, This design Is based only upon parameters shown, and B for an IndlNducl building component, not a truss system. Before use, the burping designer must verify Me oppllcobllity of design parameters and property Incorporate this design Into the overall i bustling tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllliy, and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Ore fabrtcollon storage; delivery. erection and bracing of busses and truss systems, seeANStrill Quo' y Cal DSB-89 and SCSI BuldtrC Component 6904 Parke East BNd, Safety Informalbns,011oble from Truss Nate In fine, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type my VER EST/ST LUCIE CTVT766836341075 r B06 HIP 1 =Reference al Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 d 5x6 = 5x6 = e nnr 12 11 3x8 G 3.OD 12 Sze = 2x4 II 3x6 Efi-0 12-fi-0 17-D-0 20-0-0 2440 3171 37-0.0 6.6.0 60.0 '4.6-0 3-0.0 dd-D eA-a e.dn0 Scale = 1:68.9 Plate Offsets (X Y)-- f2:0-2-9 0-1-81 f3:0-0-0 0-3-01 f5:0-3-00-2-0I f6:0-3-00-2-01 I8:0-3-0 0-3-07 (12:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Lid PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.82 Vert(LL) 0.56 14-15 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.74 14-15 >600 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.38 9 n/a r✓a BCDL 10.0 Code FBC2017/TPI2014 Matdx-AS Weight: 2061b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13 REACTIONS. (lb/size) 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. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4507/2700, 3-4=-3884/2388, 4-5=-2142/1525, 5-6=-1674/1438, 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=-4921757, 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=4.2pst BCDL=6.Opsf; h=25f : B=45ft; L=24N; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 24-5-12, Intedor(1) 24-5-12 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 pending. 4) This truss has been designed fora 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Milt fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle tpgrain formula. Building designer should verity 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 (jt=1b) 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 sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East elvd.Tampa FL 33810 Date: April 3,2019 Q WARNWG-VedyydrefynparemetsmsadalA NOTES ON TNISANOINCLUDEDmF kREFERANCEPAGEW74 .J . 1,193,2015BEFORE USE Design valid far use only with MBea connectors.russ Th6 design is based only upon parameters shown, and 6 for on Individual building component.not a�.��( a tsystem. Boars use, the buliding designer must verify Me oppllcablllty of design parameters and properly Incarcerate this design Into the overall u■tp�l buildingdespri. Bracing indicated Istoprevent bucklingofhdivldualh= web and/orchord members only. .Addl6onaltemporary end permanent bracing M!Tek' b always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erectlon and brochg of trussBs and truss systems, aeeAN3I71Pi1 Duality Crlerta, DSO-09 and SCSI Building Component 69N Parka East Blvd. Safety Informatio avallable from Truss Plate Institute, 218 N. Lee Street Suite 31Z Maxondria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683635 T731075 C1 Jack -Open 10 1 Job Reference o tional Duuues nu,00mce, non wy,rc-oaaoq 0.z4u s vec P Lule MI IOK Inallslne5, Inc. WeP APT .f u/:l CZb ZVIV I Scale =1:7.6 LOADING (pso SPACING- 2-0-0 CSI, DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. Qlafsize) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-3(LC 1), 2=-226(LC 12), 4=-15(LC 1) Max Gmv 3=23(LC 12), 2=158(LC 1), 4=51(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purims. 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=25ft; B145ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard 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) 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 Qt=Ib) 2=226. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 69D4 Parke East Blvd. Tampa FL 3361D Date: April 3,2019 QWARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 hm I6DYl015 DEFONE USE �■�- Design valid for use only win MRekZ connectors. This design Is based only upon parameters shown and Is for an IndMdual building component, not a truss system. Before use, the building designer must verify the oppllcabilty, of design parameters and properly Incorporate this design Into the overall bulldingdesign. Brocingindicated Istoprevent buckling ofinclMduaitruss web and/or chord members only. Additional temporary and permanenlbrocing Is always required for stability and to prevent collapse WM possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAN3NIPII Cualay Cmrrda, DSI-dg and SCSI BuStllep Comppnr nt Sol inlalmatiooalable from Truss Rate Institute,218 N. Lee Street, Sulte 312. Alexandra. VA 22314. �•�pi MiTek' 69N Parke East Blvd. Tampa. FL 33610 Truss Thus Type EST/ST LUCIECTY T76683636 r1731075 C1P Jack -Open �67 �JL,ob �INDI.ANVER al nullaers rlrnaource, nam lily, rL-JJob I. a.Lqu s Uec o Zu 10 mu ex lnan5rnes, inc. vvea Apr a v,: I :zi zu i tl h Scale =1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hoa(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-3/Mechanical, 2=158/0-3-0, 4= 15/Mechanical Max Holz 2=91(LC 12) Max Uplift 3=-6(LC 9), 2= 246(LC 12), 4=-21(LC 17) Max Grav 3=17(LC 12), 2=158(LC 1), 4=37(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 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=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) zone; porch left exposeil;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 anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP Ni crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (1=11p) 2=246. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East li Tampa FL 33810 Date: April 3,2019 ®WARNING-Vetlrytleslgn parsmeters.mfREAD N07E5 ON MZMDWCLVDED MIfEICREFERANCEPAGEMM174M.. 10=0156EFORE USE Design valid for use only with Make, connectors. Ibis design is based only upon parameters shown. and Is for an Individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate 11,6 design into the overall buildIngdesign. Bracing indicated btobuckling ofIndividual truss web and/or chord members only. Additional temporary and permanent bracing i MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regartling the fobricotlon, storage; tleMery, erection and bracing of trusses and nuss systems, seeANSVTPI I Quality Criteria, DSB-89 and SCSI Budding Component Safety Informationovailable from Truss Plate Institute, 218 N. We Street Suite 312, Atexondria. VA 22314. 69N Parke East Blvd. Tampa, FL 33810 Job Truss Truss Type Oily Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683637 f731075 C3 Jack -Open 10 1 Job Reference o lional Builders Flrst6ource, Plant City, FL-33567, 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:27 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm.9k7X9DGFo6filelKPm9jpvYeboYI1 P9_W S?IBZUVGc 2-11-4 2.114 Scale = 1:12.7 Plate Offsets (X,Y)-- I2:0-4-4 0-041 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ver'I —0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOral -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-62(LC 12), 2=-183(LC 12) Max Gray 3=65(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-114 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -14-0 to 1-8-0, Interior(i) 1-8-0 to 2-10-8 zone;C-C for members and fames & MW FRS 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 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be 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 1001b uplift at joini(s) 3 except Qt=lb) 2=183. Walter P. Finn PE No12839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 WARNING-VerUydeeirn parariefersand READ NOTES ON TNISANO INCLUDED MITEKREF£RANCEPAGEM5J473 rev. 101012015aEFOREUSE, Design valid for use only wtih MBekaD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not lot a truss system. Before use. Me building designer must verify the appllcabiltiy of design parameters and properly Incorporate this design Into the overall buiidingdesign. Bracing Indicated 6toprevent buckling ofIndividual MISS Web and/or chord members only.. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of husses and Muss systems seeANSVri Quality CdMda, OSB-59 and BCSI Building Component 6904 Parke East Blvd. Sabty Informationavo labie from Truss Plate Institute, 218 N. Lee sheet. Suite 312 Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Ply LOT 30/SO INDIAN RIVER EST/ST LUCIE CTYT16683638 1731075C3PJack-Open ��Qty 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, B.240 s Dec 6 2018 Mil Industries. Inc. Wed Apr 3 07:17:28 2019 Scale=1:12.7 2-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 4'-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Ved(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matti Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/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. ill - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 101 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(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 & 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.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 chard and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing 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 Ot=lb) 2=245. Walter P. Finn PE ND.22839 MiTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 ®WARNING- Verlrydalgnparametersand NEADNOTES ON TNISANDWCLUDEDMDEKNEFEBANCEPAGEMO74Mex. lNDY2als REFOREUSE �■�' Design valid for use only with Mitek0connectors. This design 6 based only upon parameters shown, and is for on individual building component, not a truss system. Before use, fire building designer mustverlfy the applicability of design parameters and properly Incorporate this design into the overall aCT�"A.,■q buildingdesign. Bracing indicated Is to prevent buckling oflndMdualtruss web and/or chord members oNy..Addinonaltemporary and permanent bracing MiTek' Is always required for stabillty and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding the fabrlcal storage, deavery, erection and bracing of trusses and truss systems, seeANSVIPIT Cuall Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informalrorpvalable from Truss Plate Insfil 218 N. Lea Street, Suite 312, Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Type City Ply LOT 30/501NDIAN RIVER EST/ST LUCIE CTY T16683639 1731075 CS Jack -Open 10 1 Job Reference factor, bunoers nraavurce, ream wy, rL- aaabi, b.eausuec bemamuercmousmes,mc. Wea Apr aul:v:zazmB 3x4 = Scale=1:17.6 4-11-0 _ Plate Offsets (X,Y)-- 12:0-14,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.06 4-7 >992 240 MT20 244/190 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 WE 0.00 Hom(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. _ REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Hom 2=214(LC 12) Max Uplift 3=-128(LC 12), 2=-196(LC 12) Max Gmv 3=122(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (11 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=45ft; L=24N; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 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 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2u" 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 100 lb uplift at joint(s) except at -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 sheamock be applied directly to the bottom chord. Walter P. Finn PE No72839 MiTek USA, Inc. FL Cen 663E 6904 Parke East Blvd. Tampa FL 3361D Date: April 3,2019 O WARNWG- Verity, deslgnpamerefersanCREAD N07ES ON 7N/SAND INCLUDED MIlEKREFERANCEPAGEM67473 rev. 704A341015 BEFORE USE Design valid for use only with MgekOconnectors. This design is based only upon parameters shown, and is for on lndMtlual building component, not �■' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMduol truss web and/or chord members only. Additional temporary and permanent brocing MiTek' h always required for stablllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSVTPll Qual.1MyCiffeda, DSO-0P and BCBI Building Component 69U Parke East Blvd. Sahly Dstafmatbssw ,Roble from Truss Rate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, R. 33610 Truss Truss Type City Ply LOT 30/50INDIAN RIVER EST/ST LUCIE CTY T16683640 F1731075 CSP Jack -Open 6 1 Job Reference(optiona0 Builders FirelSource, Plant City, FL-33567, 8.240s Dec 620181'AITek Industnes, Inc. Wed Apr 30/:17:a 2U18 regal ID:GZkZSXBELDNJdjXs77WskOzGxTm-67FIavHVKjvOXySi WGjdor_N(P W DMSRgx6n4zUVGa 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 (loc) Vdell L/d PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.65 Vert(LL) 0.14 4-7 >431 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.12 4-7 >490 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FSC2017/TPI2014 Matax-AS Weight: 181b 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. REACTIONS. (Ib/size) 3=114/Mechanica1,2=262/0-3-0,4=57/Mechanical Max Hom 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. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25f ; B=45ft; L=241t; eave=6111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Inteaor(1) 1-8-0 to 4-10-8 zone; porch left exposed;C-C for members and forces Sr MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer togirder(s) for buss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except 61=11s) 3=145, 2=300. 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. Walter P. Finn PE No22839 MiTek USA, Inc. FL Can 66M 6904 Parke East Blvd. Tampa FL 33010 Dale: April 3,2019 O WARNWG-Vedry design pararrielersend HEAD NOTES OM MISANDWCLUDED MREKNEFENANCEPAGEMM174M.. 1Na14015DEFoREUSE. *R- Design valid for use only with MireaD connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me budding designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulltling design. Bracing Indicated is to buckling of Individual fuss web and/or chard members only.. Additional temporary and permanent bracing ■.�YF�9`� MiTek' prevent is always required for stablllq and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of Cusses and truss systems. WeAN$VrPil Quality Crandall DSB49 and BCSI Building Component 69N Parka East BNd. Safety Informaf onavollobla from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683641 1731075 D01 Hip Truss 1 1 Job Reference o tional Builders Flrst5ource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 3 07:17:30 2019 R SO i 18 8.14 MT20HS = Us = 3A = 4x6 = 3x4 = 4x6 = 3-2-12 13-0-0 16-9-4 20.0-0 ~ 3-2-12 3-9d ~ 6-0-0 3.9d 3-2-12 Scale-1:36.9 Io Plate Offsets (X,Y)- f4:0-3-0,0-2-71 15:0-10-8 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Veft(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 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.17 Horz(CT) 0.09 7 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 981b FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/0-8-0, 7=1551/0-8-0 Max Horz 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 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) 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=0/444, 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=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ff; B=45ff; L=24ft; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed 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 lb uplift at joint(s) except Qt=lb) 2=130117=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 Ib down and 597 1b up at 13-0-0, and 771I lb down 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 (plf) Vert: 1-4=-54, 4-5=-112(F=-58), 5-8=-54, 12-15=-42(F=-22) Concentrated Loads (lb) Vert: 4=.347(F) 5=-347(F) Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARND/G-VultydessnpemmeremandREADNOTESONTRISANDINCLUDED MREKREFERANCEPAGEM674Aeev.IGM2015BEFOREUSE. Design volitl for use only with Mirel� connectors. IDe design a basetl only upon parameters shown, and Is for on IndMduo' builtling component, not a huss system. Before use, the builtling designer must veNy the appllcoblllty or design parameters and properly Incorporate this tleslgn Intothe overall building design• Brarnglntllcofetlbto prevent bucNing of lntllvltlual huss wob no hot members only. Additional temporary antl pertnanenf bracng Is always required for stability antl fo prevent collapse with pos9ble personal Iniury and property damage. For general guWance regarding me fabrication, storage; tlelNary, erection antl bracing of busses and huss system. seeANSUiPit Du C . DS941V and aCS16u1dbD Gomponmt Safety NlormolbrlwolloGe from Truss Plofe InskV. 218 N. Lee Sheet. Suite 312, Alaxonor. VA 22314. MiTek' 6904 Pella East BNtl. Tampa, FL 336t0 Job Truss Truss Type Oty Ply LOT 30150 INDIAN RIVER EST/ST LUCIE CTY T16683642 1731075 D02 Hip Truss 1 1 Job Reference o tional eunaers virslaource, Flant Uily, FL-33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 07:17:32 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-WhxOCxKOdeHbOPBHBOGKOUcLAcMA0EZuBoAmOOzUVGX -1-4-0 -I 9-0.0 -5-7 M 21-4.0 0 44-5.7 6i 46-9 14 469 1-4-0 31 4x6 = 4x6 = 3.6 = 3x4 = 4x6 = 3x4 = 3x6 = Scale=1:37.1 9-0-0 2-04 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Vaefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.43 Ven(LL) -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 Horz(CT) 0.03 7 n/a rife BCDL 10.0 Code FBC2017/1P12014 Matrix -AS Weight: 95lb 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. (Ib/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 (lb) or less except when shown. TOP CHORD 2-3=1271/960, 3-4=-9801727, 4-5=-827//19, 5-6=-980/727, 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= 110/285,6-9=-382/441 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=25ft; B=45h; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 9-0-0, Exteriar(2) 9-0-0 to 15-2-15, Interior(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 pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" 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=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 sheetrock be applied directly to the bottom chord. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cart 66U 69U Parke East Blvd. Tampa FL 33810 Dale: April 3,2019 OWMNWG-Vedrydssign0erametev..d RE4DN0FE5 ON MISAND INCLUDED MITEKREFERANCEPAGEM674T1mv. IGA3110158EFOREUSE Design valid for use only WM Mlrelcla connectors. This design Is based only upon parameters shovm, and Is for an individual buading component not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual hussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stablllty, and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSVWIJ Quo" CMule, DS849 and BCSI Building Compon�nf Safety Informatbrlovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type p(y plyI LOT 30/50 INDIAN RIVER EST/ST LUCIE CTV T76683643 1731075 D03 COMMON 2 Job Reference (optional) Builders FirstSource, Plant City, FL- 33587, 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:33 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskpzGxTm_uUoQSLOOyPSOZmUI6n7zh9V70iO9h82MSvJwmUVGW -1-4-0 3-11-3 10.0-0 16-0-13 20.0.130 21.4-0 1.4-0 3-11-3 6.0.13 6-0-13 3-1 31 Scale = 1:36.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = F— 6-3-12 I 13-8-4 I 20-0-0 6-3-12 7-48 6.3-12 IT 6 Plata Offsets (X.Y)-- 12:0-1-4.0-0-21 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ven(LL) 0.23 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.28 8-10 >851 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(CT) 0.04 6 n1a rda BCDL 10.0 Code FBC2017[TP12014 Matrix -AS Weight: 951b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ita/size) 2=923/0-8-0, 6=923/0-8-0 Max Horz 2=202(LC 11) Max Uplift 2=-593(LC 12). 6= 593(LC 12) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1626/1134, 3-4=-1431/997, 4-5— 1431/998, 56= 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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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=4511; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load 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 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 loint(s) except (jt=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 112" 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 (pif) Vert: 1-4=-54, 4-7=-54, 10-11= 20, 8-10=-50, 8-14=-20 Wager P. Finn PE No22819 Mil USA, Inc. FL Ced 8634 6904 Parke East Blvd. Tampa FL 33610 Dater April 3,2019 AWARNING- Vedtydesrgnperdmelersend READNOTa ON TNISAND INCLUDED MlrEKREFERANCEPAGEMIF7O nn,. Iors32p15BEFORE USE valid for use only with MBekS connectors. ThIs design Is based only upon parameters shown, and Is for an Individual building component not NitDesign o truss system. Before use, the bulltling designer must verify me appllcab0ty of design porometea and properly Incorporate this design into Me overall buRdingdedgn. Bracing Indicated Is to prevent bucking of individual Muss web and/or chard members only. Additional temporary and permanent brol MiTek' Is always real for stability and to prevent collapse with possible personal Injury antl property damage. For general guldonce regarding Me fabrication, storage; delivery, erection and bracing of trusses and muss systems, seeANSUIPtt pualBv Criteria.DSB49 and 11MI Building Componl 69U Parke East Blvd. salary Informalbnwaeoble from Truss Rate Institute. 218 N. Lee Sheet, SuBe 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T16683644 1731075 005 Common 4 1 Job Reference o tional Builders FlrstSource, Plant City, FL-33667, 8.240a Dec 62018 MTek Industries, Inc. Wed Apr 3 07:17:33 2019 Pagel ID:GZkZSXBELDNJdjXs77WskOzGxTm_uUoOHL00yPSOZmUI6nZzh9VaGN9hO2MSvJwmUVGW 5-8-7 70.0-0 14-3-15 20-0-0 1-4-0 5.8-T I 4&15 I - 4-3-15 5.8-1 r Ll Scale =1:35.9 4x6 = 3x6 = 5xB = 3x6 = 10-0.0 20-0-0 10-0.0 10-0-0 Plate Offsets _(X Y)-- 12:0-2-12 0-1-81. f6:0-6-0 0-0-21 f7:04-0 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Veri(LL) -0.16 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 VerI -0.34 7-10 >713 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 6 n/a r1a BCDL 10.0 Code FBC2017/TP12014 Matri Weight: 88 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=738/0-8-0, 2=814/0-8-0 Max Horz 2=199(LC 11) Max Uplift 6=-412(LC 12), 2=-535(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1216/839, 34=-934/649, 4-5=-934/677, 5-6=-1223/867 BOTCHORD 2-7=-651/1061, 6-7=-650/1070 WEBS 4-7= 320/589, 5-7=-377/409, 3-7=-367/399 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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.Opst h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 10-0-0, Extedor(2) 10-0-0 to 13-0-0, Intedor(1) 13-0-0 to 20-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0wide will fit 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 61=11e) 6=412,2=535. 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. Waller P. Finn PE No.22839 MRek USA, Inc. FL Cad 6634 6904 Parka East BNd. Tampa FL 33010 Dale: April 3,2019 Q wARNNG-Vedfydesren uv vnafenendRE1D NOTES ON WISANDNCEll WEKREFERANCEPAGEQR7473rev. lNLl1,2015BEFORE USE Design valld for use only with MTek® connectors. Th8 design Is based or lyupon parameters shown, and Is for an IndvIdual building component, not a huss system, Before use, the building designer mustverify the appllcoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- prevent b always 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 antl buss systems, seeANSUTRI Quality Criteria, DSB-89 and SCSI Building Compononl fi90/ Pella East Blvd. Safety Infonnntionavaiiobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandra, VA22314. Tampa, R. 33610 f r 1 Job Truss Truss Type Oty Ply LOT 30/501NDIAN RIVER EST/ST LUCIE CTY T16683645 1731075 E7 Jack -Open Truss 32 1 Jab Reference (opiiona0 Builders FirstSource, Plant City, FL-33567, 1.50 STP,=V B.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:34 2019 Page i ID:GZkZSXBELDNJdjXs77WskOzGxTm-S42BdcLe9F.JdIKgJpJoVvhZAO2HuBBBb5ftTHzUVGV Scale=1:23.7 Plate Offsets MY)-- 12:0.4-80-2-01 LOADING final) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d 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 Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 301b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (IWsize) 3=146/Mechanical, 2=336/0-8-0, 4=104/Mechanical Max Harz 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. 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; eavai 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.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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for tress to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 3=188, 2=367, 4=146. 7) 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. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNING -Verity design parameters and NEAR NOTES ON TNLs AND INCLUDED Nell REFERANCE PAGE MX7473 rev. 1001tZ015 BEFORE USE *� Design valid for use only with MRekQ connectors. this dedgn 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 fire overall ■.�Y[� buildingdesign. Brocing Indicated Is to prevent bucking of individual truss web and/or chord members only. .Addlionoltempororyondpermanentbracing Is always required for stability and to prevent collapse with possible personal Injury antl property, damage. For general guidance regarding Me MiTek' fabrication, storage; delivery, erectlon and bracing cf trusses and taus systems WeANSI/IPI I Quality Cmeda, Ili and ICSI Building Component Safety mformationavallable from Truss Plate Institute. 218 N, Lee Street Suite 312. Alexandria. VA 22314 6904 Parke East Blvd. Tampa, FL M610 f I b Truss Truss Type Oty Ply LOT 30/50 INDIAN RIVER EST/ST LUCIE CTY T76683646 ri'�31075 E7P JACK-OPENTRUSS 4 1 Job Reference (optional). Builders FTrstSdurce, Plant City, FL - 33567, 8.240 s uec B 2018 eel1 ex maustnes, mc. wee Apr a Gr:l/:3b 2u1e Pagel ID:Bmoe0Y4kHbUgaVsegg8NcuzGcXk-wGcZryMGwZfAFtvslXq 126EkwgN W deOLgi00?jzU VGU -1-4-0 4-4.10 7-Q0 t-4-0 4-4-10 2-7-fi Scale=1:22.6 7-ao Plate Offsets(XY)— f2:0-3-00-1-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.19 46 >441 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ven(CT) 0.16 4-6 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n1a rVa BCDL 10.0 Code FBC2017[TP12014 Matti Weight: 301b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT 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=2BO(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 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45f; L=24fl; eave=4fl; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 6-11-4 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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=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 112°.gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-VenRCes1,mPanmefersenOREAD NOTES ON MSANDINCLUDEDMREKREFERANCEPAGEM674Mdr .. lMVY1015 BEFORE USE Design valid for use only with MDek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a hum system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bidding lndicoted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stobiiN and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of pusses and hum systems seeANSVTP]i Quality CMldo. DSO-89 and SCSI Building Component Tampa, FL 33610 Safety Informolbnovoilobie from Truss Plate Insfitute, 218 N. Lee Street. Suite 312, A)excnda. VA 22314. L ( 1 1 Truss Truss Type Oty Ply LOT 30150 INDIAN RIVER EST/ST LUCIE CTY �10731b T16683647 075 H6P DIAGONAL HIP GIRDER 1 7 Job Reference (optional Bdlders FiistSource, Plam City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:36 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-PTAx21Nuhtn111U3QELGbKnldDnLM2MU2P8zXAZUVGT Scale = 1:20.5 4-9-8 42-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ved(LL) 0.07 6-7 >999 240 MT20 2441190 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 W B 0.21 Horz(CT) -0.01 5 n/a n/a BCDL. 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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 Gra, 4=218(LC 13). 2=358(LC 1), 5=296(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-594/459 BOT CHORD 2-7=-638/547, 6-7=-638/547 WEBS 3-6=-603/703 NOTES- 1) Wind: ASIDE 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 fora 10.0 psf bottom chord live load nonconcurnent 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 ft=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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-54 Trapezoidal Loads (plo Vert: 2=0(F=27, 8=27)-to-4=-121(F= 33, B=33), 81 B=10)-to-5=-45(F=-12, B=-12) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING -VeHrYdeslgn Aeramefelsend READ NOTES ON WISANDINCLUDED MREKREFERANCEPAGEMO-T413mv. 101711015BEFORE USE *R- Design valid for use only with Mgek®conneciars. This design is based only upon parameters shown, and Isform Individual bulltling Component not a truss system. Before use. the building designer must verify the appllcabl0y of design parameters and properly Incorporate this design Into the overall bulldmgdesign, Bracing Indicated is to prevent bul lingofIndNltlualhussweband/or chord members only.. Additional temporary end permanent bracing ■I67.YF ■� WOW Is always required for stability antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaharl storage, delivery. erecilm and bracing of trusses and hum systems, seeANSUIPIT Ques"pryCmt/rla, D5549 and aC81 Building Component Safety thfoatlonx oloble from Truss Plato Institute, 218 N. Lee Street Suite 312, Alexontltl¢ VA 22314. 6904 Parke East Blvd.mt Tampa, FL 33610 1 I t Job Truss Truss Type Oty, Ply LOT 3D/�INDI.ANVER E8T/ST LUCIECTY T16683648 1731075 H7 Diagonal Hip Girder 5 1Job Refea0 Builders RM Source, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:36 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-PTAx2lNuhtnit1 U30ELGbKn?EDmEM0eU2P8zXAzUVGT -1-10-00 4-10-4 - 9-10.13 1-10-10 { 4-10-4 - 5.0.8 r Scale = 1:2.2.0 3x4 = 4-10-4 4-11-0 0.118 .LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(CT) -0.01 6 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 43 lb Fr-=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=146/Mechanical, 2=40210-11-5, 6=297/Mechanical Max Hoe 2=278(LC 8) Max Uplift 4=-172(LC 8). 2=-465(LC 8), 6=-302(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-684/685 BOT CHORD 2-7=-774/653, 6-7=-774/653 WEBS 3-7=-122/263, 3-6=-693/821 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=6.Opsi; h=25ft; B=45ft; L=24ff, eave=4fp Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 tal I 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 beading plate capable of withstanding 100 lb uplift at joint(s) except 61=11o) 4=172, 2=465, 6=302. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 Ib down and 52lb up at 1-5-12, 37 lb down and 52 Ib up at 1-5-12, 6lb down and 82 lb up at 4-3-11, 6 Ib down and 82 Ito up at 4-3-11, and 45lb down and 129 lb up at 7-1-10, and 45 lb down and 129 Ib up at 7-1-10 on top chord, and 37 Ib up at 1-5-12, 37 Ito up at 1-5-12, 6 Ib down and 56 lb up at 4-3-11. 61b down and 56 Ib up at 4-3-11, and 341In down and 80 lb up at 7-1-10, and 34 Ib down and 80 lb 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 5-8=-20 Concentrated Loads (lb) Walter P. Finn PE No.22839 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) 15- 12(F= 6, B=-6) 16=-47(F=-24, MiTek USA Inc. FL Ced 6634 B=-24) 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 AWARNING-Vedry ✓es190peran fersend READ NOTES ON TNISAND INCLUDED MmEKREFERANCEPAGEM67473me laDYl9156EFOREUSE. Design valid for use only with MOekO 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 most verify the appllcab6ity, of design parameters and properly Incorporate this design Into me overall 7 building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only. AddItarrol temporary and permanent bracing Is always required for all and to prevent collapse with possible personal injury and property damage, For general guidance regarding the MiTek' fobrlcallon, storage, delivery, erection and bracing of trusses and muss systems, seeANSIMII Ga CrSrrM, DS5-09 and SCSI Building Component 6904 Parke East Blvd. Sally mformatio aavollable from Truss Plate Institute. 218 N. Lee Steel, Suite 312, Alexantlrlo, VA 22 14. Tampa, FL 33610 r. a I 1 Job Truss Truss Type Cry Ply LOT 30/5�111DIAN R EST/5T LUCIE CTYT16683649 1731075 H7P Diagonal Hip Girder 2 1JabRefer Builders HrstSource, Plant Dity, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 07:17:37 2019 Page 1 ID:GZkZS)(BELDNJdXs77WskOzGxTm-tfKJGeOW RAwuVA3F-ySV7%JC7d6b5S7eH3D(3=UVGS 3x4 = Scale =1:22.2 5-2-5 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) 0.05 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 5 We rate BCDL 10.0 Code FBC2017trP12014 Matrix-MSH Weight: 43lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 5-11-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or8-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ito ize) 4=127/Mechanical, 2=598/0-4-15, 5=398/Mechanical Max Holz 2=278(LC 8) Max Uplift 4=-130(LC 8), 2=-414(LC 8), 5>792(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. —All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-939/373 BOT CHORD 2-7=-506/861, 6-7=-506/861 WEBS3-7=-3/318, 3-6=-935/549 NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=6.Opsf; h=25ff, B=45f ; L=24ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 4=130, 2=414, 5=192. 6) Hanger(s).or other connection device(s) shall be provided sufficient to support concentrated loads) 5lb down and 3 to up at 1-4-11, and 56 lb down and 32 lb up at 4-2-10, and 100 lb down and 56 Ib up at 7-0-9 on top chord, and 14 lb down and 81b up at 1-4-11. and 44 lb down and 25 Ile up at 4-2-10, and 74 It, down and 42 lb up at 7-0-9 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: ll=-5(F) 12=-56(F) 13=-100(F) 14=-14(F) 15=-04(F) 16= 74(F) Walter P. Finn PE No32839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 AWARNWG-VedfydeslgnparemM mmdf? ADNOTES ON TRLSANDMCLUDEDMREKREFERANCEPAGEM67473rev. TOU32015BEFORE USE Dedgn valid for use only with hi connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss design parameters Before use, the building designer must verity the applicability of desparameters and properly Incorporate this design Into fire overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Is always requlredfor stability end 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. seeANSVWI I Qui8yC1Brrdp, OSB419 amid BCSI Mottling Component Safety mformaborewaloble from Truss Plate InslitWe. 218 N. Lee Street, Sum 312. Alexandria, VA 223I4. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 30/50IN�111,VERT/ST LUCIE CTY T766836501731075 L05 Hip Truss 1 1Job Reference oulluel3 rtrwouurue, nam Uny, rL- 06*01, o.[qua use o zul a mu ex mausmes, Inc. weO Apr 3U/:1/:362U19 a 4x6 = 4x6 = 4 4x6 = 3x4 = 4x6 = 3x4 = 4.6 Scale =1:37.1 ]g 8-0-0 9-0-0 LOADING last) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.8B Vert(LL) 0.47 9-17 >510 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Ven(CT) 0.39 9-17 >615 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.29 Horz(CT) -0.04 7 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structuralwood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-4-0, 7=812/0-4-0 Max Hom 2=-184(LC 10) Max Uplift 2= 960(LC 12). 7=960(LC 12) FORCES. (Ib) -Max. CompdMax. 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, 9-1 1=-1501/828,7-9=-2082/1121 WEBS 3-1 1=-358/665,4-1 1=-717/285,5-9=-717/285,6.9=-358/665 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=24tt; eave=4ft; 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 15-2-15, Interior(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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=lb) 2=960, 7=960. 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. Walter P. Finn PE No.22839 MiTek USA Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNWG-Verirydesige paramefemand READ NOTES ON TIISAND INCLUDED MREKREFERANGEP4GEMR7473m¢ IGDY[015 BEFORE USE Design valid for use only with MRek4e connectors. ID6 design 6 based Only upon parameters shown, and 6 for an Individual building component, not � uii a truss system. Before use, Me bding designer must verity the appllcobillty, of design parameters and properly Incorporate Mh design Into Me overall building design. Bracing indicated is to prevent buckling of Individual tun web and/or chord members only. Additlanal temporary and permanent bracing Welk' is always required for stabllity and to prevent collapse with possible personal inlury and property damage. For general guidance regordhg Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSU1Pt1 Quality CMaN, DSIH19 and BCSI Building Component Safety Mforaalloncualloble from Truss Plate Institute. 218 N. Ise Street, Suite 312. Alexondrla VA 22314. 6904 Parke East BNd. Tampa, FL 33610 t r 'r k Job Tmss Truss Type Oty Ply LOT 30/50INDIAN RIVER EST/ST LUCIECTV T16683651 1731075 L06 Hip Truss 1 1 Job Reference o tional Builders FirstSource, Plant City, FL-33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 07:17:40 2019 Scale=1:36.9 4x6 = 18 5xB = 12 3x6 = 3x8 = 4ffi = 3x4 = 31 = 3-242 ) 7-0-0 I 13-0.0 16-9-4 zo-aD 3-2-12 3-9-0 6-0-0 Plate Offsets (X Y)-- f2:0-0-0 0-0-21 T4:0-3-8 0-2-01 f5:0-5-B 0-2-41 [7:0-0-0 0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d 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 WB 0.30 Horz(CT) -0.10 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 98111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-5: 2x4 SP No.1 BOT CHORD 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 Ho¢ 2=-149(LC 6) Max Uplift 2=-1626(LC 8), 7=-1642(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2929/2910, 3-4=-2764/2792, 4-5=-2483/2591, 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=-6881784, 5-9=-669/775,6-9=-281/373 Structural wood sheathing directly applied. Rigid ceiling directly applied or 3.4-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=6.Ops4 h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 Ot=lb) 2=1626,7=1642. 7) Hanger(s), or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 209111 up at 7-0-0, 152 lb down and 203 lb up at 9-0-12, and 152 lb down and 203 lb up at 10-11-4, and 202111 down and 371 Ib up at 13-0-0 on top chord, and 453 lb down and 283 lb up at 7-M, 99 lb down and 123 lb up at 9-0-12, and 99 lb down and 123 lb up at 10-11-4, and 453 lb down and 283lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 4-5= 54, 5-8=-54, 12-15=-20 Concentrated Loads (Ib) Vert: 4=-92(B)5=-142(B) 11=A53(B) 9=-453(B) 1 8=-92(B) 19=-92(B)20= 84(B)21=-84(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East BNd. Tampa FL 33610 Date: April 3,2019 A WARNING - Vedry design peremetem and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MII-T4Arev. 14=2015 BEFORE USE Design valid for use only with MUekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a nun system. Before use, Me building designer must verr"s, applicability of design Parameters and properly Incorporate this design Into the overall p^ buildingdesign. Bracing Indicated Is to prevent buckling of individualtiassweb and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and Properly damage. For general guidance regarding the fobrlcai storage, delivery, erection and brocing of trusses and truss systems, seeANSUIPl1 Cue1NyCdtedn, DSB-89 and SCSI luli Component 6904 Parke East Blvd. Safety Informationovoiioble from Truss Plate Inslitute, 218 N. Lee Street Suite 312. Alexantlrla VA 22314. Tampa, FL 33810 Y Symbols PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x y 14- /4 offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -- O 1/t� T For 4 x 2 orientation, locate plates 0-11ie' from outside Numbering System 6u48 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) 1 TOP CHORDS 3 c1-2 cza p WEBS ouy 4 c 0 U 0 0 U ob 2 a 5 U 0 c a co-2 cse - General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS 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/LETTEREDCLOCKWISE Joint and embed fully. Knots and wane atjolnt 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 decals available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. SOrtWOre oOr f upon request. NUMBERSAETrERS. 8. Unless otherwise noted, moisture content of lumber shalt not exceed 19% of 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 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to 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 In all respects, equal to or better than that Indicated by. symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T Or I bracing spacing Indicated on design. if Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing of 10 ff. spacing, or less, if no ceiling i installedunless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17, Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, 18, Use green treated lumber may pose unacceptable environmental, nmental,1, health or performance risks. Consult with Industry Standards project engineer before use. ANSI/TPI1: 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 Is not sufficient. DSB-89: Design Standard for Bracing. ■ BCSI: Building Component Safety Information, !�/\'/® 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015