The URL can be used to link to this page

Home My WebLink AboutTruss249 Maitland Avenue, Suite 3000 rFDB Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com EN OINEERIN� A360CIATE6 December 23, 2019 -PO F 01 Building Department 41'��9 Ref: Adams Homes oP p f l ` Lot: Lot 22 B177 Sec 9 Subdivision: Fort Pierce — Indian River Estate Address: 5611 Spruce Drive Model: 2010 A RHG KA # 19-8490 Truss Company: Builders First Source Date of drawings: 12/11/19 Job No.: Wind Speed: Exposure: Truss Engineer: 2182123 160 C Thomas A. Albani To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, ID12/23/2019 i $r�igs7`�6 Buis Pablo Torres, P.E. Todd M. Born, P.E. 18 1260 O,c SFL. # 87864 FL. # 82126 4P D A 041, '''17oiri��fs�r>g3s with a Service Mindset and an Eye for Detail" "If q4 ENG �01� !f!!//llil1111111\1\\�� CAUTION!!! I"` !e ss-oa-aD 19-00-00 IU U U U U U C1 C3 C5.= so .S• .- O G3 N O DI M O G3 a O DI n O m D to O 03 O Q tln N O Q 00-0 N O Q 1 o O Q 11 to O Q 1 rn O Q r O Q 1 uO O Q D 1 ntl 4-00- m I 1 X\ C1 C3 =—05 7-00.00 7-00-00 CD C Ct Ol YJ Vol 8 A N 1 DI 31T 031 tl ID j M 1-0 -04 Qr 1-0 -12 A O O n W .o-.e d do O D05 05 05 c 6Q 8'-0. expo LG to 'nD U U U C3 C1 U U U 6-04-00 a C5 C3 C1 W-0-CLG ! 03 D03 D02 DO1 5 C3 1 7(4 U U U 1 U U 12-08-00 22-04-00 1 20-00-00 55-00.00 ,�EUIEWED /❑ REVIEWED WITH NOTATIONS ❑ REVISE AND RESUBMIT ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve kmrt- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FLORIDA DESIGN SOLUTIONS, INC. Date /Z %. gy Submittal Bo. project No. Project Eng Project Name; scamum+U.. uvnomrumraewoarossmwu ,n MgeSO W N3DBY W,.0. Nuu vewreuervmmm srs.rrxe xrvw rNo asmar nclorsA IMPORTANT w caneexrc ocneaw umaova This Drawing Must Be Approved And yom uaarwtax racroerm Renamed Bofors Will rNvaa, uw Mwmmaorwarmnr oacwwwto.,o Begiroaaraacs Your Protection Check All Protection Check �0XC11OaM°"1M Y1YO}�aw L0s0f� Dimensions Dimensions And Conditions Prier To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TOLL: 20 PSF TOLL 40 PSF BEEN ACCEPTED. TCDL: OT PSF TCDL: 10 PSF BCDL• 10 PSF BCOL 5 PSF By Date_ TOTAL• 37 PSF TOTAL 65 PSF DURATION: 1.26 DURATION: 1.00 NOT ATTEMPT TO ERECT SES WITHOUT REFERRING TO NGINFERING DRAWINGS AND PERMANENT BRACING MUST BE PLACE PRIOR TO LOADING SSES tie. SHEATHING, JGLES, ETD) TER TO FINAL ENGINEERING IEETS FOR THE FOLLOWNG. NUMBER OF GIRDER PLIES AND JUNG SCHEDULE BEARING BLOCK REQUIREMENTS. SCAB DETAILS (IF REQUIRED) UPLIFT AND GRAVITY REACTIONS. WARNING Baekehar0as Will Not Be Accepted Regardless of Fault WMout Prior Notification By Customer WMIn 48 Hours And Investigation By Builders Flrst Source. NO UECPTIONS. no General Contractor Is Responsible Permanent Bracln9, And Calling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 A 4 BOTTOM CHORD SQE: 2l( 4 OVERHANG LENGTH: 16- END CUT: Plumb CANTILEVER: — TRUSS SPACING: 2P BUILDING CODE: FEC2017 BEARING HEIGHT SCHEDULE PLAN DATE: 2019 REVISIONS: 1. L 3. a FwstSoLffm M08 Airport Road Plant City, FL 33563 Ph.(813) 306.1300 Fax (813) 305-1301 Lumber design vale's are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2182123 - LOT 22/77/9 INDIAN RIVER E MiTek USA, Inc. Site Information: TT6904 Parke East BI* Customer Info: Adams Homes Project Name: 2182123 Model: 2010 A 10X20 LA��' FL 33610 Lot/Block: 22/77/9 Subdivision: St Lucie County -Indian River Estates m ,� Address: 5611 Spruce Drive, . mo City: Fort Pierce State: FL : 7 O Name Address and License # of Structural Engineer of Record, If there is one, for the buildin &. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITPI2014 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18877414 A01 12/11/19 2 T18877415 A02 12/11/19 3 T18877416 A03 12/11/19 4 T18877417 A04 12/11/19 5 Tl8877418 A05 12/11/19 6 T18877419 A06 12/11/19 7 T18877420 A07 12/11/19 8 T18877421 A08 12/11/19 9 T18877422 A09 12/11/19 10 T18877423 A10 12/11/19 11 T18877424 All 12/11/19 12 T18877425 Al2 12/11/19 13 T18877426 A13 12/11/19 14 T18877427 A14 12/11/19 15 T18877428 A15 12/11/19 16 T18877429 A16 12/11/19 17 T18877430 B01 12/11/19 18 T18877431 B02 12/11/19 19 T18877432 B03 12/11/19 20 T18877433 B04 12/11/19 21 T18877434 B05 12/11/19 22 T18877435 B06 12/11/19 No. Seal# Truss Name Date 23 T18877436 Cl 12/11/19 24 T18877437 C1P 12/11/19 25 T18877438 C3 12/11/19 26 T18877439 C3P 12/11/19 27 T18877440 C5 12/11/19 28 T18877441 C5P 12/11/19 29 T18877442 D01 12/11/19 30 T18677443 D02 12/11/19 31 T18877444 D03 12/11/19 32 T18877445 D05 12/11/19 33 T18877446 E7 12/11/19 34 T18877447 UP 12/11/19 35 T18877448 H6P 12/11/19 36 T18877449 H7 12/11/19 37 T18877450 H7P 12/11/19 38 T18877451 L05 12/11/19 39 T18877452 L06 12/11/19 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the junsdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FILE COPY Thomas A Alban) PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Albani, Thomas 1 of 1 Job Truss Thus Type Ory Ply LOT 22/77/9 INDIAN RIVER e A T78877414 2182123 A01 Special Truss 1 1 Job Reference o Iional 8.24USJW 142019 Msek Industries, Inc. Wed Dec 11 12:57:08 2019 Builders FirstSourm (Plant City, FL), Plant City, FL-33567, 5x6 = 600 rl2 Scale = 1:80.7 4x6 i 25 26 3x4 4 6 Sxfi i 5x6 0 7x10 1 3 7 2x4 i 2728 1.5x8 STP=24 16 9 29 3011 m '4 2 Site= N 7 5 q 2x4 11Sx8 14 13 12 3.00 12 5x8 = Sx0 = 1.5x8 STP = 3x6 = 4x6 Sx6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ved(LL) 0.48 16-17 >912 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.64 16-17 >687 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.99 Horz(CT) 0.29 12 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-AS Weight: 230 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-16: 2x4 SP No.1 WEBS 1 Raw at midpt 4-15, 8-13 WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=1249/0-8-0, 12=2881/0-8-0, 10=-823/0-3-8 Max Hom 2=-408(LC 10) Max Uplift 2= 787(LC 12), 12=-1684(LC 12), 10=-974(LC 17) Max Grav 2=1249(LC 1). 12=2881(LC 1). 10=202(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-3771/2147, 3-4=-3108/1797, 4-5=-1396/1046, 55=-1399/1054, 6-7=-1287/960, 7-8=531/459, 8-9=-1293/244Q 9-10=-111l/2254 BOT CHORD 2-17=-1770/3663, 16-17=-1787/3675, 15-16- 1246/2901, 14-15=-468/1128, 13-14=-177/571,12-13=-1878/1240,10-12- 1961/1128 WEBS 4-15=-2085/1145, 5-15=553/882, 6-15=-215/350, 6-14=-483/320, 7-14=325/774, 7-13=-1190/908,8-13=-1588/2611,8-12=-2635/1649,4-16=-706/1763,3-16=-672J527, 9-12=-221/417 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=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 25-0 to 18-6-0, Exterior(2) 185-0 to 22-6-0, Interior(1) 22-6-0 to 36-5-0, Extenor(2) 36-5-0 to 40-5-0, Interior(1) 40-5-0 to 44-1-0 zone; pomh right exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 , 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 joints) 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 Ib uplift at joints) except Ut=lb) 2=787, 12=1684, 10=974. 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 Thomas A. Aibani PE No.39380 sheetrock be applied directly to the bottom chord. Mi USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 O WARNING-VedlydeslSr rammetersend READ NOTES ON THISANDBlCLUDEDMIIEKREFERANCEPAGEM&74 .. faa31dl5BEFORE USE Design valid for use only with MrelrR connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use, me building designer must verity me applicability of design parameters and properly Incorporate this design Into the overoll bullding design, Bracing Indicated is to buckling of indNidual truss web and/or chord members only. Addlllonol temporary and bracing MOW prevent permanent Is always required for stability and to prevent collapse wire possible personal Injury and property damage. Far general guidance regarding the fabrication. sbroge, delivery, erection and bating of trusses and truss systems, seeANSI/1PI7 Quo llh/ Cd @do, DSB49 and SCSI Bolding Component 69U Parke East Blvd. Sal m Saformollona alloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL W610 Job Thus Truss Type Qty Ply LOT 2277/9 INDIAN RIVER E = rlaenals 2182123 A02 Special Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 5x6 = 624USJU1142UIUMIIeKinUmIneS.Ina. Wea Uec1112:br:U92u1e Scale=1:80.7 3.00 12 5x8 = 3x6 =1.541 STP= 3x6 = 4x6 5x6 = fi-6-0 r -60 I 34-5.0 _36-B 42.9-0 .3-0.I I 20 6.1-06.6.0 ~ 162 V0 - Plate Offsets (X Y)— r2.0-1-14,Edge1 r3:0-3-00-3-01 r8:0-3-B 0-2-81 r12:0.2-12 0-3-41 rl4:0-5-4 0-2-121 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.46 16-17 >943 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.62 13-14 >702 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.31 12 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 233 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.t WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 7-13, 8-12 REACTIONS. (lb/size) 2=1230/0-8-0, 10=-745/0-3-8, 12=2822/0-8-0 Max Hom 2=-408(LC 10) Max Uplift 2=-774(LC 12), 10=-934(LC 17), 12=-1678(LC 12) Max Grav 2=1230(LC 1), 10=166(LC 12), 12=2822(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-3697/2108, 3-0=-3028/1750, 4-5=-1344/1021, 5-6=-1343/1022, 6-7=-1178/924, 7-8=-356/902, B-9=-1205/2340, 9-1 0=-1 100/2182 BOT CHORD 2-17=-1732/3609, 16-17— 1749/3621, 15-16=-1203/2843, 14-15=-412/1048, 13-14=-2921685,12-13=895/759, 10-12=-187811141 WEBS 3-16=-677/533,4-15=-2060/1121, 5-15=-512/823, 6-15=-205/352, 6-14=-463/292, 7-14=-148/569,7-13=-1866/1294,8-13=-530/1262,4-16=-684/1739, 8-12=-2799/1495, 9-12=257/410 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=4.2psY BCDL=6.Opsf; h=25tt; B=45ft; L=40ft; eave=5f,' Cat. II; Exp C; Encl., GCpi=0.18: MWFAB (directional) and C-C Exlerior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-6-0, Exterior(2) 18-6-0 to 22-6-0. Interior(1) 22-6-0 to 34-5-0, Extedor(2) 34-5-0 to 38-5-0, Interior(l) 38-5-0 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 ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVI-Pi 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 1001b uplift at joint(s) except all 2=774, 10=934, 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. Thomas A. Alban! PE No.39380 fill USA, Inc, FL Ced 68$4 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 A wANN1NO-VeUfydeslgn pramefereandeEAD NOTES ON TNISAND WCLUD£DMITEKNEFERANCEPAGEUX74Ta rev. laA12015fa FORE USE Design volid for use only with MgekO connectors. This design Is based only upon parameters shown. and is for an IotlMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate m8 design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guldonceregording the fabrication, storage, delivery, erection antl bracing of trusses and truss systems seeANSVIPII Quality Criteria, 05049 and IICSI Bolding Component 69M Parka East Bivt Safety 6sfomsatlonsrodrable from True Rate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type Dry Ply LOT 22177/9 INDIAN RIVER A A T18877418 2182123 A03 Special Truss 1 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Dec 11 12:57:10 2019 Page 1 5z6 = 6.00 12 Scale=1:80.7 14 13 12 3.00 12 5x8 = axe = 1.Sx8 STP = 3x6 = 4z6 5.6 = LOADING (psQ 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/rP12014 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 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TC 0.74 Vert(LL) 0.4716-17 >926 240 MT20 244/190 BC 0.75 Ver(CT) -0.63 16-17 >696 180 WB 0.85 Horz(CT) 0.31 12 n(a n/a Matrix -AS Weight: 236 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-16.7-13 REACTIONS. (lb/size) 2=1244/0-8-0, 12=2730/0-8-0, 10=-666/0-3-8 Max Horz 2=-408(LC 10) Max Uplift 2=-786(LC 12), 12=-1597(LC 12), 10=-889(LC 17) Max Grav 2=1244(LC 1). 12=2730(LC 1), 10=97(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3750/2186, 3-4=-3085/1827, 4-5=-1381/1074, 5-6=-1379/1068, 6-7=-1201/1028, 7-8=-174/266, 8-9= 194/304, 9-10=-1097/2160 BOT CHORD 2-17- 1796/3655, 16-17=-1813/3667, 15-16=-1272/2892, 14-15=-494/1096, 13-14=-467/940,12-13=-1853/1161,10-12=-1837/1151 WEBS 3-16=-673/525,4-15= 2080/1152,5-15=-553/853,6-15=-199/342, 6-14=-408/212, 7-14=-22/343, 7-13=-1452/982, 8-13=-296/229, 9-13=-1150/2220, 9-12=-2575/1659, 4-16=-718/1761 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf; h=25ft; B=.45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-6-0, Exterior(2) 18-6-0 to 22-6-0, Interiar(1) 22-6-0 to 32-5-0. Exterior(2) 32-5-0 to 36-4-4, Interior(1) 36-4-4 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 panting. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 2 considers parallel to grain value using ANSVTPI 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 1001b uplift at joint(s) except (jt=lb) 2=786, 12=1597, 10=889. 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. Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 11,2019 OWARNING- Verf/y Ceslgeperemeteraend READNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIF74"nev. 1a 015eEFORE USE. Design valid for use only wltn MTek®connectors. 111hb design Is based only upon porometers shown, and Is for an Inc Mdual building component not a it system. Before use, the builtling designer must verity the applicability of design parameters and propery Incorporate this design Into me overcll building design. Bracing Indicated is to prevent buckling of Individual trues web and/or chord members only. Addlnonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, Calvary, erection and bracing of trusses and truss systems. seeAN5U1Pi1 Quality Cdteda, DS349 and SCSI Building Component Safety Urfarmalbnavalioble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314, MiTek' 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Typo City Ply LOT 22/77/9 INDIAN RIVER 1 Tlaenan 2182123 A04 Special Thus 1 1 Job Reference o tional Builders FrstSource (Plant City, FL), Plant City, FL - 33567, Us = 6 00112 8.240 Inc. wee use 11 12:57:11 ZU19 Scale=1:80.7 0 a 12 11 3x8 = 3.00 12 5x8 = 4xe = 1.5x8 STP= 4x6 S Sxe = LOADING (psf) SPACING- 2-" CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ver(LL) 0.49 15-16 >BB9 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.65 15-16 >673 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.30 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2331Is 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, 7-13, 8-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1264/0-8-0, 11=2597/0-8-0, 9=-553/0-3-8 Max Horz 2=-408(LC 10) Max Uplift 2=-799(LC 12). 11=-1513(LC 12), 9=-806(LC 17) Max Gmv 2=1264(LC 1), 11=2597(LC 1), 9=26(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3863/2266, 3-4=-3169/1906, 4-5— 1435/1129, 5-6=-1434/1115, 6-7=-1167/1064, 7-8=-600/516, 8-9=-945/1964 BOT CHORD 2-16=-1861/3770, 15-16=-1879/3783, 14-15=-1344/3018, 13-14=-570/1163, 12-13=-65/415,11-12— 1671/1001,9-11=-1657/991 WEBS 3-15=661/519, 4-15=-752/1818, 4-14=-2138/1185, 5-14=-587/894, 6-14=-184/312, 6-13=-1012//47,7-13=-785/1180,8-12=-1173/2280,8-11=-2423/1636,7-12=-947/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-6-0, Extedor(2) 18-6-0 to 22-6-0, Interior(1) 22-6-0 to 30-5-0. Extedog2) 30-5-0 to 34-5-0, li terior(i) 34-5-0 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 fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 = I O.Opsf, 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 2 considers parallel to grain value using ANSVTP11 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 0t=11b) 2=799, 11=1513, 9=806. 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. Thomas A. All PE No.36380 fi iTek USA, Inc. FL Cad 6634 6504 Parke East BNd. Tampa FL 33610 Data: December 11,2019 QWARNING-V.IIIydeelgApm4mefemeed READNOTES ON TN/SANDINCLUDEDMRKNEFEFANCEPAGEM674M ray. ipDYfp156EFORE USE Design valid for use only with N17i connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Brocing Indicated 8 to prevent bucWing of individual muss web and/or chord members only. Additional temporory ontl permanent bracing Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, storage. delivery, erection and bracing of trusses and muss syslema seeANSUTPl1 Quality Criteria, 03649 and SCSI Building Component 690 t Parke East Blvd. Safety lnformatbfavallobie from Truss Plate Instil 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314, Temp.. FL 33610 Job Truss Truss Type Orly Ply LOT 22177/9 INDIAN RIVER I = T18B77418 2182123 A05 Special Truss I 1 1 Job Reference o lanai 8.240s Jul 142019 MI I ex Industries, Inc. Wed Dec 1112:b7:12209 Builders FirstSource (Plant City, FL), Plant City, FL-33567, n 0aFIT 4a6 3.00 F12 5.6 = Scale =1:80.7 13 12 11 = Sx6 = 3x8 = 1.5ae STIR 3x6= Sae = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.49 15-16 >BB2 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.6515-16 >666 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.31 11 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 237 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-15: 2x4 SP No.1 WEBS 1 Row at midpt 4-14. 8-12 WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 2=1277/0-8-0, 11=2510/0-8-0, 9=479/0-3-8 Max Hom 2=408(LC 10) Max Uplift 2- 805(LC 12), l l=-1473(LC 12), 9= 721(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3891/2326, 34=-3210/1970, 4-5=-1469/1169, 5-6=-1437/1166, 6-7=-1010/975, 7-8=-8251706, 8-9=-871/1759 BOT CHORD 2-16- 1900/3795, 15-16=-1919/3608, 14-15=-1392/3046, 13-14=-605/1272, 12-13=-215/629. 11-12=-14201868, 9-11=-1471/907 WEBS 3-15=-658/506,4-15=-774/1830,4.14=-2151/1216,5-14=-707/976,7-12=-711/559, 8-12=-1144/2178,8-11=-2319/1632,6-14=-188/285,6-13=-936/622,7-13- 511/791 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=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directorial) and C-C Exterior(2) -14-0 to 2-8-0. Intedor(1) 2-84) to 18-6-0, Extedor(2) 18-6-0 to 22-8-0, Interior(!) 22-8-0 to 28-5-0, Extedor(2) 28-5-0 to 32-5-0, Interior(1) 32-5-0 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live lead 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=805, 11=1473, 9=721. 9) This truss design requires that a minimum of 7/16' stmctuml wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 ,&WARNING-Vedrydes/BnperamefarimdREAD NOTES ON TNI6ANDWCLUDWMREKBEFERANCEPAGEMM174TJrev. fa=apISBEFOBE USE Design valid for use only with Weal, connectors. This design N based only upon parameters shown. and Is for an IndNldual building component, not a truss system. Before use, the building designer must verify the applicabllity 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. Addlllonal temporary and permanent bracing M!Tek* N always required for stability and to preventcollapea with possible personal Injury end property damage. For general guidance regarding the 6904 Parke East BNd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Guolly Criteria,DSII-09 and SCSI Building Component Safety Nlormptbnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondrla. VA 22314, Tampa, FL 33610 Jab Truss Truss Type 5 Oly Ply 2l77/9INDIAN RIVER ET188774192182123 r F A06 Special Trussference (optionall Builtlers FirstSource (Plam City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wetl Dec 11 12:57:14 2019 Scale=1:80.7 6.on 5z6 = Sx6 = 5.6 = Iqg Axis 3.00 12 a 14 13 12 3x6 = 3xe = 4x6 = 1.5xB STP = 5.6 = I 18fi 2{ 32&0 128.0 0 0 30-4-4 fi3&201 fi&&00 &&0M0 2-04012Nl&0 3.11.4 -142-9.0 Plate Offsets (X Y)-- r2:0-1-14 Edael r3:0-3-0 0-3-0] p:0-3-0 0-2-01 f9:0-4-0 0-3-0] rl2:0-3-0 0-3-01, f15:0-3-0 0-0-121 LOADING (psQ SPACING- 2-" CSI. DEFL in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(ILL) 0.49 17-18 >896 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.65 17-18 >675 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 12 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 248 He FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-17: 2x4 SP No.i WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-16, 9-13, 6-14 REACTIONS. (lb/size) 2=125210-8-0, 12=267410-8-0. 10=619/0-3-8 Max Horz 2=AO8(LC 10) Max Uplift 2=-790(LC 12), 12=-1573(LC 12), 10=-866(LC 17) Marc Grav 2=1252(LC 1). 12=2674(LC 1), 10=77(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3812/2234,3-4=-3127/1902,4-5=-1393/1079,5-6=-1331/1142, 6-7=-6901763, 7-8=-7691780, 8-9=-519/435, 9-10=-1088/2097 BOT CHORD 2-18- 1850/3723, 17-18=-1868/3737, 16-17=-1343/2976, 15-16=-467/1221, 14-15=-453/1180,13-14=-26/380,12-13= 1727/1097,10-12=-1774/1131 WEBS 3-17=-660/508, 4-17= 761/1812, 4-16=-2131/1205, 5-16=-720/950, 8-14=.323/730, 8-13=947/670,9-13=-1223/2256,9-12=-2506/1661,6-14=-1016/575,6-16=-211/321 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=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-". Exiedor(2) 18-6-0 to 20-8-0, Interior(1) 20-8-0 to 26-5-0, Extedor(2) 26-5-0to 304-0, Interior(1) 304-4 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 nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=790, 12=1573, 10=866. 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. Thomas A. Alberti PE No.39380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Q WARNING- Verify design peremerem and READ NOTES ON THIS AND INCLUDED MASK REFERANCE PAGE M67473 rev. iNDa2015 BEFORE USE. Design vald for use only with MlreWD connectors. Mrs design Is based only upon parameters shown and Is for an Individual bukerg component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual huts web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllBy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and buss systems. seeANSVIPII Du Criteria, DSB49 and 6=1 Building Component InformatlatxTre wallable from s Rate Institute. 218 N. Lee Sbeet, Suite 312. Alexandre.VA 22314. 6904 Parke East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type r x Ory Ply RIVER T18877420 =Referen�o(optianal) 2182123 A07 Hip Truss 1 1 8.240 s Jul 142019 MiTek Industries, Inc. Wed Dec 11 12:57:15 2019 Builders FirstSourca (PlantCity, FL), Plant City, FL-33567 Sx6 = 6.00112 524 25 5xB = 26627 Scale =1:79.2 01¢�n 13 3x6 = 3.00 12 Its = 4x6 = 1.5x8 STP = 3x8 5x6 = &SO I &&0 162-06.00 I 1810 2-.79-.00 57 5.1-5 0 .-2 6 Plate Offsets (X Y)-- [2:0-0-10 Edael 13'0-3-00-3-0] 15:0-3-8 0-2-41 16:0-5-8 0-2-41 [8:0-0-0 0-3-41 111:0-0-0 0-3-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Vert(LL) 0.48 15-16 >908 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.64 15-16 >684 180 BCLL 0.0 ' Rep Stress that YES WB 0.81 Horz(CT) 0.30 11 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2401b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 6-13, 8-12 REACTIONS. (lb/size) 2=1275/0-8-0, 11=2520/0-8-0, 9=-488/0-3-8 Max Hom 2=-405(LC 10) Max Uplift 2=-805(LC 12), 11=-1470(LC 12), 9=-759(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. - TOP CHORD 2-3=-3963/2451, 3-4_ 3245/2132, 4-5=-146a/1208, 5-6=-1253/1192, 6-7=-981/951, 7-8=-671/555, B-9=-902/1864 BOT CHORD 2-16=-2069/3859, 15-16=-2088/3874, 14-15=-1572/3109, 13-14=-304/857, 12-13=-157/471,11-12=-1529/974, 9-11=-1566/1001 WEBS 3-15=-658/505,4-15=-858/1863, 4-14=-2170/1334, 5-14=-176/376, 6-14=-447/871, 6-13=566/309,7-13=-276/676,7-12=-922007,B-12=-119412151, 8-11=-2346/1598 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=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 18-4-0, Exterior(2) 18-4-0 to 23-11-14, Intenor(1) 23.11-14 to 24-5-0, Exterior(2) 24-5-0 to 304-5, Intedor(1) 30-4-5 to "A-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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 01=1b) 2=805, 11=1470, 9=759. 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 sheeback be applied directly to the bottom chord. Thomas A.Albani PE No.39380 81Tek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Q WARNING- Volt' design peremet...d READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEM674n.V. lOe3¢B15BEFOREUSE Of valld for use only with MrekO connectors. This design Is based only upon parameters shown. and Is for an IndNlduol building component. not a Inas system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Pate East BNtl. fabrication, storage, delivery, erection and bracing of iNaSes and muss system% seeANSVTP11 CDnIM CRNno. DSB49 and SCSI Building Component Tampa, FL 33610 Safety mfoenalbnavollable from Tuss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria VA 22314. Job Truss Teas Type Ply LOT 22777/9 INDIAN RIVER r T78877421 2182123 A08 Hip Truss �Oty t 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL. 33567, 3xB 3.00 F12 8.240 s Jul 14 2019 MI I eK Inaustnee, Inc. W ea UBc 11 12:57:16 2U18 rage 1 glOk637fmDgzGua8-d4xtFOhW2jHmcVDalAnS708Dg7CgKFr4WnR5DyA1 Pn Sx8 = Sx8 = 14 12 11 Sx6 = 4x6 = 1.5x8 STP = Sx6 = Scale =1:79.2 3x6 = 0r� I ru LOADING (psQ SPACING- 2-0-0 CS'. DEFL. In (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 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 BCLL 0.0 ' Rep Stress [nor YES WB 0.84 Horz(CT) 0.33 11 File n/a BCDL 10.0 Code FBC20171FP12014 Matrix -AS Weight: 2471b 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.t WEBS 1 Row at midpt 8-12, 6-13 WEBS 2x4 SP No.3'Except* 2 Rows at 113 pts 4-14 6-13: 2x4 SP No.2 REACTIONS. (lb/size) 2=1273/0-8-0, 9=-504/0-3-8, 11=2539/0-8-0 Max Herz 2=446(LC 10) Max Uplift 2=-803(LC 12), 9= 778(LC 17). 11=-1485(LC 12) Max Grav 2=1273(LC 1). 9=2(LC 12), 11=2539(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3942/2307, 3-4=-3252/2009, 4-5=-1214/1008, 5-6=-1007/1027, 6-7=966/907, 7-8=-672/522, 8-9=-896/1907 BOT CHORD 2-16=-1937/3870, 15-16=-1948/3889, 14-15=-1478/3171, 13-14=-249/953, 12-13=-131/478,11-12=-1627/983, 9-11=-1606/968 WEBS 3-15=-615/472,4-15=-776/1897,4-14=-2398/1400,5-14=-238/361, 6-14=-366/848, 7-13=-167/649,7-12=-942/701,8-12=-1200/2243,8-11=-2364/1534,6-13=-616/202 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=40ft; eave=5ft; Cat. 11; Exle C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 204-0, EMedor(2) 20-4-0 to 28-D-14, Interior(1) 28-0-14 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 last bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in at I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP1 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 1001b uplift at joints) except 01=lb) 2=803, 9=778, 11=1485. 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. Thomas A Alban! PE No.39380 Ml USA, Inc. FL Cart $834 6904 Parke East Blvd. Tampa FL 33610 Data: December 11,2019 QWARNING. Vedrydeslgnp4lametersend REAONOWSONTHISANDINCLUDEDMREKREFERANCEPAGEMIF74".V. 16M3asolSBEFONEUSE Design valid for use only with Welds connectors. This design Is based only upon parameters shown, and u for an Individual butding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent burdding of Individual final web and/or chord members only. Additional temporary and permanent bracing Mffek' 8 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, calNery, erection and bracing of trusses and truss systems, seeAN89rp11 Quality Cdteda, 039-09 and BC'SI Balding Component 69M Parka East BNd. Safety Inla isnaft lovallabie from Truss Plate Institute, 218 N. lee Street, Suite 312, Nexondra. VA 22314. Temps, FL 33610 Truss Truss Type Oly Ply LOT 22T/91NDIAN RIVERE r r T78877422 �21ob 82123 �A)9 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, a.eAu soul lA zuPu ml r ex mausmes. Inc. wee uec it Pz:orP I zum rage r I D:O4ZhpIY8bM7gt0k637fmDgzGua8.5G51 Sji8pl PdEfomulhgchOVXXR3grEkR7JegyAl Pm 21-9-0 1-4Q 6E-G 13-1D6 21-0-0 b5 21 �B 24-" 303.6 1 36xid 42." 44.1.0 ,1rao� 7i s I 7-I 10 0a4�! S_a 61012 a 1.3 64 1z 4 04-8 Scale =1:80.6 6xl2 MT20HS = 6.00 12 m e, .xa 13 -' 12 11 3.00 12 5x8 = 4x6 = 1.Sx8 STP= 3x6 — 3x8 Sx6 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (IGc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC0.79 Vert(L-) 0.48 15-16 >905 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.6714-15 >655 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor YES WB 0.99 HOrz(CT) 0.30 11 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 247 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied. 2.15: 2x4 SP No.1 WEBS 1 Row at midpt 4-14, 6-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1274/0-8-0, 9=-494/0„3-8, 11=2527/0-8-0 Max Hom 2=-463(LC 10) Max Uplift 2=-802(LC 12), 9=-760(LC 17), 11=-1492(LC 12) Max Gmv 2=1274(LC 1), 9=8(LC 12), 11=2527(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3959/2268, 3-4=-3226/1876, 4-5=-1111/946, 5-6=-1034/988, 6-7=-974/685, 7-8=-655/503, e-9=-882/1865 BOT CHORD 2-16=-1888/3903, 15-16=-1905/3920, 14-15=-1131/2614, 13-14=-234/846, 12-13=-82/461, 11-12=-1582/944, 9-11=-15681935 WEBS 3-15=-683/569,4-15=.723/1885,4-14=-1973/1181,6A3=-613/230,7-13=-220/656, 7-12=-922/659,8-12=-1110/2201,8AI=-2355/1509,5-14=-515/637, 6-14=-162/526 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsh h=25ft; B=45ft; L=40ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extsmor(2) -1-0-0 to 2.8-0, Interior(1) 2-8-0 to 21-4-8, Exterior(2) 21-4-8 to 27-0-6, Interior(1) 27-0-6 to 44-1-0 zone; porch lght 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 psi bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psi. 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 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=802, 9=760, 11=1492. 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 sheetmck be applied directly to the bottom chord. Thomas A. Alban! PE NG.39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 QWARNING-VeNtytleslgnp8mmeteme dREAONOTESONTNISANDINCLUOEDM?EKREFERANCEPAGEMX74TJrev. IGMfl2GISBEFORE USE Design valid for use only with MrekO connectors. Phis design Is based any upon parameters shown, and Is for on IndMdual building component, not �'- a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate Ins design Into me overall bWding design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and bracing WOW prevent permanent h always required for stability and to prevent collapse w th possible personal injury and property damage. For general Duldonce regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erecnon and bracing of trusses and truss systems. seeANSUIPII QualiIt1yy CtMdo, DSB49 and BCSI Building Component Temp.. FL 33610 Safety Intoatbr ovalloble from Truss Plate Institute. 218 N. We Sheet Suite 312. Allesandtla. VA 22314. ms Job Trusts Truss Type ay Ply LOT 22,77/9 INDIAN RIVER r TlBB77423 21B2123 A10 Hip Truss 1 1 Job Reference (optional) Builders FlrstSource (Plant City. FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:18 2019 Sx6 = 5.6 = Scale=1:67.6 3.00 12 Sx6 = SO = 3x6 II axe 6.6-0 12-6.0 1'1 24-4-0 30-4fi 38.8-0 6.6-0 6.0.0 I 6-6-0 I 64.0 I fi-0-6 I 6-3.10 Plate Offsets (X Y)-- [2:0-1-2 0-0-71, [3:0-3-0 0-3-01 [5:0-3-8 0-24][6:0-M 0-241, [13:0-3-0 0-3-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vde6 Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.60 13-14 >734 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Ver(CT) -0.71 13-14 >620 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2231b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 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, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12.6-11.7-11 REACTIONS. (Ib/size) 2=1425/0-8-0, 9=1350/0-3-8 Max Horz 2=350(LC 11) Max Uplift 2=-868(LC 12), 9=-768(LC 12) FORCES. (Us) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4500/2996, 3-4=-3B46/2742, 4-5=-1761/1410, 5-6= 1508/1384, 6-7=141 all 199. 7-8=-1355/994, 8-9=-1291/1014 BOT CHORD 2-14=-2843/4295, 13-14=-2860/4315, 12-13=-2401/3602, 11-12=-743/1255, 10-11=-772/1154 WEBS 3-13=-5987444,4-13=-1235/2094,4-12=-2465/1758,5-12=-294/476,6-12=-0577748, 6-11=-290/175, 7-10=-441/472, 8-10=-842/1252 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=4.2psY BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-0-0. Exterior(2) 19-0-0 to 29-4-14, Interior(1) 294-14 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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 2 considers parallel to grain value using Alil 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 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 shestrock be applied directly to the bottom chord. Thomas A. Albani PE 110.39380 h1Tek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 AWARNWG-VedfydeagaparemefersendREADNOTESONTNISANDtNCLUDWMREKR£FERANCEPAGEMX74n.y.favagal5BEFOREUSE Design valid for use ody with MRekasconnectou. This design Is based only upon paameters sbowa, and Is for on Indlvldual building component, not a truss system. Before use, Me building designer must verify the oppllcablllty of design parameters and properly Incorporate this design Into the overall buildrigdeslgn. Bracing indented is to prevent buckling ofIndividual frussweb and/or chord members only. AddrIonoltemporary and permanent bracing MiTek- B always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding me fabdcaflca storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII greatly Criteria, D5349 and BCSI Building Component Safety Wormolbmvo0oble from Truss Plate Institute. 216 N. Lee Street. Suite 312 Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 22f77/9 INDIAN RIVER r T78877424 2182123 All Hip Truss 1 1 _ Job Reference (optional) Builders FirstSource (Plant City, FL), 3x12 MT20HS Plant City, FL- 33567. 6x8 = e n-r� 8.240 s Jul 14 2019 MITek 6xB = 20 21 22 23 6 Inc. Wed Dec 11 12:57:20 2019 Scale = 1:68.3 3.00 12 5x6 = Sx8 = 3x6 It i 120 7-4.--40 93-4I 3.8 fi 4-0 -0i 7 1 40.7-5 6.3-.016fi--0 6 40 Plate Offsets (X Y)- [2:0-0-10 Edoel. [3:03-0 0-3-01 [5:0-1-12 03-121 [6:OA-0 0-1-151 [8:03-0 0-1-81 [13:0-3-0 0-3-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 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 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -AS Weight: 225 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-6: 2x6 SP No.2 BOTCHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12, 5-11, 6-10 REACTIONS. (I i/size) 2=1425/0-8-0, 9=1350/0-3-8 Max Herz 2=308(LC 11) Max Uplift 2=-868(LC 12), 9=-768(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4538/3092, 3-4=3851/2805, 4-5=-2100/1667, 5-6=-1273/1173, 6-7=-1330/1217, 7-8- 1346/1001, 8-9=-1289/1029 BOTCHORD 2-14=2933/4298, 13-14=-2954/4315, 12-13=-2442/3563, 11-12- 1279/1992, 10-11=-767/1216 WEBS 3-13=-635/475,4-13=-1295/2062,4-12=-2221/1634,5-12=-801/1323,5-11=-995/678, 7-10=359/497, 8-10=331/1228, 6-10=-298/125, 6-11=-137/472 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=45111; L-00ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 17-0-0, Extedor(2) 17-0-0 to 22-7-14, Intedor(1) 22-7-14 to 25-9-0, Exterior(2) 25-9-0 to 31-4-14, Intedor(1) 31-4-14 to 36-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumem with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=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 sheetrock be applied directly to the bottom chord. Thomas A. Albani PE N0.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 AWARNING -VertrydeslgnparemefersandREAUNOITSONTHIS ANDWCLUDWMfT REFERANCEPAGEMx7m v.14AGNiVISBEFOREUSE Design valid for use only with Mgeats connectors. This design Is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is alwoys required for stabilty 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, weANSVR91 Quo BN CMedo, DS549 and SCSI BSIding Component Safety Infonaallarpvallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandra VA 22 14. 6904 Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type � Oty Ply LOT 21J77/91NDIAN RIVERE r T16877425 2182123 Al2 Hip Truss 1 1 Job Reference optional) Builders RrstSource (Plant City, FL), 1-0-0 6.6-0 Plant City, FL - 33567. [2-6-0 15-0-0 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:21 2019 Page 1 ID:04Zhpjy6bM7gt0k637ftnDgzGua8-_2KY151ftFv3jG5Y5jNdgSr3OBx37Wopf3zWnRyA1 Pi 20.11-10 24-0-0 27-&0 30-0-5 36-8-0 1-40 6.6-D &0.0 2-fi-0 5-11-10 3-0.6 3-5-0 2-7-0 6.3-11 Scale =1:68.3 5x6 = - 3x4 = 5x6 = 6.00 12 5 6 21 22 23 24 7 3x12 MT20HS 3.00 12 5x6 = 5x8 0 3x6 6-fi-0 12.6.0 15.0-0 24-0-0 27-9.0 30-4-5 36-8-0 6-6-0 fi-0-0 1 2-6-0 9.4-0 3-5-0 2-7-0 6-3-11 Plate Offsets (X Y)-- [2:0-0-10 Edgel [3'03-003-01 r5:0-3-0 0-2-0] [TO-3-0 0-2-01 [9.0-3-0 0-1-81 114:0-2-12 0-3-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.57 14-15 >768 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.69 14-15 >638 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.86 Horz(CT) 0.34 10 n/a rl/a BCDL 10.0 Code FBC2017/TP12014 Merrill 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 CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 REACTIONS. Ill 2=1425/0-8-0, 10=1350/0-3-8 Max Horz 2=267(LC 11) Max Uplift 2=-868(LC 12), 10=-768(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-4498/3168, 3-4=-3809/2847, 4-5=-2596/2057, 5-6=-2307/1878, 6-7- 1441/1260, 7-8=-1312/1220,8-9=-1344/1012, 9-10=-1288/1039 BOT CHORD 2-15=-3005/4232, 14-15=-3023/4249, 13.14= 2472/3471, 12-13=-1316/1893, 11-12=-787/1199 WEBS 3-14=-650/474, 4-14>1353/1967, 5-13=-746/987, 6-13=-3911753, 6-12=-926/805, 4-13=-2025/1630,7-12=-364/632,8-11=-320/490,9-11=-824/1223,7-11=-332/175 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=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-8-0, Interior(1) 2-8-0 to 15-0-0, Extedor(2) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 27-9-0, Exterior(2) 27-9-0to 33-4-14, Interior(1) 33-4-14 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 fora 10.0 fast bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 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 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 beading plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=868, 10=768. 9) This truss design requires that a minimum of 7/16'struclural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 Ill USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 QWARNING-yeRlydesl9n Pemmefenend READ NOTES ON THISAND INCLUDED MREKBEFEBANCEPAGEM/FT473rev. ra241r2015BEFOBEUSE Design valid for use onlywlth Meek® connectors. This design Is based only upon parameters snows. and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify Me applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing lodlcoted is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication.storage, delivery, erection and bracing of tosses and puss systems, seeANSU1Pi1 Gup®v Cs@odo, dial and BCSI Bull Component Nformallorawallable *am Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 690,1 Parke East Blvd. Tampa, FL 33610 Job Truss Type Cry Ply LOT 22777/9 INDIAN RIVER r T1B87742fi 2182123 JAM7 Hip Thus 1 1 Job Reference (optional) BWlders FirstSouroe (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:22 2019 Page 1 ID:C4Zhply8bM7gtCk637fmOgzGuaB-SEu VRmHeZ1wKOgkfRwNfODgYHWkzozuji4JtyA1 Ph '2-fi-0 I 0 "0 6-8-0-0EM9 &1 24-0 I 61.0r1-0 40 fi-0 0Scale = 1:66.9 5x8 2x4 11 axis= ' fi.00 12 5x8 = b 3xl2 MT20HS 3.00 12 SxB = 3x4 - 3.6 II 6.6-0 12-&0 19-1-15 24.4-0 29.9-0 36-1-2 6.6-0 6-0-0 &7-15 5-2-1 5-5.0 6-11-0 kk Plate Offsets (X Y)-- [2:0-0-10 Edgel [3:0-3-0 0-3-0] [4:0-5-0 0-2-01 [6:0-3-00-3-01 I7:0-6-0 0-2-81 [11:0-5-4 0-2-8] [13:0-2-12 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.58 13-14 >752 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.69 13-14 >633 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.88 Horz(CT) 0.35 9 n1a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-AS Weight: 2141b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 7-8: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS !Row at midpt 4-12 REACTIONS. (lb/size) 2=1425/0-8-0, 9=1350/0-3-8 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 (Ib) or less except when shown. TOP CHORD 2.9=-4446/3248, 3-4=3815/2810, 4-5=-2375/1900, 5-6=-2375/1900, 6-7=-1691/1438, 7-8=-1404/1057, 8-9_ 1283/1055 BOT CHORD 2-14=-3073/4090, 13.14=-3099/4110, 12-13=-2271/3188, 11-12- 1212/1758, 10-11=-778/1167 WEBS 3-13= 681/622,4-13=-1299/1957,4-12=-1030/738,5-12=-327/390,6-12=-659/974, 6-11=-983/815, 7-11=-615/867, 7-10=-366/422, 8-10=-82271233 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=45111; L=40ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-8-0, Intedor(1) 2-8-0 to 13-0-0, Extedor(2) 13-0-0to 18-7-14, Intedor(1) 18-7-14 to 29-9-0,'Extedor(2) 29-9-0 to 35-4-14, Intedor(1) 35-4-14 to 36-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=869, 9=768. 10) 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. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 O WARNING- Ver/Iydeaf9nperemefemend READNOTES ON TN/SANOWCLUDEDMREKREFERANCEPAGEMIHOTJrev. raimaiSBEFORE USE. Design valW for use ody Wth MaeW connectors. Ihls design Is based oNy upon parameters shown, and Is for on individual building component, not a truss system. Before use, me building designer must verity the oppilcoblary of design parameters and property Incorporate mu design Into the overall building design. Bracing indicated is to prevent buckling of Individual toss web and/or chord members only. Additional temporary and permanent bracing M[Tek' Is always required for stoically antl to prevent collapse with possible personal Injury and property domage. For general guidance regarding the fabrication. storage, dellvery, erection and bracing of tosses and truss systems. seeANsVmlt Quality Criteria, DSO4l9 and SCSI Suadkrp Component 69U Parke East Blvd. Safo}y Infomlatbrxrvallabie from Truss Mote Institute. 218 N. Ise Street Suite 312, Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 22/77/9 INDIAN RIVER E r TteB77427 2182123 A14 Hip Truss 1 1 Job Reference o dorsal tlWlders rlrstbouree Irian, uny, rl), riam idly, rL-J4pp1, o.cvasdur144Dre miiex mausmes, uso. vvaa uec r i i Z:o/:zd zma b Scale: 3116'=l' 5x8 = 5.6 = 2x4 II 5x8 = 4 22 23 5 24 256 26 7 27 3x6 = 2x4 II 3x4 = axis — 3x4 = 5x8 = 3x4 = 3x6 11 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL. 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CS'_ TC 0.64 BC 0.69 We 0.54 Magi DEFL. in (loc) I/defl Ud 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: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS IRow at midpt 5-11,7-11 REACTIONS. (lb/Size) 2=1425/0-8-0, 9=1350/0-3-8 Max Hoa 2=256(LC 12) Max Uplift 2=-869(LC 12), 9=-767(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-3=-2574/1826, 3-4=-2163/1643, 4-5=-2267/1783, 5-6=-1946/1564, 6-7=-1946/1564, 7-8=-1230/946,8-9=-1304/1048 BOT CHORD 2-16=-1735/2302, 15-16=-1735/2302, 13-15=-1359/1889, 11-13=-1591/2271, 10-11=-726/1037 WEBS 3-15=-513/461,4-15=-198/388, 4-13=-356/6D4, 5-13=-245/322, 5-11=-466/294, 6-11=408/475,7-11=-843/1227,7-10=547/527, 8-10=-840/1217 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsY h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; EIp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-", Extedor(2) 11-" to 16-7-14, Interior(1) 16-7-14 to 31-9-0, Exterior(2) 31-9-0 to 36-6-4 zone;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 ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL= I0.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=869, 9=767. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albans PE No.39380 MTak USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 ,&WARNING-Vetltytleslgn Geremetereeed READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF7473 rev. 10aTI1015BEFOREUSE. Deslgn valid for use only with MBek® connectors. this design Is based only upon parameters shown, and Is for an individual building component, not ��- a truss system. Before use, the building designer must verify the oppllcablIty of design parameters and properly Incorporate the design Into the overall bullding design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only, Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems weANSVIPl1 Quamv CrbM a, DSBd9 and BC51 Building Component SON Parke East Blvd. Safety Informatblgvailable from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexantlria, VA 22 14, Tampa, FL 33610 Job Truss Truss Type ail Ply LOT 22?//91NDIAN RIVER t T18877428 21821237 A1577 Half Hip t 1 Joh Reference o tonal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:24 2019 Page 1 ID:GZkZSXBELONJdjXs77WskOzGxTm-OdOgw7nXAAHdajg7mswKS4TMMuBCtvGL1 BBOmyA1 Pf 1-0-0 G&8 9-0-0 14-70.1 22-&4 2' 1 36.8.0 11-4-01 6-a-s 1 z-e-m 1 s-10-2 1 7-10.3 i 6-11-t { 7-0-11 Scale: 3116-=r 5x5 = 3x4 = Sx6 = 3x8 = 3x4 11 3x6 = 3x8 = 4x6 = 3x4 = 46 = 30 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.72 BC 0.98 WB 0.84 Matnx-AS DEFL. Vert(LL) Vert(CT) Horz(CT) In (loc) Well Ud 0.32 10-12 >999 240 -0.47 9-10 >935 180 0.13 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 188111 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. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=343(LC 12) Max Uplift 9=-777(LC 12), 2=-860(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2528/1786, 3-0=2328/1672, 4-5=-2065/1551, 5-6=-2689/1863, 6-7=.2100/1410 BOT CHORD 2-14=-1829/2221, 12-14=-1952/2643, 10-12=-1844/2582, 9-10=-1217/1698 WEBS 3-14=321/429, 4-14=534/852, 5-14=-813/580, 6-10=-701/631, 7-10=387/810, 7-9=-1981/1437 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1A-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2) 9-0-0 to 14-10-1, Interior(1) 14-10-1 to 36-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 DO 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=11b) 9=777, 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. Thomas A.Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 ,&WARNING-V4dtydaslgn paremesenand READ NOTES ON MISAND INCLUDED MNEKREPERANCE PAGEMIP74ra,al 1010i¢0158EFOREUSE Design valid for use only wlln Mi connectors. This design Is based any upon parameters shown. and a for on IndMdual building component, not a fnm system. Before use. Me building designer must verify Me applicability, of design parameters and property Incorporate Me tlesign Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery. erection and bracing of trusses and Muss systems. McANSUIPII Quaff0sy. Ce arks. DSO-89 and BCSI Building Component Safety Infoenntbrsavallable from Tnlss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandtia. VA 22314, �� MiTek' 6904 Parke East Blvd. Tampa, FL K610 Job Truss Type r City Ply LOT 22/7719 INDIAN RIVERET78877429 TA1 2182123 Halt Hip Girder 1 1 Job Reference (optional) HUIIDem Flmtdource (Flan Ully, I-W, viam Gny, hL- Moat. a.z4us JU1142ula MlleKlnauslnes.mc. Wea Uecll l2:b/262u1a I Scale=1:66.5 6x12 MT20HS 9 4x6 = 5x8 = Bx14 MT20HS = 5x12 = 2x4 11 6x8 = 6.00 F12 3 21 22 4 23 24 25 5 26 27 6 2829 30 31 732 33 348 35 36 9 m 40 4a r4 4v 41 r -- 4e 44 4> 40 4r 4e 4a 1.5x8 STP= 416 6xl2 MT20HS= 2x411 5xB 2x4 11 602 MT20HS = 3x12 MT20HS II 5x12 G 46 = Gx12 MT20HS= 9.9-4 7-11 I 12-0-8 16-11-4 21-10.0 26-&12 31-7-8 36-8-0 1 3A.6 29d9 SnA ddn.19 6.1f419 6.11419 0.1 n.19 5.11.8 Plate Offsets (X,'O - [2:0-3-6,0-3-0], [3:0-94,02-0], [6:0-7-0,0-4-8], [11:0-M.0-24] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.72 Verti 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 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 HOrz(CT) -0.22 10 Ida n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2501b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except' TOP CHORD 1-3: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOTCHORD 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 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=2920/04-0, 2=2760/0-8-0 Max Horz 2=276(LC 8) Max Uplift 10=-3351(LC 8), 2=-2979(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5645/6215, 34=-4900/5545, 4-5=-7094/8138, 5-6=-7706/8877, 6-7=-7706/8877, 7-8=-3764/4345,8-9=-3764/4345, 9-10= 2786/3221 BOT CHORD 2-18=-5638/4984, 17-18=-813a/7094, 15-17=-9171377982, 13-15=-9178/7982, 12-13=-7273/6306,11-12=-7273/6306 WEBS 3-18=-2306/2081, 4-18=-2713/3126, 4-17=1059/915, 5-17- 1107/1296, 5-15=324/433, 5-13=-335/366, 6-13=482/581, 7-13=-1951/1704, 7-12=-322/423,7-11=-309213562, 8-11=-519/636,9-11=-5231/4532 Structural wood sheathing directly applied or 2-10-5 oc puriins, 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 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.OpsY h=25ft; B=45ft; L=40ft; eave=61C Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except (jt=lb) 10=3351, 2=2979. Thomas A. Albani PE No.39380 Eli ek USA, Inc. FL Cert 8634 6904 Parke East BNB Tampa FL 33610 Date: December 11,2019 ©WARNING- Verllydedfgn Perametenedri NOTES ON THISAND INCLUDEDM KREFERANCEPAGEM0.7473re. 10031T015BEFORE USE. Design valid for use only with MOea connectors. This deagn 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 appilcablliN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible pen onol Injury and property damage. For general guldonce regarding the fobrkoflon. storage, delivery, erection and bracing of trusses and truss systems %eANSVtP11 CuOT Criteria. DSB-89 and BC316Wtlhg Component h/otmalbnwo0oble ham Truss Rate Insfl}ufe. 218 N. We Sheet, Suite 312, Nexondrlo. VA 22314. M!Tek' 69U Parke East Blvd.$aM1M Tampa, FL 33610 Job Truss Truss Type , , City Ply LOT 22/77�INDIANRIVERE T188774292182123 A16 Half Hip Girder 1 1Job Refere Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MITek Industries, Inc. Wed Dec 11 12:57:26 2019 Page 2 ID:GZkZSXBELDNJdjXs77WskDzGxTm-K78RLopohoXLp1_VuHyoXVZyL9i-g19ZpLgHSeyA1 Pd NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 214 lb up at 7-0-0, 154 lb dawn and 205 lb up at 9-0-12, 151 Its down and 205I1a up at 11-0-12, 151 lb down and 205 Its up at 13-0-12, 151 Its down and 205 Its up at 15-0-12, 151 lb down and 2051b up at 17-0-12, 151 Its dowh and 205 Ib up at 19.0-12, 151 lb down and 205 Its up at 21-0-12, 151 Ib down and 205 Its up at 23-0-12, 154 Ib dawn and 205 lb up at 25-0-12, 154 lb down and 205 Ib up at 27-0-12, 164 Its down and 205 Its up at 29-0-12, 154 lb down and 2051b up at 31-0-12, and 164 Its down and 205 Its up at 33-0-12, and 154 Its down and 205 Us up at 35-0-12 on top chard, and 351 lb down and 490 lb up at 7-M. 981b down and 164 lb up at 9-0-12, 98 lb dawn and 164 Its up at 11-0-12, 98 Its down and 164 lb up at 13-0-12, 98 It, down and 164 Its up at 15-0-12, 98 Ib down and 164 Ib up at 17-0-12, 98 Its down and 164 lb up at 19-0-12, 98 Its down and 164 lb up at 21-0-12, 981b down and 164 lb up at 23-0-12, 98 Its down and 164 lb up at 25-0-12, 98 lb down and 164 lb up at 27-0-12, 98 Its down and 164 Its up at 29-0-12, 98111 down and 164 Its up at 31-0-12, and 98 Ib down and 164 Ib up at 33-0-12, and 98 Its dawn and 164 Ib up at 35-0-12 on bottom chord. The deslgNselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-9=-54, 2-10=-20 Concentrated Loads (Ib) Vert: 3=-93(B) 18=-051(B) 5=-93(B) 15=82(B) 21=-93(B) 22=-93(B) 24=-93(B) 25=-93(B) 26=-93(B) 27=-93(B) 28=-93(B) 31= 93(B) 32=93(B) 33_ 93(B) 34=-93(B) 35=-93(B)36=-93(B) 37=-82(B) 38=-82(B) 39=-82(B) 40=-82(B)41=-82(B) 42=82(B)43=-82(B)44=-82(B) 45=-82(B)46=-82(B) 47=-82(B)48=-82(B) 49=-82(B) ,&WARNING-Vedrydesignparamet.0.dREADNOTES ON TN/SANOINGLUDEDMDEKREFERANGEPAGEM674mrev. 1GTY1015BEFORE USE Design valid for use only witn MBea connectors. this design Is based only upon parameters shown, and Is for an individual buildhg component, not a buss system. Before use, the building designer must verity me cpplicabllity, of design parameters and properly Incorpolote this design Into me overall building design, Bracing Indicated is to prevent bucMing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with possible personal Injury and property damage, For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANS91P11 Quality CID9M. DSB419 and BCSI Balding Component 6904 Palle East Blvd. Saints brf nmsrHoaovcllabl9 from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job ruesTruss INDIAN RIVERE T18877430 2182123 77:T ce tlonal Stall FIMISOUfce (Plam Uly, FL), Hrarn Griy, FL- a3ae/, 1-bOF 3.44 7-0.0 I 11 S-4 �1-0.0 3.9.4 3.2-12 4-8-4 6x12 MT20HS 4 Sx8 = 0 a.z4u s Jar 14 La IV run eK mousmes. Inc. vveu uec r r lz:ol:ea eu I e ax14 MT20HS Sx8 = Bxl4 MT20HS = Sxl2 = Scale=1:65.9 18 34 351J 36 16 37 15 38 39 40 14 41 42 1043 12 44 11 1.5x13 STP = 5xS 6x12 MT20HS = 5x8 = 2x4 11 5x6 1.5x8 STP = 5xl2 G US = 2.4 II 6x12 MT20HS = Sxl2 LOADING (psl) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/TPI2014 CSI, TC 0.72 BC 0.53 WB 0.97 Matriz-MS DEFL in (too) VdeB L/d Vert(LL) 1.08 14-15 >411 240 Vert(CT) 0.87 14-15 >513 180 HDrz(CT) -0.27 9 Na rda PLATES MT20 MT20HS Weight: 236 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directlyapplied or 2-8-11 oc pudins. 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 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2866/0-8-0, 9=2909/0-8-0 Max Horz 2=171(LC 7) Max Uplift 2=-3116(LC 8), 9=-3176(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5879/6515, 34=-51D4/5807, 4-5=-7333/8461, 5-6=-8442/9782, 6-7=-8442/9782, 7-8=-5190/5926, 8-9=-5973/6646 BOT CHORD 2-18=-5631/5194, 17.18=-818517333, 15-17=-9483/8421, 14-15=-9483/9421, 13-14=-8259/7385,11-13=-825917385, 9-11=-5748/5278 WEBS 4-18=-2815/3276,4-17=1255/1084,5-17=-1381/1619,5-15=-349/431, 6-14=-490/594, 7-14=-1557/1334,7-13=-318/377,7-11= 2765/3203,3-18=-2463/2203, 8-11=-2426/2176 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; Ill B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=3116, 9=3176. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 151 It, down and 214lb up at 7-0-0, 154 lb down and 205111 up at 9-0-12, 151 lb down and 205 lb up at 11-0-12, 151 Ib down and 205 lb up at 13-0-12, 151 It, down and 205 lb up at 15-0-12, 151 lb down and 205 It, up at 17-0-12, 151 to down and 205111 up at 18-6-0, 151 lb down and 205 lb up at 19-11-4, 151 Ill down and 205 Ito up at 21-11-4, 151 It, down and 2051b up at 23-114, 151 lb down and 205 Ib up at Thomas A. Alban! PE No.39380 25-11-4, and 154 lb down and 205 Ib up at 27-114, and 210 lb down and 422111 up at 30-0-0 on top chord, and 351 lb down and frlifek USA, Inc. FL Cert 6634 490 lb up at 7-0-0. 98 lb down and 164 lb up at 9-0-12, 98 lb down and 164 lb up at 11-0-12, 98 lb down and 164 lb up at 13-0-12, 69D4 Parke East Blvd. Tampa FL 33610 98 Ito down and 164 to up at 15-0-12. 98 lb down and 164 It, up at 17-0-12, 98 lb down and 164 lb up at 18-6-0, 98 lb down and 164 Date: Ito up at 19-114. 98 lb down and 164 lb up at 21-114, 98111 down and 164 lb up at 23-11-4, 98 lb down and 164 lb up at 25-114, and 98 lb dawn and 164 lb up at 27-114, and 351 lb down and 490 lb up at 29-11-4 on bottom chord. The design/selection of such December 11,2019 fict-Maryl is the responsibility of others. AWARAI-VentydeallapemmelereendREADNOTESONTNISMIDINCLUDEDMDERREFERANCEPAGEM6747avev.104Ye015BEFOREUSE Design valid for use only with MOek® connectors. This design a based only upon parameters shown, and Is for an in,Mdual building component, not a truss system. Before use, We bulding designer must vent' the oppiicabllly, of design parameters and properly Incorporate Ina design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobllly and to prevent collapse with possible personal injury and properly damage. For general guklancelegarding the fabrication storage, delivery, erection and bracing of tomes and truss systems weANSWPll Quality Cr6eda, DSB49 and SCSI Buldlsp Component 6904 Parke East Bind. Safety Informatbnavallable from Truss Plate Institute. 218 N. Lee Steel, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job uss Truss Type , Oty Ply LOT 22T/9 INDIAN RIVER _ T78877430 2182123 TBnO 1 Hip Girder 1 1 Job Reference (optional) Guilders FrstSource (Plant City, FL), Plant City, FL - 33567, 5.24u s Jul 14 Bola MI I ek mausmes, me. wea uec 11 12:5/:28 zule rage z ID:GZkZSXBELDNJdjXs77 WskOzGaTm-HOFBmUr2DPn32L8u?i?Gd"IaN08lnrGfgOXXyAt Pb NOTES- 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-54, 3-8=-54, 8-10=-54, 2-9=-20 Ooncentrated Loads (lb) Vert: 3=-93(B) 8=-163(B) 18=-351(B) 11=351(B) 23=-93(B) 24=-93(B) 25=-931B) 26=-93(B) 27=-93(B)28=-93(B)29=-93(B) 30=-93(B) 31=93(B) 32=-93(B) 33=93(B) 34=-82(B) 35=-82(B) 38=82(B) 37=-82(B) 38=-82(B) 39=82(B) 40=-82(B) 41=-82(B) 42=-82(B) 43=-82(B) 44=-82(B) QWARN/NG-Vadlytlealgnparemet...dREADNOTES ON THIS AND INCLUDEDMREKREFENANCEPAGEMI474rsn,K MU=015SEFOBEUSE Design valld for use only with MltekO connectors. This d69gn Is based only upon parameters shown, and a for an Individual building component, not a buss system. Before use, the binding designer must verly Me appllcolority, of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated 3 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stablilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems seeMSVIPII Quality CrBnla, 03049 and SCSI Building Component Safety Infamlallano ollate a from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. 6904 Padre East Blvd. Tampa, FL 33610 pe , O=JLoob T 22T/91NDIAN RIVER T18877431 7::]�M-PTM F272123 s 1 Reference (optional) builaers I-im ource U-1am Wry, rL1, Plant W1y, rL-ddn0l, o.<vu s Jul w m l J m„ne lnuWnln3, mu. "U. uCv 1 l ,ZAr<tl cV ,J Scale=1:65.9 5x6 = 3x4 = 4 24 25 5 5x6 = axis = 6 26 27 7 10 ,1 3x6 = us = 4x6 = 3x4 = 4x6 = 3.8 = 3xe LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP12014 CSI. TC 0.61 BC 0.98 WE 0.85 Matrix -AS DEFL. in (fee) Vdefl L/d Vert(LL) 0.34 13 >999 240 Vert(CT)-0.4711-13 >944 180 HoTdCT) 0.14 9 We n/a PLATES GRIP MT20 244/190 Weight: 1801b 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=144110-8-0 Max Harz 2=-213(LC 10) Max Uplift 2=-885(LC 12), 9=-885(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2565/1880, 3-4=-2366/1767, 4.5=-2099/1637, 5-6=-2763/2035, 6-7=-2099/1637, 7-8=-2366/1767,8-9=-2565/1880 BOT CHORD 2-15=-1507/2254, 13-15=-1695/2690, 11-13=-1698/2690, 9-11=-1528/2254 WEBS 4-15=-568/862,7-11=-568/862, 5-15— 826/653, 6-11=-826/653, 3-15=-319/426, 8-11=-319/426 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=40ft; eave=5ft; Cat. II; Ely C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 9-0-0, Exterior(2) 9-0-0 to 14-10-1, Interior(1) 14-10-1 to 28-M, Extedor(2) 28-M to 33-7-14, Interior(1) 33-7-14 to 38-4-0 zone;C4: 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 nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" fall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Gt=lb) 2=895. 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. Thomas A Albanl PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33610 Date: December 11,2019 Q WARN/NG-Vsdrydesienparemelexaend READ NOTES ON TNLSAND INCLUDED MREKREFERANCEPAGEMIP747ii 160341015BEFORE USE Design valld for use only will, Mgek® conhectoa. This tle9gn Is based only upon parameters shown, and b for an Individual building component not ��- a truss system. Before use. the building dasOner must verity me applicability of design parameters and popery Incorporate this design into the overall buliding design. Brochg Indicated is to prevent b=ldIng of Individual truss web and/or chord members only. Additional temporary and permanent brccing s�s /A� IYIj1e k, Is always required for stability and to prevent collapse with possIble pawnor injury and prop" damage. For general guidance regarding the fobtication, storage, delivery, erection and bracing of trusses and huss systems. seeANSVR IT Cu" Criteria. PS049 and SCSI kWLYsp component 6904 Palle East BNd. Safety Informatbrxrvoiloble from Tans Rate Insfil 218 N. Lea Sheet, Sulte 312 Alexandre. VA 22314. Temps, FL 33610 Truss Truss Type Cry Ply LOT 22f77/91NOIAN RIVERET18877432 123 r B03 Hip Truss 1 1 Job Reference (omionaU Builders FirstSource (Plant City, FL), Plant City, FL-33567, n �1 8.240 s Jul 14 2019 MiTek 5x8 = 2x4 II 5x8 = 4 25 26 5 27 28 6 Inc. Wed Dec 11 12:57:30 2019 Page 1 02n1(HG761 dUdlm0Uce18kvsVhPVA1 PZ Scale=1:65.9 3x6 = 2x4 11 3xfi 3x8 = 3.4 = 2x4 11 3x6 = 3x4 = 3x6 = fi-412 11-0-D 18-fi-0 26.0.0 30-7-4 37-.1 8-4-12 4-7-0 1 ]-EO I 7B0 1 47-0 1 6-0-12 m b Plate Offsets (X)O-- 14:0-6-0 0-2-81 f6:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) 0.28 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Ved(CT) -0.3613-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 8 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 193 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directy applied. REACTIONS. (lb/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Horz 2=-254(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2607/1853,3-4=-2206/1668,4-5=-2342/1844,5-6=-2342/1844, 6-7=-2206/1668, 7-8=-2607/1853 BOT CHORD 2-16=-1490/2408, 15-16— 1490/2408, 13-15=1115/2017, 11-13=-l136/1929. 10-11=-1511/2273, 8-10=-1511/2273 WEBS 3-15=-489/459,4-15=-187/459,4-13=-408/625, 5-13=-459/532, 6-13=408/625, 6-11=-187/460, 7-11=489/459 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=40ft; eave=5N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 11-D-0, Exterior(2) 11-0-0 to 16-7-14, Interior(l) 16-7-14 to 26-0-0, Extedor(2) 26-0-0 to 31-7-14, Interior(1) 31-7-14 to 38A-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) 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 100 lb uplift at joint(s) except ft=lb) 2=885, 8=885. 8) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chard. Thomas A Aibanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 OWARNING-Ved/y Cesrgepenmelorsend READNOTES ON THIS ANOPICLUDEDMIrEKREFERANCEPAGEMb14m.. MIXIV015BEFOREUSE Design valid for use only with MOO connectors. ThIs design Is based only upon parameters shown, and Is for an Individual bulltling component not a tn,a system. Before use, the building designer must verify the cplarcablllty of design parameters and properly Incorporate this design Into me overall bulltling design. Bracing Indicated is to prevent buckMg of individual buss web and/or chord members only. AddlMoncl temporary and permanent bracing MiTek' 8 always required for stability and to prevent collapse With possible porsonal Injury and properly damage. For generol guidance regarding the fabrication storage. delivery. erection and bracing of busses and hum systems. seeANSVIPD Cua11N Cil D3549 and SCSI Building Component 69M Pattie, East Blvd. Safety bsfolmatbrgvallable from Truss Rate Institute, 218 N. We Sheet. Suite 312. Alexondrlo, VA 22 14 Tampa. FL 33610 e Oly PlyTJL,0b'Referenpa 22777/91NDIAN RIVEflE TlBB77433 F28212737�:��TH�IP 1 (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:32 2019 Page 1 ID:GZkZSXBELDNJdjXsT/WskOzGxTm-99VsuYHeIVXyRfEX3Cnmpxah74W1IR-4B-G7cglyA1 PX 4EEO 1&00 2E40-0 70-0 gE4-0q EO 6-6-0 O 6.0 6 r% O 5x8 = 2x4 6.00 12 11 423 5x6 = 624 lu 3.00 rl2 5x6 = 2x4 11 US 302 MT20HS 2-6-0 307-5 7-0-E80E3 E0-0 60 E7E4-1120 Scale=1:69.2 Plate Offsets (X Y)— [2:0-0-10 Edael [3:0-3-0,03-01 [4:0-4-12 0-2-4] [6:03-8 0-2-4] [7:0-3-00-3-41 [13:0-2-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ver(LL) 0.55 13-14 >813 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Ver(CT) -0.7213-14 >620 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WE 0.75 Horz(CT) 0.38 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 189111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except- 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* . 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Horz 2=295(LC 11) Max Uplift 2=-885(LC 12). 8=-885(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12 FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-4507/3034, 3-4=-3862/2572, 4-5=-2512/1916, 5-6=-2512/1916, 6-7=-2093/1575, 7-8=-2628/1831 BOT CHORD 2-14=-2608/4158, 13-14=-2633/4178, 12-13=-1811/3240, 11-12=-1064/1869, 10-11=-1503/2292,8-10=-1501/2296 WEBS 3-13=-6841645.4-13=-107811981, 4-12=-993/501, 5-12=-315/353, 7-10=0/266, 6-12=-606/1006,7-11=-645/544 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.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-", Exterior(2) 13-0-0 to 18-6-0, Interior(1) 18-6-0 to 24-0-0, Extedor(2) 24-0-0 to 29-7-14, Intedor(i) 29-7-14 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Beating at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=885, 8=885. 10) 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cerf6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 ,&WARNING- VedlxdeslgnpM4m&f..dREAD NOTES ON THMANOWCLUOEOMREKREFERANCEPAGEMp7479rev. 14=t?015BEFOREUSE Design valid for use only with MiTek® connectors. IDls design Is based only upon parameters shown. and a for on Individual building component, not �■' ■■ a truss system, Before use, the building designer must verify the applootsilly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndivIdual truss web and/or chord members only. Additloncl temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with ponde personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUiPII Quality Cdbdu, DSB-09 and ECSI Bultlhp Component 69M Pa*e East Blvd. Safety Nlarmationovallable from Truss Plate Institute. 218 N. Lee Skeet, Suite 312. Maxondria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r city Ply LOT 2207/9 INDIAN RIVER T78B77434 2162123 B05 HIP 1 i Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL- 33567. 0 6.co 12 Bore = 5 24 6.-240 a JUI 14 2019 5x6 = 25 6 Inc. Wed uec 11 12:57:33 2U19 3x8 3.00 12 si = 2x4 3.6 i 6-&D 12-6-0 15-0-0 22-0-0 244-0 30.7.4 37.0.0 ' GB-0 6-0-0 2-fi-0 i 7.0.0 2-40 6-3-4 ~ G4-72 Scale =1:68.0 Plate Offsets (X Y)-- [2:0-2-9 0-1-8] 13:0-3-0 0-3-01 15:0-4-00-2-8] I6:0-4-00-2-81 [8:0-3-0 0-3-01 112:0-5-4 0-2-121 [14:0-2-12,0-3-41 LOADING (psi SPACING- 2-0-0 CS]. DEFL in (loc) Vol Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.55 14-15 >805 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.7314-15 >609 ISO BCLL 0.0 ' Rep Stress [nor YES WB 0.84 Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2001b 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 Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2=1441/0-8-0, 9=1441/0-8-0 Max 12=-337(LC 10) Max Uplift 2=-885(LC 12), 9=885(LC 12) FORCES, (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) at less except when shown. TOP CHORD 2-3=d512/2945, 3-4=-3873/2599, 4-5=-2647/1945, 5-6=-236GI1795, 6-7=-204B/1744, 7-8=-2106/1565, 8-9= 2622/1780 BOT CHORD 2-15=-2524/4212, 14-15=-2547/4226, 13-14=-1972/3440, 12-13=-991/1831, 11-12=-1452/2286,9-11=-1450/2290 WEBS 5-13=-553/922,6-13=-416/906,7-12= 256/397,8-12=-614/460,4-14=-112011955, 3-14=-658/507,6-12=-295/368,4-13=-1981/1365 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=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-0-0, Exterior(2) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 22-0-0, Exterior(2) 22-M to 27-7-14, Interior(1) 27-7-14 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at loint(s) 2 considers parallel to grain value using Al 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=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. Thomas A Alban) PE No.39380 Il USA, Inc. FL Cat Iti 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 ,&WARNING- Verity 6es19a parameferria RFAG NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEN0.7479rev. 10,1xV20159EPOREUSE Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a tuns system. Before use, the building tlesigner must very the applicabillty of design parameters and properly Incorporate ih6 design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTew Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatlon, storage, delivery, erection and bracing of busses and buss systems seeANSVTP11 Quo 1ItlyCMedo, DSB49 and SCSI Still Component 6904 Parke East ery L Sabh.Inter nationavaliobia from Truss IIm ilWe 218 N. Lee Street Suite 312. AlaiVA 22314. Tampa, FL 33610 Job Truss Type Oty Ply LOT 22O7/9 INDIAN RIVERET18877435 TB06S 2182123 HIP 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:34 2019 Page 1 IJc ixs77 W skOzGxTm-SYdSOXwDFYDmGb2Mv5usBUIhOMBYPrkfacikBVA1 PV Scale=1:68.4 5x8 = C nn 11-O 5.6 = 0 N 016 12 11 3x8 11= 2 3.00 12 5.8 x4 3x6 6-60 12-0fi--00 74-4-0 3-&]-4 3740-0 -%I2I 2 E. 460 3050 44 64 2 Plate Offsets (X Y)- 12:0-2-9 0-1-81 [3:0-3-0 0-3-01 [5:0-3-00-2-07 [6:0-3-0 0-2-01 [8:03-0 0-3-01 [12:0-54 0-2-8] [14:0-2-12,0-041 LOADING (psQ SPACING- 2-" CS]. DEFL. in (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.56 14-15 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7414-15 >600 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.81 Horz(CT) 0.38 9 We We BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 206 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (fit/size) 2=1441/0-84), 9=1441/0-8-0 Max Harz 2=-378(LC 10) Max Uplift 2=-685(LC 12). 9=-885(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied: WEBS 1 Row at micipt 4-13 FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 4507/2786, 34=-3884/2478, 4-5=-2142/1560, 5-6=-1874/1479, 6-7- 2087/1726, 7-8=-2105/1499, 8-9=-2622/1688 BOT CHORD 2-15=-2378/4245, 14-15=-2398/4260, 13-14=-1877/3504, 12-13=-817/1746, 11-12=-1366/2285,9-11=-1365/2289 WEBS 3-14=-639/486,4-14=-1020/2030, 4-13=-2219/1421, 5-13=-506f757, 6-12=456/479, 7-12=3461491, 8-12=-609/423,8-11=0/259, 6-13=-251/659 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 17-", Extedor(2) 17-M to 25-7-14, Interior(1) 25-7-14 to 384-0 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 lost bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 61=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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6694 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 O WARNING-V dif d.sf9nparemetenanOREADNOTESONMISANDMCLUDEDMfFEKREFEBANCEPAGEM674]3rev. frYD34015BEFONEUSE Design valid for use any with Mrekb connectors. ThIs design Is based only upon parameters shown and is for on Indlvlduol building component, not ��- a truss Mtem. Before use, the building designer must varlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 4 to prevent buckMg of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoblllN and to prevent collapse with possible personal Injury and property damage. For general guldance regarding Me fabrication, storage, delivery, erection and bracing of Trusses and thus systems, seeANSU1P11 Cuaffly CrSnb. DS549 and SCSI Building Component Sai InformatbNvailable from Truss Plate Institute, 218 N. We Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , Oty Ply LOT 22T19. INDIAN RIVER T7887743fi 2182123 C1 Jack -Open 10 1 Job Reference (optional) Bwlders RrstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:35 2019 Page 1 ID:GZkZSXBELDNJdjXs77W skOzGxTm-akBrEtwRaZg40OAEwgdvPPRZNmgH2kttEMGGdyA1 PU -1-a-0 Nil 1.4-0 0.71-4 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ved(LL) 0.00 5 >999 240 TCDL 7.0 Lumber OIL 1.25 BC 0.07 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress 1, YES W B 0.00 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=91(1_0 12) Max Uplift 3=-3(LC 1), 2=-226(LC 12), 4=-15(LC 1) Max Grav 3=23(LC 12). 2=158(LC 1), 4=51(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20/ BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 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=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=4011; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 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 pal 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 truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 4 except (jtmile) 2=226. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Job Truss Truss Type , , Ory Ply LOT 22�INDPIAN.RlVERT18877437 2182123 C1P Jack6 iJob Ref Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 Mil Industries, Inc. Wed Dec 11 12:57:35 2019 Page 1 ID:GZkZSxBELDNJdjXs77WskOzGxTm-akBrEtwRaZg400AEwgdvPPRZNnsrH2kDEMGGdyA1 PU -1-4-0 0.11-4 1.4-0 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well List TCLL 20.0 Plate Gdp DOL 1.25 TC 0.38 Veh(LL) 0.00 5 >999 240 TCDL 7.0 LumberDOL 1.25 BC 0.07 Ven(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hoa(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matti 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 Horz 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4=23(LC 17) Max Gray 3=17(LC 12), 2=158(LC 1), 4=37(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 5111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directlyapplied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45h; L=40h; eave=4N; Cat. II; Exp C; Encl., GCpI=0,1&, MW FRS (directional) and C-C Comer(3) 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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 No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ut=lb) 2=246. Thomas A Alban PE No.39380 lil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 11,2019 Q WARNING - Vdfy Eesl9nprametersand BEAD NOTES ON TNISAND INCLUDED MrTEKNEFENANCE PAGEMIL7M rev. 100.1fe19BEFOBEUSE DeAgn volid for use only win Mnek® connectors. this design Is based only upon parameters shown. and B for an Individual bull component not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate thb daslgn Into the overall bulltling tleslgn.&acing Indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and brotlng of trusses and truss systems seeANSIM11 Quality criteria, DSS-09 and SCSI BWtlhg Componrrnt 69" Parka East Blvd. Safety InfomrationavallcNa from Truss Plate Instlh te. 218 N. We Street, Suite 31Z Alexondrim VA 22314. Tampa, FL 33610 Job Truss Truss Type r , City Ply LOT 22f77/9 INDIAN RIVER T78877438 2182123 C3 Jack -Open 10 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:36 2019 Page 1 ID:GZkZSXBELONJQXs77WskOzGxTm-2wkDRDx3Lsox0alOTN88xczk7BChOVz16u5pp3yA1 PT -14-0 2-114 1-4.0 } 2-114 Scale=1:12.7 Plate Offsets (X Y)— r2:0-0-8 Edge) LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (hoc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.38 Ved(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 WE rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD Zx4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb(size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=152(1-C 12) Max Uplift 3=-62(LC 12), 2=-183(LC 12) Max Grav 3=70(LC 17), 2=195(LC 1).4=49(LC 3) FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-114 no pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsh h=25ff; B=45ft; L=40ft; eave=4tt; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 except 61=lb) 2=183. Thomas A. Albans PE No.39390 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: December 11,2019 O WARNING-Verlrydesignperamefersand BEAD NOTES ON MMMDWCLUDEDMmEKBEFEBANCEPAGEM 74Tdrev. 10111IY1015BEFOBEUSE Design valid for use only with MneW connectors. Phis design It based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verity the appllcoblllty of design parameters and properly Incorporate thls all Into the overall buiding design. Bracing Indicated is to prevent buckling of lndNdual muss web and/or chores members only. Acdlonol temporary and permanent bracing B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and muss systems seeANSVIPil OoaIM CrIMIIa, DS349 and Best Building Component Safety Informolbfpvallabie mom True Plate Institute. 218 N. Lee Street Suite 312, Alexandra VA 22314. MiTek' 6904 Padae East Blvd. Tampa, FL 33610 Job Truss Type r , Ply LOT 22f77/91NDIAN RIVER Tms T18677439 2182123 Jack -Open �Qty 6 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:37 2019 Page 1 ID:GZkZSXBELONJdj)(s77WskDzGxTm-W71bfZyh6AwnejKdl 5fNUgWvsbWolyDALYrNLVyA1 PS Scale=1:12.7 2-11-4 Plate Offsets (X Y1— 12:0-0-8 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(L-) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n(a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 12 Ile FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 2-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Gmv 3=62(LC 17), 2=195(LC 1), 4=49(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=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Coril 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 nonconcurmnt with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity 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 joints) 3, 4 except (jt=lb) 2=245. Thomas A. Albani PE No.30380 MiTek USA, Inc. FL Cart 6634 6004 Parke East Elvd. Tampa FL 33610 Date: December 11,2019 QWARNING-Verllydes/9npeemeters And REAGNOTES ON THISANO/NCLUDED M17EKREFERANCEPAGEM4-74Ta,ev. 701134015BEFORE USE Design valid for use only with MffekO connectors, fits design Is based only upon parameters shown, and Is for an Individual bull component, not ��- a fruss system. Before use, Me building designer must verify Me appilcablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Inc Mdual truss web and/or chord members only. AdtllHonal temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSVWII Quality CrBrrM. DSB49 and 1101 aWdhp Component Sal Informatbnava0abie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandra. VA 22314. 6904 Parke East BNd. Tampa, FL W610 Job Truss Type 1 r Oty Ply LOT 22T/9 INDIAN RIVERET18877440 2182123 TC5 Jack -Open 10 1 Job Reference (optional) Builders ArstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Dec 11 12:57:372019 Page 1 ID:GZkZSXBELDNJdIXs77WskOzGxTm-W71bfZyh6AwnelKdl 5fNUgW u0bT2lyDALYrNLVyA1 PS -1-0-0 4-11-4 1-0-0 4-11-4 Style =1:17.6 Sx4 = 4-11-4 Plate Offsets (X Y)— (2:0-14 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Corte FBC2017/TPI2014 Matrix -AS Weight: 18 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. REACTIONS. (Ib/size) 3=114/Mechanica1, 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 Grav 3=133(LC 17). 2=262(LC 1), 4=86(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All tomes 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45ft; L=40ff; eave=6f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Intedor(1) 2-8-0 to 4-10-8 zone;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 fora 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) 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 loim(s) except (t=lb) 3=128, 2=196. 7) This truss design requires that a minimum of 7/16' structure] wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 ,&WARNING- Ved1ydeal9n paramcsersend READNOTES ON TNASANOINCLUDEOMI KBEFEBANCEPAGEM0.74".v. la'D34015BEFOBE USE Design valid far use only with Mgek® connectors. This design Is loaded only upon parameters shown and b for on Individual building component, not a Truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate Ns design Into the overall bullding design. Bracing Indicated b to prevent buckling of Ind[Adual truss web and/or chord members only. Add[ronal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me MiTek' fobAcafion, storage, delivery, erection and bracing of trusses and Truss Systems, seeAN5VWII Quality Criteria, DSB49 and SCSI Balding Component 6904 Parke East Blvd. Safety Informallonavalioble from Truss Mote Institute, 218 N. Lee Street, State 312, Alexandria. VA 22314. Tampa. FL W610 Job Tnus Truss Type r 1 OtY Ply LOT 2217719 INDIAN RIVER T18877441 2182123 CSP Jack -Open 6 1 ' Job Reference (optional) Builders FrrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MITek Industries, Inc. Wed Dec 11 12:57:38 2019 Page 1 IO:GZkZSXBELDNJdIXs77WskOzGxTm_JszsvyJtU2eFtupboAc012OZPmYUPTKaGawtyyA1 PR Scale =1:17.6 4-11-4 Plate Offsets (X Y)-- [2:0-0-0 0-0-41 LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.13 4-7 >434 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ved(CT) 0.12 4-7 >495 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 1 1 BCDL 10.0 Code FBC2017/TPI2014 Matrix -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. (lb/size) 3=114/Mechanical, 2=262/0-3-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3— 145(LC 12), 2=-300(LC 12), 4=-81(LC 12) Max Gmv 3=120(LC 17). 2=262(LC 1).4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eavil Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 4-10-8 zone; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 4 except (it=lb) 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 sheetmck be applied directly to the bottom chord. Thomas A Alban! PE No.39380 DTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 O wMM1NG-Vadfydesf9aparamaf..dREAD NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEM674TJrev. 111e12015SEFORE USE. Design void for use only with MRekg connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible pawnor injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII Quality CrBirdo. DSSd9 and SC31 Folding Component Sabty Infarmallom3vorabie from Truss Nate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. MiTek' 69U Parke East Bivtl. Tampa, FL 33610 Job Truss Truss Type t s OIY Ply LOT 22177/9 INDIAN RIVER T16877442 2182123 D01 Hip Truss 1 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City. FL-33567. 8.240 s Jul 14 2019 MITek Industries, Inc. Wee Dec 11 12:57:392019 Page 1 ID:GZkZSxBELONJdjXs77WskOzGxTm-SVOL4FzyenAVt1T79VhrZFbBxP1 nDg4TosKTPOyA1 PO r-1-001I I 13-0-0 --4 I 3-2-1-02 21.4.0 6.0-01-43-0 3fi4 1-0-0 Scale = 1:35.9 4x6 = 5x8 = 4 18 19 5 I 4.6 = 3x8 = X. — 3x4 = 45 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(L-) 0.18 9-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -0.21 9-17 >999 180 ' BCLL 0.0 ' Rep Stress Incr NO We 0.17 Horz(CT) 0.08 7 n/a I BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 981b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc puriirs. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1S51/0-8-0, 7=1551/0-8-0 Max Harz 2=172(LC 7) Max Uplift 2=-1106(LC 8), 7=-1106(LC 8) Max Grav 2=1934(LC 13), 7=19114) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3618/2064, 3-4=-3428/2003, 4.5— 3081/1859, 5-6=-3427/2003, 6-7=-3619/2064 BOT CHORD 2-11=-1691/3332, 9-11=-1578/3071, 7-9— 1691/3204 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) Vascli 24mph; TCDL=4.2psf; BCDL=6.OpsY h=25ff; B=45ft; L=40h; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=1106, 7=1106. 7) Girder.canies hip end with 7-0-0 and setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 674 lb down and 468 Ito up at 13-0-0, and 674 Ito down and 4681b up at 7-0-0 on top chord. The design/selection of such connection devices) 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 CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-112(F=-58), 5-8— 54, 12-15=-02(F=-22) Concentrated Loads (lb) Vert: 4=-347(F) 5=-347(F) Thomas A Albani PE No.39380 01Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 11,2019 AWARNING- VeN/ydeslgn urramefersandREADNOTESONTHISANDINCLUDEDMIfEKREFERANCEPAGEM67Mmv.10M U115DEFOREUSE valid for use only with Mnekg connectors. This design Is based only upon parameters shown, and Is for on Individual bullding component, not Nil uss a trsystem. Before use, the building designer must verity the applicability of design path parameters and properly Incorporate this tlesign Into e overall bullding design. Bracing Indicated is to prevent bucking of Individual I web and/or chord members only. Additional temporary and permanent bracing MiTek- k always required for stability and to prevent collapse with possible pawnor Injury and property damage. For general guidance regarding the fabrication, storage, delNary, erection and bracing of trusses and truss systems, seeARSUIPII Gust NNyy Cicada, DSIII and 6C51 Building Component 69M Palle East Blvd. Safety Infsmrallmpvallcbie from Truss Plate Institute. 218 N. We Sheol, Suite 312, Ni VA 22314. Temps, FL 33610 Job Truss Type 1 4 Cry Ply LOT 22/T7/9 INDIAN RIVERET1B877443 2182123 TD—O2 �HjpTnas 1 1 Job Reference (optional)_ Builders FUS SOUlce (Plant Ully, FL), VIM Ulty, tL- aabbf, H.Z41JSJUI 142VIV MI I ex InUltse $Inc. Wed UBC 111 dWAUZU I Scale = 1:37.1 4x6 = 4 4x6 = 5 �m 0 4xa = 3x6 = 3x4 = 3x4 = 3x6 = s-o-o z-o-o a-o-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl JidFKATES., GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) .0.14 9-17 >999 240244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Ven(CT) -0.2811-14 >844 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Hom(CT) 0.03 7 rVa n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS 1b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-8-0, 7=812/0-8-0 Max Horz 2=-213(LC 10) Max Uplift 2=-531(LC 12), 7=-531(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/1256, 3-4=-980/925, 4-5=-827/918, 5-6=-980/925, 6-7=-1271/1257 BOT CHORD 2-11=977/1174, 9-11=-473(827, 7-9— 934/1122 WEBS 3-11=412/563, 4-11=-179/285, 5-9=-180/285, 6-9=413/564 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps4 BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave-oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -14-0 to 2-8-0, Extedor(2) 2-8-0 to 214-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 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. Thomas A. Albani PE No.3938D MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Q WARNING - VedfydesienparemefersandREADNOT ES ON TH/SAND INCLUDED MITEKREFERANCEPAGEM674Y4 rev. I&V312015BEFOREUSE Design valid for use only with synods connectors. this design Is based any upon parameters shown, and Is for an IndlAdual building component, not a truss system. Before use, the building designer must verry the appllcablity of design parameters and property Incorporate this design Into the overall bulling design. Bracing Indicated Is to prevent buckling of Individual true web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse with possible personal Irtury and property damage. For general guidance regarding the fabrication. storage, delivery erection and bracing of trusses and huss systems, soaANsvrPn Quality CrBub, 030419 and SC31 guiding Component Safely Wormationovolloble from Truss Plate Institute, 218 N. We Street, Suite 312. Alexandria. VA 22314. MiTek' 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type t , Oty Ply LOT 22177/9 INDIAN RIVER T18877444 2182123 D03 COMMON 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:41 2019 i1 Scale =1:36.5 5z8 = aza = azc = axe = 3z4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DO L 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.89 BC 0.64 WB 0.45 Matdx-AS DEFL. in Vert(LL) 0.36 Vert(CT) -0.28 Horz(CT) -0.D4 (too) Well Ud 8-10 >672 240 8-10 A51 ISO 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=923/0-8-0, 6=923/0-8-0 Max Horz 2=-233(LC 10) Max Uplift 2=593(LC 12), 6=-593(LC 12) FORCES. (III) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1626/1979, 3-4=-1431/1770, 4-5=-1431/1770, 5-6=-1626/1979 BOT CHORD 2-10=-1621/1517, 8-10=-814/900, 6-8= 1642/1427 WEBS 4-8=-594/598, 5-8=-335/602, 4-10=-594/598,3-10— 334/603 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=45M; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -14-0 to 2-8-0, Extedor(2) 2-8-0 to 10-0-0, Comer(3) 10-0-0 to 14-0-0, Extedor(2) 14-0-0 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 for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=593, 6=593. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 4.7=-54, 10-11= 20, 8-10=-50, 8-14=-20 m �b Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Q WARNWG-Venfyaes/9npenmetem.rd READNOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEMX74T3rev. fafflocs)ISBEFOREUSE Design valid for use only with MRek2 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not o truss system. Before use. the building desgnet must verity the applkabllity, of design parameters and properly Incorporate this design Into fire overall building design. Bracing Indicated is to prevent buckling of Individual rims web and/or chord members only. Additional temporary and permanent bracing Isalwaysrequlredforstabilityandtopreventcollapsewlthposslblepersonallnjuryandpropertydamage. For general guldonce regarding the fobticaflon, storage, delivery, erection and bracing of trusses and truss systems seeANSUtpR Qua Criteria, DSS4I9 and SCSI Building Component Safety am fomfbnwallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexantlrla. VA P2314, ��- MiTek- 6904 Palle Eest Blvd. Tempe, FL 33810 Job Truss Truss Type r , rr Qty Ply LOT 2217719 INDIAN RIVER E T18B77445 2182123 D05 Common 4 1. Jab Reference (optional) Builders FirstSource (Plant City, FU, Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:42 2019 P Scale=1:35.9 4.6 = Ia 3x6 = 5xB = 3x6 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 REACTIONS. (lb/size) 6=738/0-8-0, 2=814/0-8-0 Max Horz 2=227(LC 11) Max Uplift 6=412(LC 12). 2=535(LC 12) CSI. DEFL. in (too) Vdefl L/d PLATES TC 0.45 Vert(LL) -0.16 7-10 >999 240 MT20 BC 0.89 Vert(CT) -0.34 7-10 >713 180 WB 0.22 Horz(CT) 0.03 6 1 n/a Matrix -AS Weight: 88 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1216/887, 3-4=-934/682, 4-5=-9351714, 5-6=-1223/917 BOT CHORD 2-7=-695/1088, 6-7=-691/1070 WEBS 4-7=-349/589, 5-7=408/437, 3-7=-397/427 NOTES - I) 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.Opst h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0. Interior(1) 2-8-0 to 10-0-0, Exterior(2) 10-0-0 to 14-0-0. Interior(1) 14-M 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 psi bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide 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 01=11b) 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 112" gypsum sheetrock be applied directly to the bottom chord. GRIP 2441190 FT=20% Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 11,2019 QWARNING-Verfly CesrgnpammeteraenCREAD NOTES ON 7N/BANDMCLUDEDMREKREFERANCEPAGEMIP74M3 l.. laT1a0f5BEFORE USE Design valid for use orry with MBel0connecto¢. this design Is based only upon parametersshown, and Is for an Individual building component, not �'- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual inns web and/or chord members only, Additional temporary and permanent bracing Is always required for stabllHy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII duality CaNrb, DSB419 and SCSI Building Component Sabty Infotmallo C allable from Truss Plote Inmate, 218 N. Lee Sheet SUHe 312 Alexandria. VA22314. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Tmss Truss Type t . Cry Ply LOT 2217719 INDIAN RIVER T18877446 2182123 E7 Jack -Open Truss 32 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, oxo — 1.5xB STP = 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:42 2019 Page 1 ID:GZkZSXBELDNJdN77WskOzGxTm-s46UiH?crMY4WCageFYBIDgCc400DSvUgY70jyA1 PIN 7-0.0 7-0-D Scale=1:23.7 Plate Offsets (X,Y)— 12:0-4-12,0-1-12I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.21 4-6 >388 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.78 Vert(CT) 0.19 4-6 >439 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 4 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 30 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=147/Mechanical, 2=336/0-8-0, 4=102IMechanical Max Horz 2=280(LC 12) Max Uplift 3=-189(LC 12). 2=-367(LC 12), 4=144(LC 12) Max Gram 3=163(LC 17), 2=336(LC 1), 4=138(LC 3) FORCES. (Its) -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=6.0ps1; h=25ft; B=45tt; L=40f; eave=4ff; Cat. II; Exp C; Encl., GCpi=0.l8; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0. Exterior(2) 2-8-0 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 psi bottom chord live load nonconcurrem 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) except qt=lb) 3=189, 2=367, 4=144. 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. Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Q WARNING -Vedfydeslgnpammetereend READNOMS ON 7NISANDWCLUDEDMr7EKREFERANCEPAGEMx7v3.v. faTYl016BITOREUSE Design valid for use only with M9ekO connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not o two system, Before use, the building designer must verly the applicabll6y of design parameters and properly Incorporate thb design Into Me overall building design. Bracing lndlcoted is to prevent buckling of Individual trues web and/or chard members only. Additional temporary antl permanent bracing MiTek' Is always required for stab0lfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaflort storage, delivery, erection and bracing of trusses antl truss systems seeANSlpPll CuelBy CMeria. DS549 and SCSI BuldY�p Component 6904 Parke East Blvd. Safety ksformationrvallable from Truss Rate Institute, 218 N. We Sheet, Suite 312, Alexandrlo. VA 22314. Tampa, FL 33610 Truss Truss Type t 4 1 1 cry Ply LOT 22/77/9 INDIAN RIVER E T18877447 23 F21 E7P JACK -OPEN TRUSS 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - W567, 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Dec 11 12:57:43 2019 Page 1 ID:Bmoe0Y4kHbUgaVse9g8Nc=GcXk-LHfsvcOShOgxMenmOLmnj5mrx00d9gi3jUlhZ9yA1 PM -1-" 4-4-10 7-0-0 1-4.0 4-4102 2-7-6 Scale=1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.79 Ved(LL) 0.21 4-6 >388 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.19 4-6 >439 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 4 n1a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2s:6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=147/Mechanical, 2=336/0-3-8, 4=102/Mechanical Max Harz 2=200(LC 12) Max Uplift 3=-189(LC 12), 2=-367(LC 12), 4=-144(LC 12) Max Gram 3=163(LC 17), 2=336(LC 1), 4=138(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=40ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 6-11-4 zone; porch left elposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=11h) 3=189, 2=367, 4=144. 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. Thomas A. Albert PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East BNB Tampa FL 33610 Date: December 11,2019 ,&WARNING -Verily deal9nperemefela end BEAD NOTES ON THIS ANDNCLUOEO MrrEKREFERANCE PAGEMILZMnsx. id232015BEFOREUSE. Design valid for use only with MfiekS connectors. Phis design h based only upon parameters shown, and Is for on Individual bulltling component, not a tans system. Before use, the bulltling deslgner must verify me applicabllity of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse won possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems meANSVrPl1 Cup1Sy CMnln, DS3-09 and SCSI Balding Component Surety erformatbmvallable from Truss pate InstlMe, 218 N. Lee Street, Suite 312. Aleaondrio. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job uss Truss Type t • r Oty Ply LOT 22T/9 INDIAN RIVER TH6P T18877448 2182123 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567, 142019Milexm0ustries.lnc. We0UeC1112:57:442U19 Scale =1:20.6 4-9-8 4-2.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.40 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.06 6.7 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.21 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 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 oc 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. (lb/size) 4=184/Mechanical, 2=358/0-3-0, 5=296/Mechanical Max Horz 2=284(LC 8) Max Uplift 4=-223(LC 8), 2=-446(LC 8), 5=-297(LC 8) Max Gmv 4=227(LC 13), 2=358(LC 1), 5=296(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -.All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-594/459 BOTCHORD 2-7=-638/547, 6-7=-63B/547 WEBS 3-6=-603(703 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=223, 2=446, 5=297. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(pIQ Vert: 1-2— 54 Trapezoidal Loads (plt) Vert: 2=0(F=27, B=27)-to-4=-121(F=-33, B=-33), 8=0(F=10, B=10)-to-5=-45(F=-12, B=-12) Thomas A. Alban! PE No.39380 MTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Jab Truss Truss Type e • - x i LOT 22777/9 INDIAN RIVER ET1B877449 ]_�7PIY H7 Diagonal Hip Girder 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 12:57:44 2019 Page 1 NJdjXs77WskOzGxTm-PTDE7v14SKoowMzx3HOG114TOr8u2zCv81 ESCVA1 PL 3x4 = Scale = 1:22.0 4-10.4 14-11-0 0-1-B LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(L-) 0.09 6-7 >999 240 MT20 244/190 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 We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=146/Mechaniml, 2=402/0-11-5, 6=297/Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-172(LC 8), 2=-465(LC 8). 6=-298(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-684/673 BOT CHORD 2-7=-762/653, 6-7=-762/653 WEBS 3-7- 122/263, 3-6=-693/808 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 6-3-8 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=40ft; eave=4ft; Cat. II; 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SVP No.2 crushing capacity of 565 psi. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 4=172, 2=465, 6=298. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 371to down and 5211b up at 1-5-12, 371b down and 52 Ito up at 1-5-12, 6lb down and 82 lb up at 4-3-11. 6lb down and 82 Ib up at 4-3-11, and 45 lb down and 129 lb up at 7-1-10, and 45 lb down and 1291b up at 7-1-10 on top chord, and 371b up at 1-5-12, 37 lb up at 1-5-12, 61b down and 56Ib up at 42-11, 6Ib down and 56lb up at 4-3-11, and 341b down and 80 Ib up at 7-1-10, and 34 Ito 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+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1A=-54, 5-8= 20 Concentrated Loads (lb) Vert: 11=105(F=52, B=52) 12=-4(F= 2, B=-2) 13=-90(F=-45, B=-45) 14=35(F=17, B=17) 15=-12(F=-6, B=-6) 16=-47(F=-24, B=-24) Thomas A Albani PE No.38380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33810 Date: December 11,2019 O WARNWG-Ver/IydWgnp4 mefm=dREADNOTES ON 7NISAND INCLUDED MI/EKREFERANCEPAGEUO-7479rev. 1GDYIOISREFORE USE Design valid for use only with MI I� connectors. This dGrgn Is based only upon parameters shown, and Is for an Individual bulltling component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate the design Into Me overall bulltling design. Bracing Indicated a to prevent buckling of Intlivitlual truss web major chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fobricaeon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVl911 Quom2yy CU*do. DSB419 and SCSI Building Component 69M Parka East Brad. Safety MfommNonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type 1 .- x p Oty Ply LOT 22177/9 INDIAN RIVER E ]87P T78877450 21B2123 Diagonal Hip Girder 2 1 Job Reference (optional) Builders RmBource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries. Inc. Wed Dec 11 12:57:45 2019 Page 1 ID:GZkZSXBELDNJdN77WskOzGxTm-HtncKl2iDdxlbyx9VmoFpWrGLpBVdUKMBonod2yA1 PK Scale=1:22.2 1i — 3x4 = 5.2-5 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 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 WE 0.44 Horz(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or B-2-11 co bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=127/Mechanical, 2=598/04-15, 5=398/Ivlechanical Max Horz 2=278(LC 8) Max Uplift 4=-130(LC 8), 2=-414(LC 8), 5=-192(LC 8) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-939/373 BOT CHORD 2-7=-506/861, 6-7=-506/861 WEBS 3-7=-3/318, 3-6=-935/549 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=4Dh; eave=4ft; 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 for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 4=130, 2=414, 5=192. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5lb down and 3lb up at 14-11, and 561b down and 32 Ib up at 4-2-10, and 100lb down and 56lb up at 7-0-9 on top chord, and 14 lb down and 8 Ib up at 14-11, and 44lb down and 25 lb up at 4-2-10, and 74lb down and 42 lb up at 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 14=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=-5(F) 12=-56(F) 13=-100(F) 14=-14(F) 15=-44(F) 16=-74(F) Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 ,&WARNING- Vatrydesign Galsnlelersand REAUNOTES ON M1 ANOWCLUOEOMIfEKNEFENANCEPAGEM1&74M.v. 10=MI55EFOHE USE. DesGn valid for use only with Mgekg cannectcm. This design Is based only upon polometen shown, and Is for an Inc Ivdual bullding component, not ��- a truss system. Before use. the buildhg designer must verity he applicability of design parameters and properly Incorporate this design Into the overall bullding dedgn. Bracing Indicated d to prevent buckling of lntllvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sfabllity and to prevent collapse with possible personal Injury and property dlaamage. For general guidance regarding he delivery, BIaty from Plate 218 rvaLee Sheet Suite 312eexa�o1, Quality 22314��G5[Id9 and EC51 auldhp Component lntormafb Tnruss lInsnrtrta. Tampa,FL 3333610Ntl. Job Truss Truss Type y A A • Oty Ply LOT 2277/9 INDIAN RIVER E T18877451 2182123 L05 Hip Truss 1 1 Jab Reference (optional) Builders Frst50urce (Plant city, FL), Plant city, FL- 33bby, I tl s Jul 14 Lulu Mn ex mauslnes, me. wed use n 1z:br4o 4u ro raga i IiXs77WskOzGxTm-IsL7Ye3L x3WD6WL3UJULi015DS MwVPSWL9UyAIPJ 4x6 = 4 4x6 = 3x4 = 4x6 = 3x4 = 4x6 = Scale=1:37.1 9-0-0 2-tw 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Ved(LL) 0.47 9-17 >511 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.39 9-17 >617 180 BCLL 0.0 ' Rep Stress [nor YES We 0.31 Horc(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC2017/rP]2014 Matdx-AS Weight: 95 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-4-0,7=812/0-4-0 Max Hoa 2=-213(LC 10) Max Uplift 2= 960(LC 12), 7=-960(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/2628, 3-4=-981/2183, 4-5=-828/2048, 5-6=-981/2183, 6-7=-1271/2628 BOT CHORD 2-11=-2257/1121, 9-11— 1604/828, 7-9=-2254/1121 WEBS 3-11=-358/747,4-11=-770/285, 5-9=-769/285, 6-9=-358f748 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opst h=25f; B=45ff, L=40ft; eave=4f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 21-4-0 zone; porch left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=960, 7=960. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban PE No.39380 MTek USA, Ina FL Celt 6634 69114 Parke East Blvd. Tampa FL 33610 Date: December 11,2019 Q WARNING. VeNydesignsammelersand READ NOTES ON MMMDINCLUDEOMREKHEFEMNCEPAGEU&74".. 1Wa9I1015BEF0BE USE Design valid for use only with Mriek®connectors.lhls design Is eased only upon parametersshown. and Is for an Individual building component not ��- slgner a truss system. Before use, Me building demust verify the appllcabllity of design parameters and properly Incorporate MIs d"gn Into the overall bulicingdesign. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Addltloncl 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, calvary, erection and brccNg of trusses and truss systems, weANSVIPil Quality Crusts. DSB49 and SCSI r ridding Component East B 6904 Parka East Safety Informationalfrom Truss Plate Institute. 218 N. We Sheet, Suite 312 Alexandria. VA 22314. Tampa, FL P Job Truss Thus Type a 4, ;��QLOT 22g7/91NDIAN RIVERE T188774522182123 LO6 Hip Truss ob Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, a 46 = 18 19 8.240 S JU 14 2019 MI 1ek 5xB = Inc. Wed Dec 1112:57:472U19 3x6 = 3xB = 4x6 = 3A = 3x6 = Scale=1:36.9 Ig LOADING (psf) TCLL 20.0 TOOL 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 1.00 BC 0.92 We 0.30 Matrix -MS OEFL. in Vert(LL) 0.37 Vert(CT) 0.29 Horz(CT) -0.10 (lac) Vdefl L/d 9-11 >653 240 9-11 >838 180 7 n/a rVa PLATES GRIP MT20 244/190 Weight: 98 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepV TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-43 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1551/0-4-0,7=1566/0-4-0 Max Hor4 2— 172(LC 23) Max Uplift 2=-1626(LC 8), 7= 1642(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-2929/2909, 3-4=-2764/2791, 4-S=-2483/2591, 5-6=-2796/2826, 6-7=-2961/2945 SOT CHORD 2-11— 2471/2580, 9-11=-2340/2510, 7-9=-2503/2609 WEBS 3-11=-302/381, 4-11=-685/781, 5-9=-665l772, 6-9= 304/381 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsY h=25ft; B=45ft; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left end right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=1626, 7=1642. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 Ib down and 214lb up at 7-0.0, 154 lb down and 205 lb up at 9-0-12, and 154lb down and 205 lb up at 10-11-4, and 221 lb down and 379 lb up at 13-0-0 on top chord, and 4521b down and 281 Ib up at 7-0-0. 98 lb down and 121 Ib up at 9-0-12, and 98 lb down and 121 It, up at 10-11-4, and 452 Ito down and 281 lb 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 (plf) Vert: 1-4=-54, 4-5=-54, 5-8_ 54, 12-15=-20 Concentrated Loads (lb) Vert: 4=-93(B) 5=-144(B) 11=-452(B) 9=-452(B) 18=-93(B) 19=-93(B) 20=-82(B) 21=-82(B) Thomas A Allami PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: December 11,2019 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 • Center plate on joint unless x, y /4 offsets are indicated, 6-4 8-8 dimensions shown in ft-in-sixteenths I I (Drawings not To scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, Is always required. See BCSI. 17 r Cl-2 cza 2. Truss bracing must be designed by an engineer. For 0-1� WEBS 4 wide Truss spacing, individual lateral braces themselves 0 qzo may require bracing, or alternative Tor I O p bracing should be considered. l U ytr 3 O = y 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. aU O4. Provide copies of this truss design to the building For 4 x 2 orientation, locate 01� �6 '—' BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-149' from outside 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 NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by AN51/rPl 1. _ connector plates. THE LEFT. - 7. Design assumes trusses will be suitably protected from ' Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERSAETTERS, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, This design is not applicable for PLATE SUE 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 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to x 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 lane of the g p 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 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 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. ��e 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 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. r. ® BCSI: Building Component Safety Information, r.�a M 20. Design assumes manufacture in accordance with .Guide To Good Practice for Handling, ITV ANSI/rP1 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015