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249 Maitland Avenue, Suite 3000 r,. D S Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.cam Website: www.fdseng.com ENGINEERING ASSOCIATES January 23, 2020 Building Department Ref: Lot: Subdivision: Address: Model: KA# Adams Homes Lot 15 Blk 65 Sec 8 Indian River Estates 5806 Sunset Blvd. 2117 A RHG 20-0309 Truss Company: Builders First Source Date of drawings: 1/21/20 Job No.: 2222618 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez 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, ``,\� QPBE00�ar�O�nn`',,e •�,� `S'�c "T� e No 87 COpY. �9 •, t.�' 1/23/2020 0.STA E OF Carl A. Brown, P.E. Luis paU1 r§ F fy��` Todd M. Born, P.E. FL. # 56126 FL. # 01 ` �OtVAL E` %;:k FL. # 82126 + tr M111111% "Doing Business with a Service Mindset and an Eye for Detail" *EVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the corn -act documents The contractor is responsible for confirming and corelatmg 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 a 0�BY Submtttal Bo. Project No. Project Eng Project Name: Lumber designvalues are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECEIVED MiTek® APR 2 3 2.020 verm¢ong department RE: 2222618 -LOT 15/65 INDIAN RIVER EST St. Lucie County MiTek USA, Inc. Site Information: 6T904 ParkeEastBlvd. Customer Info: Adams Homes Port St Lucie Project Name: 2222618 Model: 211`/�ai01010-4115 Lot/Block: ,1.5/65/8 Subdivision: St Lucie County -Indian River Estates Address: 5806 Sunset Blvd., . City: Fort.Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 3.7.0 psf Floor Load: N/A psf This package includes 37 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 011193 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# T19183834 T19183835 T19183836 T19183837 T19183838 T19183839 T19183840 Truss Name Date A01 A02 A03 A04 A06 A07 A08 A110 All Al2 A13 A14 A16 B01 B02 B03 C01 CO2 CO3 No. Seal# Truss Name Date 23 T19183856 C04 1/21/20 24 T19183857 C05 1/21/20 25 T19183858 C06 1/21/20 26 T19183859 CJ1 1/21/20 27 T19183860 CJ1P 1/21/20 28 T19183861 CJ3 1/21/20 29 T19183862 CJ3P 1/21/20 30 T19183863 CJ5 1/21/20 31 T19183864 CJ5P 1/21/20 32 T19183865 EJ7 1/21/20 33 T19183866 EJ71P 1/21/20 34 T19183867 HJ7 1/21/20 35 T19183868 HJ7P 1/21/20 36 T19183869 P03 1/21/20 37 T19183870 PO4 1/21/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 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 `�J J .• vC NSF ;� '•' N 68182 :o:z 9 . STATE OF :�IJJ /0NA1-����` //11111100 6634 mpa FL 33610 21,2020 Velez, Joaquin 1 of 1 Job Truss Truss Type T— Oty Ply LOT 15/65 INDIAN RIVER EST T19183834 2222618 �A01 SPECIALTRUSS 6 1 Job Reference (optional) Builders FIMISource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 20 15:35:02 2020 Scale=1:83.4 6.00 72 6x8 `.'14 .- 12 11 10 3.00 12 2x4 II 3x6 = SxB � 2x4 I 8x14 MT20HS= 2x4 II 24 -8-10 14-00 23-0-0 23,712 27-6e 31-400 636 9-0 z 300 N 318-5 6 1 3a-11 0_ n Plate Offsets(XY)-- [2:0-2-7Edge] [3:0-3-008-0] [5:0-5-40-2-07 [6:0-3-0,0-3-0]fl1:0-5-12,0-0-01116:0-7-00-3-101 LOADING (psf) SPACING- 2-" CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.56 16-17 >858 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.94 15-16 >511 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.64 HOrz(CT) 0.44 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 2181b FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 3-5: 2x4 SP No.2, 1-3:2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2'Excepl' 2-16: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3'Except' 5-16: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (IWsize) 2=1555/0-8-0, 8=1556/0-8-0 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-2-0 oc bracing: 13-15 1 Row at midpt 5-16 Max Horz 2=394(LC 9) Max Uplift 2= 801(LC 10), 8= 801(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4939/2529, 34=-4200/2185, 4-5=-4204/2386, 5-6=-2269/1425, 6-7=-2299/1423, 7-8=-2772/1511 BOT CHORD 2-17=-2088/4573, 16-17=-2100/4587, 15-16=-638/1887, 13-15=-893/2086, 11-13=-897/2080,10-11=-1112/2401,8-10=-1112/2401 WEBS 3-16=-732/490,4-16=-398/401,5-16= 1398/2924, 5-15=-256/645, 6-11= 273t74, 6-15=-215/280,7-11=-577/316,7-10=0/317 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 tot-8-0, Intedor(1) 1-8-0 to 17-0-0, Extedor(2) 17-0-0 to 23-0-0, Interior(1) 23-0-0 to 384-0, Eldedor(2) 384-0to 414-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801 Ib uplift at joint 2 and 801 lb uplift at joint 8. Joaquin Velez PE No.68182 M]Tek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 ,&WARNWG- Verhydeslgnp susnefarsend READ NOTES ON TN/SANDWCLUDED M/rEKREFERANCEPAGEM&7473rex. iWUYlOiSBEFORE USE - Design valid for use only with MrekW connectors. this design 6 based only upon parameters shown, antl is for an individual building component, not �,- a truss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall 7 building design. Bracing Indicated is to prevent buckling of individual from web antlforchord members only. Additional temporary and permanent bracing MiTek* 6 alvros required for staleftly and to prevent collapse win possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANQ71Plt Quaff yy CdNap, DSa$9 and BCN Bu1tlFD Component 6904 Parke East Blvd.Sa1Ny InloenptbrravaYabletrem Luss Plate Institute, 218 N. lee Street Suite 312, Alexondtia. VA 22314, Tampa. FL 33610 Job Truss Truss Type Oty RIVER EST T79183835 2222618 A02 Special Truss 2 =JobReference ional Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 62019 MiTek Industries, Inc. Mon Jan 2015:36:042020 5xB % 6x8 3.00 F12 ..... - 4x6 _ 7-8-10 140-0 23-4-0 31-&0 35-8-0 7-8-10 6-3-6 9-4-0 7-1/0 I 45-0 Scale =1:6&5 e I9 Plate Offsets (X Y)-- 12:0-2-7 Edael [3:0-3-00-3-0] 15:0-5-0 0-1-121 [6:0-4-00-3-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(ILL) 0.51 11-12 >834 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.9210-11 >461 180 BCLL 0.0 ' Rep Stress their YES WB 0.95 Horz(CT) 0.35 8 n/a i BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 1871b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6,1-3:2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Raw at midpt 5-11, 5-10 2-11:2x48P No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-8-0, 8=1313/Mechanical Max Hom 2=348(LC 9) Max Uplift 2=-721(LC 10). 8=-628(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---4282/2376, 3-4=-3498/2017, 4-5=-3497/2214, 5-6=-1684/1129, 6-7=-1692/985, 7-8=-1282/807 BOT CHORD 2-12=-2147/4002, 11-12=-2157/4012, 10-11=-671/1468, 9-10=-920/1607 WEBS 3-11=-772/504,4-11=-392/391, 5-11=-1411/2613, 5-10=-134/267, 6-10=-376/368, 6-9=-321/321, 7-9=-719/1455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vascli24ni TCDL=4.2psf; BCDL=5.Opsf; 11511; B=45f ; L=24ft(eave=5N; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 17-0-0, Extenor(2) 17-0-0 to 23-0-0, Interior(l) 23-0-0 to 32-6-4, Extedor(2) 32-64 to 35-6-4 zone; cantilever left and right exposed ;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 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 8 SYP No.2 crashing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 Ib uplift at joint 2 and 6281b uplift at joint 8. Joaquin Velat PE No.68182 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 QWANNWG. Venfydesrgduvaaefys&rdNEAONOTES ON THISANDWCLUDEOMITEKNEFENANCEPAGEMLL74]Jrev. MtV32015SEFONE USE. Design valid for use only with MTeM0 connectors. rhis design Is based only upon parameters shown, and is for on individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 busses antl buss systems seeAN6UIP11 Du Ohara. Mai and I=gpedbp Component SpbM eslarmatbllovoilable ham Truss Plate InstiMe, 21B N. Lee Sheet Sun. 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty- Ply LOT WES INDIAN RIVER EST T79183836 2222618 A03 Hip Truss 1 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 Milek Inc. Mon Jan 20 15:36:05 2020 5x8 = 5x6 = 5x6 = 5 620 3.00 12 3xb 11 Scale = 1:67.6 I06 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ve 1(LL) 0.49 13-14 >870 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.71 13-14 >601 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.72 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2051b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Raw at midpt 4-12, 6-11 . 2-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-8-0, 9=1313/Mechanical Max Horz 2=330(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4286/2526,3-4=-3484/2193,4-5=-1796/1323,5-6=-1553/1269, 6-7= 1679/1219, 7-8=-1684/1044, 8-9=-1288(855 BOT CHORD 2-14=-2284/3999, 13-14=-2296/4006, 12-13=-1800/3186, 11-12=-759/1483, 10-11=-987/1594 WEBS 4-13=-992/1931,3-14=0/251,3-13=-794/494,4-12=-2186/1347, 5-12=-435/652, 6-12=-213/666,7-11=-343/340, 7-10=-312/350, 8-10=-766/1441 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 14-9-1, Exterior(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 to 32-6-4,.Fxtedor(2) 32-6-4 to 35-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chard live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 It, uplift at joint 2 and 6281b uplift at Joaquin Velez PE No.68182 joint 9. MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 O WARNING- Verify design pammetere and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MA7473 rev. 10103,2015BEFORE USE Design valid for use only with MirekO connectors. This design is based only upon parameters shown and is for on individual binding component, not �■ ■■ a i ss system. Before use, the building designer must verily me applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual mess web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stablllty and to prevent collapse wRh possible personal Injury and property damage. For general guidance regarding the fobrlcolion, storage, delivery, erection and bracing of trusses and Muss systems seeANSVIPl1 Quality CMeM, DSB49 and BC51 Building Cemponont 6904 Parke East Blvd. Solely Infamsalbnovalloble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply LOT 15165 INDIAN RIVER EST T791&3837 2222618 A04 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, s Dec 6 2019 MiTek Industries, Inc. Mon Jan 20 4x6 = 416 = 3.00 12 13 3x6 II 3x8 % 2x4 II 214 11 8xl4 MT20HS= N4 ]2, 7 p ts0-0 teDO z1-0D '23 <-0 t z7-0 32aU 1-z-1t a s s36 sL0 z8O 240 3L0 sDU o-ao Scale=1:68.0 Plate Offsets (X Y)-- [2.0-0-10 Edee7 [3:0-3-0 0-3-0] [6:0-3-8 0-2-01 [10:0-5-12 0-0-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.50 15-16 >770 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.7015-16 >554 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.37 9 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 1961to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD 1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 -Except* BOT CHORD 2-16: 2x4 SP No.1, 10-16: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-8-0, 9=1197/0-3-8 Max Hoe 2=300(LC 9) Max Uplift 2=-652(LC 10), 9=-575(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-0806/2283,3-4=-2996/1948,4-5=-1392/1078,5-6=-1180/1044. 6-7=-1393/1047, 7-8=-1001/707, 8-9=-11361826 BOT CHORD 2-17=-2157/3594, 16-17=-2170/3602, 15-16=-1682/2808, 14-16= 611/1111. 12-14=-508/827,10-12=-5151805 WEBS 4-16=-982/1847, 5-15=-372/583, 6-14=-100/284, 3-17=0/252, 3-16=-791/496, 4-15=-2144/1354,7-10=-785/642,8-10=-676/1038, 7-14=-203/598 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 4-2-1 oc bracing. 1 Row at midpt 4-15 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=S.Opsf; h=15ft; B=45ft; L-241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 14-9-1, Exterior(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 to 29-2-4, EMedor(2) 29-2-4 to 32-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 2 and 575 to uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING- VedtydesfgnPafametersand READN07Ea ONMXMDINCLUDEDMREKREFERANOEPAGEMI474TJrev. mUs1sr015BEFOREUSE Dedgn volid for use only with MBek®connectors. lh6 design Is bated only upon parameters shown, and Ls for an Individual building component, not a truss system. Before use, the bulltling oeslgner must venly the oppllcalothy of design parameters and property Incorporato this design Into the overall design. Bracing Indicated is to buckling lndMtlual truss web and/or chord members any. Additional lemporory and permanent bracing MiTek' bulltling prevent of Is always requlred for stability and to prevent collapse with pcsslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hoses and truss system& seeANSVMII Qualify Criteb, DSB at* end BCSI Building Component 6904 Parke East Blvd. SeLty erfommlbnaoollable from Truss Rate Institute. 218 N. Lee Sheet Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 15/651NDIAN RIVER EST T791B3B3B 2222618 A05 Hip Truss 1 1 Job Reference (optional) Builders Firs[Source (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MITek Industries, Inc. Mon Jan 2015:36:07 2020 3xB 5.6 = 5x6 = 3.00 12 7-8-10 73-10.4 14r0-0 17-0-O 23.4-0 29-7-0 35.8-0 7-&10 I 6�12 3-0-0 6-4-0 i 6-3-0 I 8-0-12 11 Scale=1:67.6 Plate Offsets (X h-- 12:0-1-2 0-0-71. [3:0-3-8,0.M1 15:0-2-12 0-1-12] [6:0-4-00-2-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) 0.44 12-13 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.82 11-12 >518 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.31 9 n/a rda BCDL 10.0 Code FBC2017/rPI2014 Matrix-MSH Weight: 192 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or4-11-6 oc bracing. BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt 5-11 2-12: 2x4 SP M 31, 11-12: 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-8-0, 9=1313/Mechanical Max Holz 2=293(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4302/2671, 3-4=.9497/2294, 4-5=-3471/2483, 5-6=-1424/1234, 6-7=-1699/1271, 7-8=-1837/1241, 8-9= 1254/912 BOT CHORD 2-13=-2421/3988, 12-13=-2422/4010, 11-12=-1166/2023, 10-11=-1007/1588 WEBS 4-12- 327/396, 6-11=-158/445, 7-11=-276/239, 7-10=-205/273, 8-10=-952/1526, 3-12=-817/523.5-12=-1421/2314,5-11=-919/495 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5tt; Cat. II; Et¢ C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exter or(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 12-9-1, Exterior(2) 12-9-1 to 27-2-15, Interior(1) 27-2-15 to 32-6-4, Exterior(2) 32-6-4 to 35-6-4 zone; cantilever left and 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 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-" wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SVP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 lb uplift at joint 2 and 6281b uplift at joint 9. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 AWARNING -yer/tydeslgnpmametersandREADNOTES ONTHIS ANOWCLUOEOMr KREFERANCEPAGEM1474"rev.1InsmaiSBEFOREUSE • Design valid for use only with MRek®connectors. lNs deslgn is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall buUding deslgn. Bracing Indicated'¢ to prevent buckling of Individual fie web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of busses and buss systems seeANSU1Pm CaapptNsrr Criteria, DS549 and BCSI Building Component 690E Parke East Blvd. Safety Infoenalbnavalloble from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tahoe. FL 33610 Job Truss Truss Type - ay Ply LOT 15/65 INDIAN RIVER EST T19183839 2222618 A06 Hip Truss 1 1 ce Job Referento tional Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 62019 MiTek Indusfnes, Inc. Mon Jan 2015:38:08 2020 4z6 = Scale = 1:63.0 Sz6 = 3.00112 13 11 3.6 II 3x8 ; 2,4 2x4 11 Bz14 Mi20HS= LOADING (pst) SPACING- 2-" CS'. DEFL. in (loc) /deft LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.43 15-16 >903 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.67 12-14 >574 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 194 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. 2-15,10-15: 2x4 SP No.1 WEBS 1 Row at midi 5-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-8-0, 9=1197/0-3-8 Max Horz 2=264(LC 10) Max Uplift 2=-652(LC 10), 9=-575(LC 10) FORCES. (Ib) -Max. CompJNI Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3832/2413, 3-4=-2968/2035,4-5=-1860/1419, 5-6=-1634/1320, 6-7=-993/896, 7-8=-1018l743,8-9=-1163/875 BOT CHORD 2-16=-2278/3596, 15-16= 2279/3611, 14-15=-1745/2695,12-14=-679/1102, 10-12=-685/1060 WEBS 3.16=0/259,3-15=-870/521, 4-15=-991/1629,5-14=-363/596, 6-14=-465/928, 7-1 D=-299/397, 8-10= 700/l055, 6-10=-564/299; 4-14=-1765/1249 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=5.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 12-9-1, Extedor(2) 12-9-1 to 27-5-12, Interior(1) 27-5-12 to 29-2-4, Exterior(2) 29-2-4 to 32-2-4 zone; cantilever 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) 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-D tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s)2 considers parallel to gminvalue using ANSI/TPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 Ito uplift at joint 2 and 575 lb uplift at joint 9. Joaquin Velez PE No.68182 10I USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 21,2020 O WARNWG-Ver/tydeslgnPeramstenenEREADNOTEB ON TN/BANDINCLUD£DMREKREFERANCEPAGEMLL7473rev. 16031015BEFOREUSE Design valid for use only writ, MBekO connectors. ihls design Is based only upon parameters shown. and Is for on Individual building component, not �' a truss stem. Before use. the building designer must verify the opplicolority of design Parameters and properly Incorporate this design Into the overall system. building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delbery, erection and bracing of misses and muss systems, seeMSIM11 pui1yCreeds, DSB49 and BCSI BuIll Component 6904 Parke East Blvd. Safety Informalbtpvorobie from Truss Plate Insfil 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL M610 Job - Truss - Truss Type Qty Ply LOT 15/65 INDIAN RIVER EST T79183840 2222618 A07 HIP 1 1 Job R f re ce 1oot'ona0 Builders RrstSdource (Plam City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MITek mdustnes, Inc. man aan zu 15:36:09 2020 rage i ID:xZpBkW mmOHCg6iGUWAKsgaCf2U-?edhMeLAlxp4gwfgG_71 GIOLnhfPdFh?aUW VIZtQCq -1-0-0 7-9-0 15-0.0 20-0-0 25-0-0 30.5-4 36-9-0 1-4-0 7-9-0 72210 5-0.0 5.0.0 j 5-5-4 6-512 Stale=1:66.6 5x6 = 6.00 3x4 = 5zfi _ d 15 1J I ,v 3x6 = 2x4 II 4x6 axe = 4x6 = 348 = sire = 3x6 II LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.32 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.58 11-13 >754 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.72 Hoa(CT) 0.09 9 111a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc pur ins, BOT CHORD 2x4 SP No.2 *Except' except end verticals. 12-14: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-13, 5-13,.5-11 REACTIONS. (lb/size) 2=1428/0-8-0, 9=1353/Mechanical Max Hom 2=266(LC 9) Max Uplift 2=-743(LC 10), 9=-645(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2535/1622, 3-4=-1896/1374, 4-5=-1626/1342, 5-6=-1450/1243, 6-7=-1689/1292, 7-8=-1726/1196, 8-9=-1289/957 BOT CHORD 2-15=-1394/2336, 13-15=-1395/2332, 11-13=-986/1650, 10-11=-958/1484 WEBS 3-15=0/296,3-13=-722/527, 4-13=-236/545, 5-11=-418/277, 6-11=-264/511, 7-10=-306/313, 8-10=-932/1461 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 10-9-1, Extedor(2) 10-9-1 to 19-2-15, Interior(1) 19-2-15 to 20-9-1, Exterior(2) 20-9-1 to 29-2-15, Interior(1}29-2-15 to 33-7-4, Extedor(2) 33-7-4 to 36-7-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7431b uplift at joint 2 and 645 lb uplift at joint 9. Joaquin Velez PE No.68182 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date; January 21,2020 ,&WARNING-yyMyydes x vxsmefexeand READ NOTES ON TFUSAND INCLUDED MITEKREFERANCEPAGEMLL747arev. lhkSY2015BEFOREUSE. ��- Design valid for use only with MRelkisconnecars. This design 6 based only upon parameters shown, and 6 for an Individual budding 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 cesign. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MOW Is always required forrstabllily and to prevent collapse wim passible personal injury and property damage, For general guidance regarding me fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeANSI/IPII Quality Criteria, OSB-89 and RCSI Building Component 6904 Parke East Bed. Safety Infomlationsvoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Tess Truss Type Qty Ply LOT 11165 INDIAN RIVER EST T79183841 2222618 A08 Hip Truss 1 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 62019 Miiek mausmes, Inc. Jan ZU In:Jb:IU ZUZU Scale = 1:61.9 Sx6 = 3z4 = 5z6 = 8.00 12 4 21 5 22 23 6 24 3.00I12 12 3x6 II 3x8 � 2zd II 2z4 II 6x12 MT20HS= 25U0 11 -1 SUN 2:41aa 23d-0 2)-0-0 32-0-0 aos { nnz 8-5 I zsl�i ell z-4a sou LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.40 14-15 >959 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.5514-15 >704 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.82 Horz(CT) 0.30 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 182 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11.4 oc bracing. BOT CHORD 2x4 SP No.2'Except- 2-14: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-8-0, 8=1197/0-3-8 Max Horz 2=264(LC 10) Max Uplift 2= 652(LC 10), 8=-575(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3821/2505, 3-4=-2926/2033, 4-5=-2293/1794, 5-6= 1490/1224, 6-7=-981i/36, 7-8=-1146/902 BOT CHORD 2-15=-2365/3540, 14-15=-2370/3554, 13-14=-1205/1831, 11-13=-660/1018, 9-11=-664/993 WEBS 3.14=-920/645.4-14=-585/1035,7-9=564/945, 6-13=-521/920, 6-9=-725/584, 5-13=-829/649,5-14=-474/805 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=S.Opst h=15ft; B=45ft; L=24ft; say"- it; Cat. I: Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-9-1, Exted6r(2) 10-9-1 to 19-2-15, Interior(1) 19-2-15 to 20-9-1, Extedor(2) 20-9-1 to 32-2-4 zone; cantilever left and right apposed ;C-C formembers 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 He uplift at joint 2 and 5751b uplift at joint 8. Joaquin Velez PE No.68192 MRek USA, Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 QWABN/NG. V dfy Ees/gnparametersadRB ONOTESONTHMANDWCLUDEDMREKBEFEBANCEPAGEMlb74m.. iM122015BEFOBEUSE Design valid for use only with MRelk® connectors. cols tlesign Is based only upon parameters mown, and Is for an Individual building component, not a truss system, Before use, Me building designer must verify Me opplicobllity 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 Wochg M!Tek' Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding Me reelection. storage, delivery, erection and bracing offrusses and truss systems. seeANSVIPII Quality Cmede. OSS49 and SCSI Building Component 6904 Parke East Bmtl. Safety IntormaNargvollable from Truss plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL M610 Job Truss Truss Type Ott, ply LOT 15/65 INDIAN RIVER EST T79183842 2222618 A09 Half Hip Truss 1 1 Job Reference o Banal Hu iaers rlrslDaumn triwn ury, r ), nam ldry, rL- 4000'. tl24u s uec o eu le ali r an nmusuroa, n,c. rv,u„ au, cv I .w I . cvco , uy= , ID:xZDBkW mmOHCa6fGUWAKsarzCf2U-x01 RmKNOHY3ovvjl yg1 b6hyMobREtTuzSuzdabaOCo d Scale = 1:65.2 5x6 3x4 = 518 = 3x4 11 8.00 12 14 12 11 u 3x6 = 2x4 11 06 = 3x4 = 3x6 — 2.4 II ex8 _ 3x8 = LOADING (psf) SPACING- 2-" 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 CSI. TC 0.81 SC 0.72 WB 0.97 Matrix-MSH DEFL. in (loc) Vdefl L/d Vert(LL) 0.19 11-12 >999 240 Vert(CT) -0.3511-12 >999 180 Horz(CT) 0.11 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 2101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS 1 Row at micipt 5-12, 6-11, 6-8 REACTIONS. (lb/size) 2=1428/0-8-0, 8=1353/Mechanical Max Horz 2=404(LC 10) Max Uplift 2= 714(LC 10), 8=-674(LC 10) Max Gmv 2=1473(LC 15), 8=1432(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2672/1513, 3-4=-2121/1303, 4-5=-1867/1272, 5-6=-2031/1289 BOT CHORD 2-14=-1663/2411, 12-14=-1665/2408, 11-12=-1289/2031, 9-11=-867/1449, 8-9=-867/1449 WEBS 3-14=0/261, 3-12=-624/446,4-12=-147/591, 5-12=-383/93, 5-11=-326/431, 6-11=-551!/59,6-9=0/390,6-8=-1865/1114 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=5.Opsf; h=15ft; B=45ft; L=24ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intertor(1)1-8-0 to 8-9-1, Exterior(2) 8-9-1 to 17-2-15, Interior(l) 17-2-15 to 33-7-4, Extedor(2) 33-74 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 3-64) 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 8 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714111 uplift at joint 2 and 674111 uplift at joint 8. Joaquin Velez PE No.68182 MTek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 21,2020 AWARNING - Vivify deelgnparameMrsandREADNOTES ONTHISANUINCLUDED MO KREPERANCEPAGEMIP74Mnalla,0120f5BEPOREUSE. Design valid for use any YAM MgeM connectors. This design a owed only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. Me building designer must verify Me applicability of design parameters and property Incorporate Me design Into Me overall building design. Bracing Indicated is to bucang of Individual truss web and/or chord members only. Additional temporary and permanent brocing M!Tek' prevent Is always required for stability and to prevent collopse vnM possible personal Injury and property damage. For general guidance regarding the fabricofion. storage, delivery, erection and bracing of busses and truss systems. seeANSVrPll Qua Cift lo, DS!-09 and BCM Building Component 69N Perks East Blvd. Safety nformationovallable from TnLa Nate Institute. 218 N. We Street. Suite 312 Alexcntlrlo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply=Aeference R EST T19183843 2222618 A10 Hip Truss 1 Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240s0ec 62019MIlesimausines,mc. Mon Janzu irxjo:ln4u u m d Scale = 1:59.4 6.00 FIT 5.8 = 2.4 II 5x8 = 4 19 20 5 21 22 6 3x6 = 2x4 II 3x4 = 5x0 = 3.4 = 2x4 = 3x4 = 8-0-] 13-0.0 204N1 27-0-0 32-40 5-LO Plate Offsets (X Y)-- [3:0-3-0 03-4] [4:0-6-0 0-2-8]I6;0-6-0 0-2-81 [10:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Vert(L-) 0.22 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.3313-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=1264/0-8-0, 8=1189/0-3-8 Max Horz 2=264(LC 10) Max Uplift 2= 655(LC 10), 8=-577(LC 10) Max Grav 2=1289(LC 15), 8=1189(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2159/1342, 3-4=-169a/1213,4-5= 1429/l147, 5-6=-1427/1145, 6-7=-984f724, 7-8=-11441876 BOT CHORD 2-13=-1272/1966, 11-13=-1273/1963, 10-11=-949/1519, 9-10=-530/826 WEBS 3-13=0/292, 3-11=-616/444,4-11=-234/575, 5-10=-442/452, 6-10=-564/876, 6-9=.471/451, 7-9=-644/1027 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-10-2 oc bracing. 1 Row at micipl 4-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MINFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 8-9-1, Pxtedor(2) B-9-1 to 17-2-15, Interior(1) 17-2-15 to 22-9-1. Exterior(2) 22-9-1 to 32-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 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 655 lb uplift at joint 2 and 577lb uplift at joint 8. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cott 6634 6904 Padre East Blvd. Tampa FL 33810 Data: January 21,2020 Q WARNWG-9e4rydeslgnparemefersand READNOTES ON MOANGINCLUO£GMNEKREFERANCEPAGEM/F74Arev. 11LD32055BEFORE USE. Design valid for use only with MOeiAP connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. Me building tle9gner must verify the applicability of design parameters and properly Incorporate ft design Into the overall bulking design. Bracing Indicated is to buckling of IndNltlual ease web and/or chord members only, Additional temporary and permanent bracing WOW prevent Is always required for Stoldity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricator, storage, delivery. erection and bracing of musses and truss systems meANSI71P11 Quo CMedp, DS149 and SCSI Wilding Component 6904 Parke East Blvd. Safety mformoBonavalloble from Truss pate Institute. 218 N. We Seeet Suite 312. Alexantldo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 15/65 INDIAN RIVER EST T19183844 2222618 All Half Hip Thus 1 1 Job Reference (optional) ounaers rlrslaoumu triam any, rL), narn ury, IL- ooaoq o.zeu Scale = 1:65.2 5x5 = 3x4 = Sx6 = 3x4 = 2x4 II je US = 3x4 = 3x6 = 30 = 6x8 — 4x6 — 3.8 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.69 BC 0.81 WB 0.61 Matdx-MSH DEFL. Ven(LL) Vert(CT) Horc(CT) in (too) Vdefl Ud -0.30 14-17 >999 240 -0.63 14-17 >694 180 0.10 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 1991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc pudins, BOT CHORD 2x4 SP No.1 `Except except end verticals. 11-13: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 2=142810-8-0, 9=1353/Mechanical Max Horz 2=351(LC 10) Max Uplift 2=-722(LC 10), 9=-665(LC 10) Max Grav 2=1443(LC 15), 9=1358(LC 15) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2590/1643,34=-2223/1392,4-5=-1966/1346,5-6=-2249/1451, 6-7=-1731/1046 BOT CHORD 2-14=-1736/2359, 12-14=-1529/2238, 10-12=-1378/2087, 9-10=-695/1029 WEBS 3-14=-457/440,4-14=-301[741, 5-14= 553/282,6-10=-715/622,7-10=-550/1111, 7-9=-1562/1069 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1.4-0 to 1-8-0, Interior(1) 1-8-0 to 6-9-1, Fxtedor(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 33-7-4, Extedor(2) 33-7-4 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom 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=10.0psf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 722 Ib uplift at joint 2 and 665lb uplift at joint 9. Joaquin Vela PE No.68182 MTek USA, Ina FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNWG-Ve4fydss/enRsmefersaed NERD NOTES ON MBANDWCLUDEDMREKREFERANCEPAGEMIP74"rev. 16 015eEFONEUSE. Design valid for use only wlih Mn0 connectors.fibtleslgn is basetl only upon parameters shown. antl is for on lntllvldual brAtling component.not a truss system. Batore use. Me bu0ding tleslgner must vetlry the opPllCablllty of tleslgn parameters and properly Inrorporate ifus tleslgn Inlo Me overall bulltlOg design. BracNg IndicOted islopreventbuckJing of IndMtlucl buss webond/orchard members only. Adtlnlonal temporary and partnpnent bracing MiTek' Is always required for atoblllty antl to prevent collapse with PosU"a personal Injury and properh/ damage. For general guitlonce regarding the tobricpno. storage, d.".n erecibn end bracing of busses and buss systems, seeANSVIP11 pu01RRyy Cm.M, DSaen and SCSI aultlb0 Cempenmf 6904 Parka Eest Blvd. 6o .ft, Intomralbls�volloble hom Taus Rpte Inslltute, 218 N. Lee Sheet, Suite 3, Alexandria, VA 22314. Tampa, FL 33610 Job Truss TypPly LOT 15/65 INDIAN RIVER ESTT19183045 THip 2 Thus 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, _ 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 20 15:36:15 2020 n d Scale=1:57.4 5x8 = Sx8 = 5.8 = 4 18 19 20 5 21 622 4x6 = 5x8 = 3.4 = 20 = 3x6 - 3x4 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL.1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/7P12014 CSI. TC 0,76 BC 0.81 WB 0.41 Matrix-MSH DEFL Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud -0.29 12-15 >999 240 -0.6212-15 >623 180 0.06 8 n/a n/a _ PLATES GRIP MT20 2441190 Weight: 1751b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 5-6,4-5: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. 10-11: 2x4 SP No.2 WEBS 1 Row at midpt 6-10 WEBS 2x4 SP No.3 *Except* 4-10,6-10: 2x4 SP No.2 REACTIONS. (lb/size) 2=1264/0-8-0, 8=1189/0-3-8 Max Ho¢ 2=264(LC 10) Max Uplift 2=-655(LC 10), 8=-577(LC 10) Max Gmv 2=1280(LC 15), 8=1189(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-2168/1422, 3-4=-1872/1251, 4-5=-1725/1268, 5-6=-1720/1264, 6-7=-772/545, 7-8=-1188/828 BOT CHORD 2-12=-1395/1988, 10-12=-1077/1675, 9-10=-421/661 WEBS 3-12=-394/387,4-12=-120/516,4-10=139/287, 5-10=-565/574, 6-10=-844/1261, 6-9==647/585, 7-9=-666/1050 - 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 6-9-1, Exterior(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 24-9-1, Exterior(2) 24-9-1 to 32-2-4 zone; cantilever left and right exposed ;C-C formembers and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-" wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing Capacity of 565 psi. 7) Bearing at joints) 8 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 6551b uplift at joint and 5771b uplift at joint 8. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNWG- Vedrydedgnparemetmand READNOTESON MISANDWCLUDEDUR REPERANCEPAGEMR74 MV. tatziculSBEFOREUSE Design valid for use only with MrekD connectors. This design Is based only upon parameters shown. and is for an indMdual balding component, not ��- a truss system. Before use, the bullding designer must verity the appllcabllliy of design parameters and properly Incorporate the design Into the overall building daslgn. Bracing Indicated is to buckling of Individual Muss web and/or Chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required forstobllity and to prevent colloMe with possible personal injury and property damage. For general guidance regarding the 69M Parke East Blvd. fabrication, storage. delivery, erection and bracing of Musses and Muss systems seeAN5VIPH QualityCmnb. DSB49 and SCSI Building Component Safety Infomm8omva1iable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type - Oly Ply LOT 15/651NDIAN RIVER EST T19183846 2222618 A13 Half Hip Truss 1 1 Job Reference (options]) BUllders FOsthOUnle )Plant City, FL), Plant City, FL- 33567, tizule MlleKmagolnee, Ing. mondan GV Ixoollo 5.6 = 3 Scale = 1:65.2 3x4 = 5x6 = 4x6 = 3x4 11 19 20 4 21 5 22 623 24 7 13 3x6 = 3x4 = 4x6 = 3x4 = 4116 = 3x4 = 6xB = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 Cat. TC 0.65 BC 0.88 W B 0.78 Matrix-MSH OEFL. Vert(LL) Ven(CT) Horz(CT) in (roc) Udetl Lid 0.31 13-16 >999 240 -0.42 9-11 >999 180 0.12 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 183111, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc puffins, 1-3: 2x4 SP M 31 except end ver8cals. BOT CHORD 2x4 SP No.1 •Except• BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. . 10-12:2x4 SP No.2 WEBS 1 Row at midpt 4-13. 6-8 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1428/0-8-0, 8=1353/Mechanical Max Hom 2=297(LC 10) Max Uplift 2= 730(LC 10), 8=-658(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2437/1489, 34=-2110/1473, 4-5=-2720/1728, 5-6=-2083/1265 BOT CHORD 2-13=-1467/2089, 11-13=-1806/2707, 9-11=-1669/2581, e-9=-111211731 WEBS 3-13=-181/667,4-13— 840/403, 5-11=-82/255, 5-9=-704/572, 6-9= 340/783, 6-8=-2027/1309 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=58; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedar(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-9-1, Extedor(2) 4-9-1 to 13-2-15; Intedor(1) 13-2-15 to 33-7-4, Extedor(2) 33-7-4 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730111 uplift at joint 2 and 65B lb uplift at joint S. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Bate: January 21,2020 Q WANNWO-Vd&dezgnparemelersand NEAONOIS ON TN/SAND INCLUDED MMISKNEFENANCEPAGEAffl mv. fatiara1SBEFONE USE Design valid for use only with MgekG connectors. lhls tleslgn Is ❑osed only upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use. the building designer must vedry the applicability of tleslgn parameters and properly Incorporate Mk design Into the overall bulltlingdeslgn. Bracing lnd1caled U to buckling individual thnoweb and/or chord members only. Addltlonal temporary and permanent bracing MiTek' prevent of Is always requhed for staff and to prevent collapse with possible personal Injury and property, damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of tnssses and truss systems. ssiquit /1P11 CuoOy Criteria, DSB-09 and BW Building Compannit 69U Parke East Blvd. b1y m Sainformafbvollable from Tuns Plate te. ate Institu218 N. Lee Street. Suite 312. Alexontlrio. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 15165 INDIAN RIVER EST T19183B47 L618 A14 Hip Truss 1 1 Job Referents o tiorW -aunaers rirssaouat, lrimn Illy, rLI, clam spry, rl- aaaoq 4x6 = 4 3x4 = 19 20 5 21 5.6 = 6 P223 Scale =1:57.4 446 = 7 f 3x6 � 3.8 = 3x4 = 3x4 = 4x5 = 4x6 = 2x4 = LOADING (psf) SPACING- 2-M 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/TP12014 CSI. TO 0.74 BC 0.79 WB 1.00 Matrix-MSH DEFL in Ved(LL) 0.20 Ven(CT) -0.40 Horz(CT) 0.08 (loc) Vdefl L/d 11 >999 240 9-11 >977 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 1711b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or2.2-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. WEBS 1 Row at midpt 5-13. 7-9 REACTIONS. (lb/size) 2=1264/0-8-0,8=1189/0-3-8 Max Horz 2=297(LC 10) Max Uplift 2=-650(LC 10), 8=-582(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -Al forces 250 (Ila) or less except when shown. TOP CHORD 2-3=-2267/1487, 3-4=-1987/1278, 4-5=-1741/1236, 5-6=-2189/1461, 6-7=-1531/972, 7-8=-1131/797 BOT CHORD 2-13=-1555/2010, 11-13=-1461/2189, 9-11— 994/1556 WEBS 3-13=-363/354, 4-13=.203/576, 5.13=-630/267, 5-11=-173/319, 6-11=-525/713, 7-9=-1136/1793, 6-9=-797/709 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interiar(1) 1-8-0 to 4.9-1, Exteriar(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 29-2-4. Exterior(2) 29-2-4 to 32-24 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pounding. 4) This truss has been designed for a 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. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 8 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 650111 uplift at joint 2 and 582 lb uplift at joint B. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33810 Date: January 21,2020 0 WARNING - Verity d.99. pammefere end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M/FT47S rev. 1 a=sOIS BEFORE USE. , Design valid for use only with Mrek®connectors. This design is based only upon parameters shown and is for an Individual burding component not a truss system. Before use, the ouLding designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevents)ucWing of Individual fiuss web and/or chord members only, Additional temporary and permanent bracing Welk' is always required forstalaity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inss systems weANSVIPII pupp1V Cdfedu. DS6419 and 5CS1 Building Component 69M Parke East Blvd. Safety Informakerravoilabie from Truss Fate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa. FL 33610 Job Truss Type City Ply LOT 15/651NDIAN RIVER EST T791B3648 2222618 A15 �Tntss Half Hip Truss 1 2 Job Relerence o tional guilders RrstSouroe (Flan Clty, FL), Plant City, FL-33567, 8,240 a Dec 62019 MiTek Industries, Inc. man dan eu 1b:3bnu zveu rage 1 ID:xZpBkWm OHCa6fGUWAKsgmCf2U-ENg5EISpeixpF_mOsefEuAkb1 OgEOfg73UAVKhLOCh Scale = 1:65.2 5x6 = 3x6 = 5xB = Sx6 = 3x4 II 6.00 12 3 1B 4 5 196 7 14 13 1'4 I 10 a o 3x6 = 3x4 = 2x4 II 3x6 = 6.8 = 3x6 = 4x10 MT20H5= 4x10 MT20HS= LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.52 11-12 >853 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.6211-12 >705 180 MT20HS 1871143 BCLL 0.0 Rep Stress lncr NO WB 0.90 HOrdCT) 0.16 B n/a n/a BCDL 10.0 Coale FBC2017/rP12014 Matrix-MSH Weight: 3671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc pudins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-1.2 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-8 REACTIONS. (lb/size) 2=2887/0-8-0.8=3035/Mechanical Max Ho¢ 2=243(LC 8) Max Uplift 2=-1824(LC 8), 818) Max Gray 2=3401(1-C 13). 8=3491(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6901/3565, 3-4=-6234/3306, 4-5=-9136/4940, 5-6=-6062/3292, 7-8=-459/411 BOT CHORD 2-14=-3264/6135, 12-14=-4940/9136, 11-12=4853/8959, 9-11=-4853/8959, B-9=-3292/6062 WEBS 3-14=-1039/2421, 4-14=-3305/1814, 4-12=0/473, 5-11=0/460, 5-9=-3217/1733, 6-9= 564/1739,6-8=-661a/3595 NOTES- 1) 2-ply truss to be connected together with 1Od(0.131'x3`) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. - 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi 24mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18241b uplift at joint 2 and 189711b Joaquin Velez PE No.68182 uplift at joint B. MTek USA, Ina. FL Cad 6624 12) Girder caries hip end with 0-0-0 right side setback, 7-M left side setback, and 7-0-0 end setback. 6904 Parke East Blvd. Tampa FL 33610 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 762 lb down and 360 lb up at Data: 7-0-0 on bottom chord. The designtselection of such Connection device(s) is the responsibility of others. January 21,2020 nitaro 0 WARNING- Vedly Ce419npar4mefemand READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMIA74M rev. IN1013/1015BEFOREUSE Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must vary the applicability of design poramears and propetiy Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or choral members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability oral to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of fmsen and buss systems seeANSVIPII Quality Gtlbdo, p63d9 and Bcs! Bolding Component Safety Nlormotbmvoilobie from Tnrss Plate Institute. 218 N. We street. Suite 312 Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type R EST T19183848 2222618 A15 Half Hip Truss 7::� 71=_tional) Builders FrsISDurce (Plant City, FL), Plant City,FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 20 15:36:18 2020 Page 2 ID:xZpBk W mmOHCg6fGUWAKsg2Cf2U-ENg5EjSpeixpF_mOsefEuAkb1 OgE0fg73UAVKhztOCh LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-120(F=-66), 14-15=20, 8-14=-44(F=24) Concentrated Loads (lb) Vert: 14=475(F) ob Truss Truss Type Dry Ply LOT 15165 INDIAN RIVER EST T19183849 222618 r A16 MONO HIP 1 1 Job Reference (optional) Builders Fralsource trim sty, FL), Plant Gary, FL- 33567, sec b Lula MI 18K mpusmes, Inc. Mon Jan Za 10:ao: ro rats 804 MT20HS 3.6 7,00 = 4x12 = 4x6 II 6.00 12 3 4 17 6 18 6 19 7 5x8 = 3x6 II 1z 4xl0 MT20HS = 6.63 = Scala=1:58.3 2x4 II 6x12 MT20HS = 6x12 MT20HS = LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1% Lumber DOL 1.25 Rep Stress Incr NO Code FBC20177rP12014 CS]. TC 0.90 BC 0.85 WB 0.94 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl L/d 0.56 10-11 >691 240 -0.67 10-11 >579 180 0.20 8 n1a n1a PLATES MT20 MT20HS Weight: 185 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or-2-0-0 oc pudins, 1-3: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or3-8-14 oc bracing. 9-12: 2x4 SP M 31 WEBS 1 Row atmidpt 3-11. 5-9 WEBS 2x4 SP No.2 *Except* 2 Rows at 1/3 pts 6-8 3-13,4-11,5-10,6-9: 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=2630/041-0, 2=2490/0-8-0 Max Horz 2=233(LC 8) Max Uplift 8=-1640(LC 8), 2=-1573(LC 8) Max Grav 8=3026(LC 13), 2=2938(LC 13) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 2-3=-5877/3017, 3-4=-726213911, 4-5=-7256/3905, 5-6=-4595/2490, 7-8=-382/337 BOT CHORD 2-13=-2763/5220, 11-13=-2774/5261, 10-11=-3731/6908, 9-10= 3731/6908, 8-9=-2490/4595 WEBS 3-13=-271/983, 3-11>1292/2368, 4-11=-1033/869, 5-11=-237/399, 5-10=0/385, 5-9=-2644/1419,6-9=530/1567,6-8=-5185/2819 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=5.Opsf; h=15N; B=45fb L=24ft; eave=4f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 1640 lb uplift at joint and 15731b uplift at joint 2. 9) Girder carries hip end with 0-M right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 762 lb down and 360 lb up at Joaquin Velez PE No.68182 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. MTek USA, Inc. FL Ced 6634 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: .January 21,2020 ue o AWARNING -Ver/lydealgnparemetersandRaDNOTES ONTNLSANDINCLUDEDMNEKBEPENANCEPAGEMIP74M.re.1WA1¢015BEFONEUSE Design valid for use only with Mlreir8i connectors. lh6 design Is based only upon parameters shown, and Is for an Individual bustling component, not a truss system. Before use, the building desIgner must verify Me appllcablllN of design Parameters and property Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of Individual huss web and/or chord members only. Addlllanal temporary and permanent bracing MOW prevent Is always required for slalom, and to prevent collapse wllh possible personal Injury antl properly damage. For general guidance regording Me fabrication, storage, delivery. erecton and bracing of Musses and truss systems seeANSUm11 Quality CrBeda. DS549 and SCSI Building Component 69U Parke East Blvd. Safety Informatbrrwallabie from %ss Plate Institute, 218 N. We Street, Sulfe 312, Alexandra, VA 22314, Tampa, FL 33610 Job Truss Truss Type - Dry Ply=15/65R ESTT19183849 2222618 A16 MONO HIP 1 Builders FirslSource (Plant City, FL), Plant City, FL - 33567, a.240 s use B 2Ut If ml l am muusTnes, Inc. man van zu moo: re zueu rage z I D:)tZpBkW mmOHCg6fGUWAKsgaCf2U-iZETS3TRP03gl8KaOMATRNHhHp7_16O9iMs7zlOCg LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-118(F=-64), 13-14=-20, 8-13=-44(F=-24) Concentrated Loads (Ib) Vert: 13=-475(F) QwARNWG- VerWifeslgn perem@Mmand READ NOTES ON TNLSAND INCLUDED M KREFERANCEPAGEMIPMMmv. 10,1131tp15BEFORE USE Design valid for use only with MRelsby connectors. lhk design b based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design Bracing Indicated is to prevent buckling of individual truss web and/or Chord members only. Addltlonal temporary and permanent bracing M!Tek' 6 always required for stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the fobiicatlon storage, delivery, erection and bracing of hums and truss systems, seeANSVIPIT Caaltiv CMaM. DS049 and SCSI Eulding Component 690a Parke Ease BNtl. Safety Internationa loble from TnosPlate Institute,218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Truss Type Cry Ply LOT 15/65 INDIAN RIVER EST T19183850 �22226t8�� Common Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 62019 MiTek Industries, Inc. Mon uan 2u 1h:3a:Lu zueu rage 1 ID:kZpBkWmmOHCg6fGUWAKsgmGf2U-BlorIPU3AJBWUIvmz3hi bgOnDO(UmhlXofcOaztOCI -1 4-0 1G-4-0 20-8.0 22-0.0 1-4-0 10-40 I 10-4.0 1.4-0 rl, 4x6 1 ax° - 19 18 17 1615 14 13 12 2x4 11 2x4 II 2x4 II 3x4 = 2x4 II 2x4 II 2x4 11 2x4 II Scale = 1:39.1 � ]g LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(L) 0.00 11 Nr 160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.01 11 rdr 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.10 Hom(CT) 0.01 10 rda n/a BCDL 10.0 Code FBC2017ITP12014 Matnx-SH Weight: 1041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 Ste No.2 P BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 Ste No.3 REACTIONS. All bearings 20-8-0 (Ile) - Max Horz 2=-215(LC 8) Max Uplift All uplift 100 Ile or less at joint(s) 18,13 except 2=-173(LC 10), 17=-104(LC 10), 19=-174(LC 10). 14=-104(LC 10), 12>174(LC 10), 10=-173(LC 10) Max Grev All reactions 250 It, or less at joint(s) 2, 15, 17. 18, 14, 13, 10 except 19=339(LC 15), 12=338(LC 16) FORCES. (I e) - Mau CompJMau Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-99/374, 6-7=-99/374 WEBS 5-17- 143/302, 3-19=-239/337,7-14=-141/302, 9-12=-239/337 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4,2psf; BCDL=5.0psf; h=15ft; B=45ft; L=241t; eave=2ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 1-8-0. Exterior(2) 1-8-0 to 7-4-0. Comer(3) 74-0 to 134-0, Extenor(2) 134-0 to 19-M, Comer(3) 19-0-0 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Co. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 100Ib uplift at joint(s) 18. 13 except ft=lb) 2=173, 17=104, 19=174, 14=104, 12=174, 10=173. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 QWARNING- Vshlydeslgnpammetemmai READNOTES ON MIS AND INCLUDED MRENREFERANCE PAGE M/F74mmx. laTa20I5 BEFORE USE. Design valid for use only wire M6el,19 connectors. Ws design Is based only upon parameters shown. and Is for an Individual building component, not a hum system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate Mrs design into Me overall tleslgn. Bracing indicated IS to buckling Individual truss web and/or chord members only, Additional temporary and permanent bracing M!Tek' building prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of humps and huss systems, seeARSVMII Qual Criteria. D5149 and BCSI Building Component Safely amiumaPornvailoble from Truss Plate Institute. 218 N. Lee Sheet Suite 31Z Alexandria. VA 22$14. Tampa, FL 33610 Jab Truss Truss Type (3ty Ply LOT 15165 INDIAN RIVER EST T79183B51 2222618 B02 ROOFTRUSS 8 1 .lob Reference o tional Builders FirsiSouroe (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 20 15:35:21 2UE0 31 Scale=1:37.6 34= Lx4 ifJX4 = [x4 P axe = 3x6 = IT LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.35 10-13 >713 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.74 Vert(CT) -0.43 10-13 >574 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Hotz(CT) 0.03 6 Na nra BCDL 10.0 Code FBC2017/lP12014 Matrix-MSH Weight: 88111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0, 6=837/0-8-0 Max Hera 2=-215(LC 8) Max Uplift 2=-462(LC 10), 6= 482(LC 10) Max Grdv 2=842(LC 18), 6=842(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1261/731, 5-6=-1260/731 BOT CHORD 2-10=-421/1106, 8-10=-432/1045, 6-8=d21/1120 WEBS 3-5=-116B/986, 3-10=0/300, 5-8=0/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (diredtional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 7-4-0. Extenor(2) 7-4-0 to 13-4-0, Intedor(1) 134-0 to 19-", Extedor(2) 19-0-0 to 22-0-0 zone; cantilever left and right exposed; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip Dim 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) 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 joini(s) except at=lb) 2=462, 6=462. 7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 ,&WARNING -Verity fiesign perametere ontlpEAD NOTES ON THISAND INCLUDED MNEKHEFEFANCEPAGEM67473.. 113e32715BEFOBEUSE Design valid for use only with M7ek® connectors. This design IS eased only upon parameters shown, and Is for an IndNidual bWdhg component, not a buss system. Before use, the building designer must verity the applicabillty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of lndlNdaal truss web antl/or chord members only. Addltlonol temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatWn storage, delivery, erection and bracing of trusses and truss Systems. weANSVIPII Guam v CrIleM, DSO-69 and SCSI Building Component 69U Parke East Blvd. Safety Info rnationavoilable from Truss Plate Ins itute. 218 N. Lee Sheet. Suee 312, Alexandria. VA 22314. Tampa, FL 33610 Job Thus Truss Type Cry Ply LOT 15/65 INDIAN RIVER EST T19183852 2222618 B03 ROOF TRUSS 4 1 Job Reference o Bar Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 20 15:36:22 2020 Page 1 ID:xZpBkWmmOHCg6fGUWAKsgmCf2U-76vc44VJhxFtEkb395UjA3OvCD1 B6ycAb_68iT5riCCd -1-4-0 6.54 10-0.0 15.2-12 20-3-8 r 1-0.0 S5-0 4.10-12 AlN2 ~ 5-0.12 I Scale=.1:36.8 3x4 Q u4 // ax4 = u4 0 3x6 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.36 9-15 >677 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.47 9-15 >522 180 BCLL 0.0 ' Rep Stress Incr VES WB 0.36 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 861b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctursl wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or7-7-12 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=748/0-3-8, 2=826/0-8-0 Max Horz 2=207(LC 9) Max Uplift 6=-353(LC 10), 2=-459(LC 10) Max Grav 6=758(LC 17), 2=831(LC 16) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1221/740, 5-6=-1219f/37 BOT CHORD 2-9=-509/1053, 7-9_ 519/992. 6-7=-508/1061 WEBS 3-5=-110611003, 3-9=0/299, 5-7=0/283 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intefior(1) 1-8-0 to 7-4-0, Exterior(2) 7-4-0 to 13-4-0, Interior(1) 13-4-0 to 17-3-8, Extedor(2) 17-3-8 to 20-3-8 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 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, with BCDL = I O.Opsf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 6=353, 2=459. 7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 6 ]d Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January21,2020 QWARNING- Veritydesfgnperametervard READ NOTES ON MISANDWCLUDEDMfIEKREFERANCEPAGEMI7479mv. 10632015BEFORE USE. Design void for use only with MBek® connector3. This design Is based only upon parameters shown, and Is for an Individual builtling component, not ��- a truss system. Before use, me building designer must verify me appllcablllty, 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 MiTek' Is always required far stability and to prevent collopre with possible personol Injury and property damage. For genarol guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1p11 DaaIM Criteria. DS549 and SCSI Isuldbp Component 69M PaAce East Blvd.Safety mfelmalbNvaOcble from Truss Rate Institute, 218 N. Lee Steel, Suite 312. Alexandria. VA 22 14, Tampa, FL 33610 Job - Truss Truss Type Oty Ply LOT 15/651NDIAN RIVER EST T19183853 2222616 301 GABLE 1 1 Job Reference o tional + Builders FIMISOWDO trlam Udly, FL), Ylam Uty, FL- Jabot, d1 3x4 G US O 6.00 12 a.C4u s uec 0"Ii ivii, en 2x4 II T 3,t4 II 8 2x4 II 9 2x4 11 3x4 = 2x4 II 2x4 II 1.5x8 SIP= 2x4 11 6x8 = 8-0-11 16-8-0 17-3r4 244-0 24-3-0 I I a.v.a a zn-12 0-4-0 11 )ymy \ d Scale = 1:54.8 Plate Offsets (X Y)-- [2:0-2-10 0-1-81 13:0-3-003-4] 16:0-3-2 0-2-01 111:0-2-O Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) 0.18 21-32 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 21-32 >812 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WS 0.34 Hoa(CT) 0.07 11 n/a We BCDL 10.0 Code FBC2017/fP12014 Matrix-MSH Weight: 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except* BOT CHORD 6-16: 2x4 SP No.3, 11-15: 2x4 SP No.2 P JOINTS WEBS 2x4 SP.No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=396/0-3-0, 16=858/0-8-0, 2=715/0-8-0 Max Hoa 2=253(LC 9) Max Uplift 11=-400(LC 10), 16=-556(LC 10), 2= 399(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-940/507, 5-6=-143/295, 6-7=-160/306, 7-8=-174/299 BOT CHORD 2-21=-331/896, 19-21=-332/893, 18-19=-332/893, 17-18= 332/893, 16-17=-332/893, 15-16=-462/652,8-15=-435/405 WEBS 3-21=0/357, 3-24=3761507, 23-24=-828/483, 22-23=362/511, 22-25=-875/495, 16-25=-859/492 Structural wood sheathing directly applied or 5-1-1 Oc purlins. Rigid ceiling directly applied or 6-M oc bracing. 1 Brace at Jt(s): 22, 23, 24 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 13-0, Interior(1) 1-8-0 to 11-4-0, Exterior(2) 11-4-0 to 17-2-5, Interior(1) 17-2-5 to 23-M, Extenor(2) 23-0-0 to 26-0-0 zone; cantilever right exposed ; end vertical right exposed; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and GI85 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=400, 16=556, 2=399. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Data: January 21,2020 Q WARNING- Vedly desfgo paremetere end HEAD NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 10147473 rev. I&MV2915 BEFORE USE. Design valid for use only with MOM Conneciole. This design 8 based only upon parameters shown, and M for an Inc Mdual building component, not �■ ■■ a fists system. Before nee, the buUding designer must verify the oppllcobtity of design parameters and properly Incorporate Bra design Into too overall building design, Bracing Indicated is to prevent bucking of hdMduol truss web and/or chard members only. Addflonal temporary and permanent bracing MiT®k' 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 Huss systems, sooANSIAPII DoolMr CMt,M, OSa-09 and 6CL Building Component 69" Palle East Blvd. Safety Inremralbnovailoble from Truss Rote Institute. 218 N. Lee Sheat. Suffe 312, Alexandda VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply LOT 15/65 INDIAN RIVER EST T791B3854 2222618 CO2 SPECIAL TRUSS 1 1 Job Reference (optional) + Builders F rtSDUrc9 (Plant City, FL), Plant City, FL- 33567, �1 Sx8 11 6.00 f12 8.240 6 Dec 6 2019 MI I ex MauSMes, Inc. Mon Jan Cu 3x4 i 2.4 11 3x4 = 3x4 = 1.5x8 STP = 6x5 = &4d2 Bg0-14 14-4-0 �16-8-0 173f4 24- 0 248-0 ST12 -E 5-5-2 2-40 7- 7-0-12 0-'4-'0 Scale =1:55.1 Plate Offsets (X Y)— [2:0-2-10 0-1-81 [3.0-3-003-41 [4:0-5-e 0-2-8] [6:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.22 8-19 >413 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.2712-15 >761 180 BCLL 0.0 Rep Stress [nor YES WB 0.72 Horz(CT) 0.02 9 n/a *n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-MSH Weight: 128 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepP 5-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=699/0-e-0, 6=359/03-0, 9=911/"-O Max Horz 2=253(LC 9) Max Uplift 2=-426(LC 10), 6=-464(LC 10), 9=-466(LC 10) Max Grav 2=699(LC 1), 6=362(LC 20), 9=911(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-894/565, 3-4=-306/387, 4-5=-161/399, 5-6=-148/274 BOT CHORD 2-12=385/827, 10-12=.386/825, 8-9=-402/631, 5-8=353/386 WEBS 3-12=0/333, 3-1D=-725/472,4-10=-213/477,4-9=-630/94 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45tt; L=24ff; eave=4tt; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0to 11-0-0, EMetior(2) 11-4-0 to 17-2-5, Interior(1) 17-2-5 to 23-0-0, Extedor(2) 23-M to 26-0-0 zone; cantilever left and right exposed ; end vertical right exposed; porch right exposed;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 fora 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 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 6 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=lb) 2=426, 6=464, 9=466. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING-Vedlydesrgnwnirnefera adREAD NOTES ON MIS AND INCLUDED WEKREFERANCEPAGEMLL74"... 1WD3RUf5REFOREUSE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown and Is for on Individual bdiding component, not �t a buss system. Before use, the building designer must verify the applicabllity, of design parameters and properly Incorporate this design Into Me overall buliding design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent Mooing MiTek' prevent Is always required for stability and to prevent collapse a9M possible personal Injury and property damage. For general guldance regarding the fobdoollon,storage,delivery, erection and bracing of teases and truss systems. seeANSVIPIi Quality Criteria, DSB49 antl!SCSI trading Component 69M Para East Blvd. Safely Informatbmvolable from Truss Plate InslItute. 218 N. Lee Sheet, Suife 312, Alexandra, VA 22314. Tampa, FL 33610 Job - sTruss Type Oty Ply LOT 15161 INDIAN RIVER ESTT79183855 T SPECIALTRUSS 7 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2015:36:25 2020 �1 5x8 6.00 12 3x4 G 2x4 11 3x4 = 3x4 = 1.5.8 STP = 6xB= 24A-0 oylo 8-092 a-16 4 1 -0-0 leB-0 1] 23G-0 -0 eb12 S12 1-0a Scale = 1:55.1 Plate Offsets (X Y)-- [2:0-2-10 0-1-8] [3:0-0-0,0-3-41 [4:0-5-8,0-2-81 [6:0-1-4,0-0-21 [6:0-0-4 Edge] LOADING (psf) SPACING- 2-" CS]. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Verl 0.18 12-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.27 12-15 >761 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.02 6 n/a n1a BCDL 10.0 Code FBC2017/rPI2014 Matrix-MSH Weight: 1301b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-9: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib/size) 2=703/0-8-0, 9=867/0-8-0, 6=399/0-4-0 Max Horz 2=253(LC 9) Max Uplift 2=-430(LC 10), 9=-413(LC 10), 6=-513(LC 10) Max Grav 2=703(LC 1), 9=867(LC 1), 6=402(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -Aft tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-903/578, 3-4=-315/400, 4-5=-165/400, 5-6=-129/282 BOT CHORD 2-12=-399/827, 10-12=-399/825, 8-9=-348/537, 5-8-305/333 WEBS 3-12=0/333,4-10=-212/477, 3-10=-724/471, 4-9=-639/103 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-2 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 go bracing. 1) Unbalanced Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ff; B=45ft; L=24ft; eave=411; Cat. II; Exile C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 toll-", Extedor(2) 11-4-0 to 17-2-5, Intedor(1) 17-2-5 to 23-0-0, Extefior(2) 23-0-0 to 26-0-0zone; cantilever left and right exposed; end vertical fight exposed; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed fora 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 6 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joints) except at=lb) 2=430, 9=413, 6=513. Joaquin Vele3 PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 QWARNWG-Verity destgaparameeerseed NEADN0mi9 ON 7NISAND WCLUDEDMREKNERE CEPA0EM1a74)3mv, 1a1a.Y2015BEF0RE USE Design void for use only with Wek® connectors. This design 6 owed only upon parameters shown, and Is far an Inc Mdual 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 bulling design. Bracing Indicated Is to prevent buckling of Indlyidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVrP11 Qualpy Cri DS349 and SCSI Building Component 6904 Parke East Blvd. Safely In10enalbNvolioble from Truss Rote Institute, 218 N. We Street suns 312, Amphora VA 22314. Tampa, FL M610 b Thus Truss Typa22618 r C04 Special Truss 1 2 Job Reference o tional Builders FirstSoures (Plant City, FL), Plant City, FL- 33567. 8.240 s Dec 6 2019 MITex Inc. Mon Jan 2015:35:2e 202U a� 7x10 Q 6.00 12 1.5xe STP= 3x12 MT20HS II 7x10 = 1Oxl2 = 1.Sx8 STP= 5x6 = 412 II 8 m Id 14 II Scale =.1:54.3 LOADING (psf) SPACING- 2-" CS'. DEFL. in (toe) Udefl Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ver(LL) 0.22 13 >943 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.23 13 >888 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.05 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 306 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-04) oc bracing. 2-12: 2x6 SP M 26, 6-10: 2x4 SP No.3, 10-12: 2x6 SP No.2 WEBS 1 Row at midpt 4-11. 5-10 WEBS 2x4 SP No.3 *Except* 4-12,5-11: 2x4 SP No.2 SLIDER Right 2x6 SP No.21-11-12 REACTIONS. (lb/size) 8=2051OA-0, 2=4297/0-8-0, 10=6431/0-8-0 Max Hoa 2=241(LC 7) Max Uplift 8=-257(LC 8), 2=3063(LC 8), 10=-3897(LC 8) Max Grav 8=210(LC 18), 2=4730(LC13), 10=7196(LC 13) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9942/6374, 3-4=-7181/4261, 4-5=-2789/1612, 5-6=129/265, 6-8=-251/190 BOT CHORD 2-13=-5705/8974, 12-13=-5599/8842; 11-12= 3579/6310, 10-11=-1230/2491, 9-10=-466/485, 6-9=-410/367 WEBS 3-13=-3200/3983,3-12=-3844/3126,4-12=-3857/6390,4-11=-5967/3671, 5-11=-3917/7489,5-10=-6895/3416 NOTES- 1) 2-plytrass to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-2-0 Do, Except member 12-3 2x4 -1 row at 0-9-0 cc, member 4-12 2x4 - 1 row at 0-9-0 cc, member 11-4 2x4 - 1 row at 0-9-0 oc, member 11-5 2x4 - 1 raw at 0-9-0 oc, member 10-5 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 9) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) except 61=11b) 8=257.2=3063. 10=3897. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING - Vera doalan pemmetarsandffEAD NOTES ON THISAND INCLUDED MITEKREFEMNCEPAGEMH1479my. 101A4R01SHEFOREUSE. Design valid for use any with MIMM connectors. Ms design Is based only upon parameters shown. and Is for an Indviduol budding component, not a truss system. Before use, the building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to budding of individual truss web and/or chord members only. Additional temporary and permanent bracing 1s A MiTek( prevent Is always required for stability and to prevent collapse with possible personal injury and property adpaymage. For general guidance regarding the and of Muses and truss OSa-09 and BCSI eu1EF0 Domt>enanl East Blvd. �He 312 NexantlPri ria.. VA 22314�o� Sal h, tnformaNmpvollloble from Truss Rate Ion nstitute. 218 N. Lea Steet, Tampa, FL 33610 Job Truss - - Truss Type Cry Pty LOT 15/65 INDIAN RIVER EST T19183856 2222618 r C04 Special Truss 1 2 Job Reference a tional Builders HislSource (Plant City, FL), Plaid City, FL-33567, 8.240 s Dec 62019 MiTek Industries, Inc. Mon Jan 2015:36:26 2020 Page 2 • ID:xZpBkWmmOHCg6fGUWAKsgmCf2U-7v96w5Ygl9ygCDNwKKo6Ds4uBeWyulpBvi6wcDztOCZ NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3157 to down and 3001 to up at 7-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-5=-54, 5-8=-54, 2-13=-20, 13-22=-657(F=-537), 10-22=-20, 9-14=-20 Concentrated Loads (Ib) Vert: 13=-3009(F) AWARNING- Verllydeslgo pisarra enaaEREAD NOTES ON TNISANUINCLUDEUMREKREFERANCEPAGEMIP74m my. IMDM15BEFOREUSE Design valid for use only with MBeI� connectors. This design Is based only upon parameters shown, and Is for an Individual buuding component, not �� a huts, system, Before use, fie building designer must verify the applicability of design parameters and property Incorporate mis design Into the overall bullding design. Bracing Indicated is to prevent bucWNg of Individual huss web and/or chord members only. Additional temporary and permanent bidding MiTek' It always required for slabOhy and to prevent collapse with posibie personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of hums and trust system% seeAN31/IP11 GuaBM CMnb, D5349 and BCSI Building Component 690t Parsee East Blvd. Safety Cdarmationo nu lcble from Tarts Rate Institute, 218 N. Lee Sheet. Suite 312 Alexondrlo. VA 22 14. Tampa, FL 33610 Job Thus Tri Type Oty Ply LOT 15/65 INDIAN RIVER EST T19183857 2222618 r C05 COMMON TRUSS 1 1 Job Reference (optional) - Builders FIrs18UUrce (Plant City, FL), Plant City, FL- 33567, 62019MIlexlnouelne9.lnc. MOn Jan2Ulb:aa2/2UZU Scale - 1:32.4 4x6 1 l7 c 2x4 11 2x4 II 2x4 11 5x6 = 2x4 11 2x4 II 2x4 II Plate Offsets (X Y)-- I6:0-3-2 0-2-0] 115:0-3-0 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 11 n/r 180 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 11 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hoa(CT) 0.00 10 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 85 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (lb) - Max Horz 2=185(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 16, 18, 14, 12 except 2=-163(LC 10), 17=-104(LC 10). 13=-104(LC 10), 10=-163(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 18, 14. 13, 12, 10 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-83/327, 6-7=-83/327 WEBS 5-16=-134/293,7-14= 132/293 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-4-0to'1-8-0, Exarior(2) 1-8-0 to 5-8-0, CDmer(3) 5-8-0 to 11-8-0, Exterior(2) 11-8-0 to 15-8-0, Comer(3) 15-8-0 to 18-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 ad. 6) This truss has been designed for a 10.0 last bottom chord live load nonconcurent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used it it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verity suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 16, 18, 14, 12 except Ut=lb) 2=163, 17=104, 13=104, 10=163. Joaquin Velei PE No.68182 MTek USA, Inc. FL Celt 6634 6904 Parka East Blvd. Tampa FL $3610 Date: January 21,2020 O WARNING.VAN1y Eeslgnparamer...dRERD NOTES ON TMSANDINCLUDEDMITEKBEFEBANCEPAGEMb7479re1 iNDY1a15BEFOHEUSE. Design valid for use only with Minekf9 connectors. TNs design Is owed only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the oppllcabllHy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse Win possible personol Injury and property damage. For general guidance regarding the fobrlcatlon storage, dairy", erection and bracing of trusses and truss systems, seeANSJmFIl QUOIN Cl6eda, D5549 and 5C31liddtrD Component 69M Parke East BNd. SObry hfoenatbrlwolloble ham Truss Plate Insfihde, 218 N. Lea Street. Suite 312. Alexontldo, VA 2231 A. Tampa. FL 33610 Truss Truss Type Oty Ply=15/65R EST 618 r C06 COMMON TRUSS 1 Builders FirsilSource (Plam Clty, FL), Plant City, FL - 33567, d.4a0 s vea o co I e ran en a mwnwa, mv. M... Scale: 3/8'=1' 5xa 11 IT 3,16 = sza — 3x6 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.95 BC 0.78 W B 0.15 Matrix-MSH DEFL. in Vert(LL) 0.19 Vert(CT) -0.32 Horz(CT) 0.01 (too) I/defl L/d 6-12 >999 240 6-12 >641 180 4 n1a n/a PLATES GRIP MT20 244/190 Weight: 65 to 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 or 9-3-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=713/0-8-0, 4=713/0-8-0 Max Hom 2=185(LC 9) Max Uplift 2=-403(LC 10), 4=-403(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-917/569, 3-4=-917/569 BOT CHORD 2-6=-258f737, 4-6=-258/737 WEBS 3-6=-3/404 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=5.Opsf; h=15ft; B=45tt; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 5-8-0, Exterior(2) 5-8-0 to 11-8-0, Interior(1) 11-8-0 to 15-8-0, Exterior(2) 15-8-0 to 18-8-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 3) 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 tail 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 Ot=lb) 2=403, 4=403. ' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 21,2020 A WARNING - V.Wy tleslgn Penmet. end READ NOTES ON TNIS AND INCLUDED MREK REFERANCE PAGE MIL7479 mv. 10,IAY1015 BEFORE USE Design valitl for use only with MRele® connectors. ibis design 6 based only upon parameters shown, antl a for an IncMdual bulltling component, not ��• a buss system. Before use. Me bulltling tleegner mustverify the opptoobilty of tleslgn parameters end pwpeey Incorporate this tleslgn Info Me overall bulltling design. &acing lntliceted is fa prevent bucNing of lntlNldu.I truss web and/or chord members only. AtldiAonal temporary antl permanent bracing MiTek' Is always required for sfabll4y antl to prevent coll0pse with possible personal Injury antl property tlemage. For general gultlaree r_gottling the fabrication, storage. cl.".'. erection and bracing of liusses and buss system. seeANMTRit Guamy GBnlO. DSM9 antl BGSI Buldmil G.p ..nl 6904 Palle East BNtl. 5e1Ny mfierrsDlbNvoiloblebam T. Plate Institute, 21a N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 15165 INDIAN RIVER EST T791B3659 2222618 CJ1 JACK -OPEN TRUSS 4 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, e.24U s uec b zuiu mu ex muumnes, inc. Mon dan zU mao:m 2020 rage 1 ID:xZpBkWmmOHCg61GUWAKsgaCf2U.ylHtL8a4HnCOSW xJRIgaIH900SPgMOEUM1b1 g6xIOCX 4VO 0-11-4 1-4.0 0-11-4 LOADING (psQ SPACING- 2-0-0 CS1. DEFL, in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=a/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1). 2=-195(LC 10). 4=-15(LC 1) Max Grav 3=20(LC 10), 2=158(LC 1), 4=44(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Stmctural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opsf; h=15f; B=458; L=24ft; eave=48; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Beatings are assumed to be: Joint 3 SYP N0.2 crushinb 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 (jt=lb) 2=195. Joaquin Velez PE N0.60182 MTek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33610 Date: January 21,2020 Truss Truss Type Oty Ply=Referenw(opboml) R ESTT19183880 F22'22618 CAP Jack -Open Truss 4 Builders FimtSDurce(Plant City, FL), Plant City, FL-33567, B.z4usuec oema mu en mumines, in, monaan cv ia:uo:cs cam Payer ID:xZpBKW mmOHCg6fGU W AKsgrzCf2U-DUrFYUb124KF4g5V?SLprUiZld35rUdbhKaDYztOCW -1-4-0 D11-4 4.0 D11 4 Scale =1:7.6 LOADING (psf) SPACING- 2-" CSI. DEFL. in (Inc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BOLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or0-11-4 no pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 no bracing. REACTIONS. (Ib/size) 3=.9/Mechanioal, 2=158/0-3-0, 4=-15/Mechanical Max Hoa 2=79(LC 10) Max Uplift 3=-6(LC 7), 2= 213(LC 10), 4=-22(LC 15) Max Grav 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) 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=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Beatings 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) 3, 4 except (jt=lb) 2=213. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING- Vedrydeslgn,,aremerema dBEAD NOTES ON ME AND INCLUDED hUTEKREFERANCE PAGE DLL7473rev. 10'03,4015 BEFORE USE Design valid for use only with MiTekQD connectors. IDB design is based Only upon parameters shown. and is for on InONklual blAOing component not a truss system. Before use, the building designer must verify the opplicabllity, of design parameters and properly Incorporate ft design Into Me overall building design. Wooing Indicated is to prevent bucking of individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredforstabilityandtopreventcoilomewlMpassiblepersonalinjuryantlpropertydamage. For general guidance regarding Me fabrication, storage, delNery, erection and bracing of trusses and Muss systems. seeANSlylPll Quality CdMM, DS349 and BCD feeding component 6904 Parke East Blvd. Safety Infamudbnovotable from Truss Rate Institute, 218 N. Lee Skeet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 ob Truss Truss Type OtY=Jb RIVER EST T19183861 [2222618 CJ3 Jack -Open Truss 4 onal Builders RrstSoume(Plant City, FL), Plant City, FL - 33567, 8.240 5 Dec B 2Ule MI I eK Inaustnes, Mo. Man Jan 2U 1 Wdb= 2UZU rage T ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-ugOdmpbLpOS6hgghZAs2NiEkVF4VgikmqL471 nOCV -1-4-0 2.11-4 1-4-0 2.11-4 LOADING (PSI) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 3=68(LC 15). 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.7 DEFL. in (loot Well L/d PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Ven(CT) -0.01 4-7 >999 180 Horz(CT) -0.00 3 n/a We Weight: 12lb Fr=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. 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=4.2psf; BCDL=S.Opst h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be BYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=157. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cem 6634 6904Patke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WABNNG. VeNry Ceslgn urtsmetersen4BEAONOTES ON MISANOWCLUOEOMREKBEFENANCEPAGEM67415mv. 10,123,20I5BEFOBE USE Design valid for use only with MBels6 connectors. This design Is based Orly upon parameters shown and Is for an IndrAdual bWeng component not a hum system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate him design Into the overall building design. Bracing indicated is to buc'4ing individual truss web and/or chord members only, Additional temporary and bracing M!Tek' prevent of permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me 69M Perlis East Blvd. fabrication. storage, delivery, erection and bracing of busses and truss systems, seeANSVIP1i Coalryy CdFeM, DSB49 and SCSI BuldS1D Component Safety tNotmalbrgvallabie from Truss Rate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 .(pb Truss Truss Type OIy Ply LOT 15/651NDIAN RIVER EST T79183862 2222618 CJ3P Jack -Open Truss 4 1 Job Reference o tional Builders FimtSource (Plant City, FL), Plant City, FL - 33567. 8.240 s On 6 2019 MI I ex mdustnes, Inc. Mon Jan 2u I5:3E:3u 2u2u rage 1 ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-ugOdmpbLpOS6hgghZAs2NiEkVF3pglkmgL471 ztOCV -1-0-0 2-11-4 1-4 2-11.4 - Scale a 1:12.7 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 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/FPI2014 Matrix -MP Weight: 12111 Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (III/size) 3=59/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=62(LC 10), 2=-212(LC 10), 4=-41(LC 7) Max Grav 3=61(LC 15), 2=195(LC 1), 4=49(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=5.OpsY h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 36-0 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 1001le uplift at joint(s) 3, 4 except 61=16) 2=212. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 21,2020 OWARNING-Vedlydealgnpemmetema dREAUNOTESONTNIS AND INCLUDED MREKRFFERANCEPAGEM/474T3re1 10e3tWI5BEFOREUSE Design Id for use only with MgeldaconneCfors fill tleslgn Y based only upon parameters shown, antl b for an Intllvltluol bultling component not m' p truss system. Be1010 use, me bulltling designer must verify Me applicob0lry of design ppromefers antl propeAy Incorporate this tleslgn Into the overall bulltling tleslgn.&acing indlcoted kto prevent bucklingof NtlNidual truss web and/orohard members oNy. Adtli6onol temporary and permpnen}bracing r1�L A� IYIfTOk• it always requiretl for stability antl to prevent collapse vAm possible personal Injury antl DropeM damage. For general gukfance regarding the fobAcotbn, storage, d-1v-ty erection on, bracing of busses and truss systems, seeAN$UIPtI pYelih CIBeM, b!!d9 mrd BCSI Buldhp Compenenf 6904 Parse East BIvO. 3abh InfemlelpNvallable ham T. Plpte Institute. 218 N. Lee Street Suite 312. Alexpndtl¢ VA 22 1d. Tampa, FL 33610 Jpb Thus Tess Type City Ply=R.Ifemnw R EST T19183863 2222618 CJS Jack -Open Truss 4 Builders FrslSource (PlantCity, FL), Plant City, FL-33567, e.zeu s uec O eu to run en umuamea, inc. Muu 3x4 = Scale =1:17.6 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(L-) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 rJa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=112/Mechanical,2=262/0-8-0,4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Grav 3=127(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 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=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. it; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2) zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift at joint(s) except jt=11b) 3=107, 2=167. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING -yerlrydes9r; Pa Io. and READ NOTES ON THISANO INCLUDED MBEKREFERANCE PAGEMat74zr rev. 10113Ve015BEFORE USE Dedgn volltl for use Only wm` MUek®connectors. 4As tleslgn Is bosetl only upon parameters shown. and 4 for an IndNltlual bWtling component, eat a Huss system. eofore use. the but"" tlesigner must veAlythe Oppllcgbllny of tlesign paameters Ono propetlyIneorpomfe ilia tleslgn Into the ovetoll NJ- buIIOlnD tleslgn. a.,., lndlcated is to prevent bucWlnD of lntlNltlual truss web Ond/or chord members only. AtlditlonOl temporary antl permanent bracing MiTek' Is always requeed for atpblllty Ond to prevent collapse v4ih possible personal Injury Ontl propaM tlomage. For Dener0l gultlpnce regortling the fobticatbii storage, delivery. erection and bradnD of teases and buss systems, seeANSUfPD Gua11M Crtl�M, DSld9 msd SCSI euSdFp Component s, hit Inlormatb avmmo,. ham imss Piote inshluta. 216 N. Lae Sheet Suite 312 Nexantlrlo, VA 22 14. fi904 Paps East BNd. Tampa, FL W610 ,IDb Toss - Truss Type Oty Ply 10T 15/fi51NDIAN RIVER EST T19183864 2222618 WISP Jack -Open 4 1 Joh Relerence o tional Builders FlrstSoume (Plant City, FL), Plant City, FL - 33567, a.Z40 s uec a 1a1 a MI I ex inousmes, inc. Mon dan ae 16a4:42 ZvZu rage i ID:xZpBkWMMCHCgfifGUWAKsgr Cf2U-g3WOAVdbL7ipx8g4gbvXT7J_z30BICD3HfZEptztOCT Scale =1:17.6 LOADING (psf) SPACING- 2-M CSI. DEFL. in (foe) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.12 4-7 >486 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.11 4-7 >556 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/04-0, 4=59/Mechanioal Max Hom 2=185(LC 10) Max Uplift 3=-122(LC 10), 2=-261(LC 10), 4=-75(LC 10) Max Grav 3=116(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 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=4.2psf; BCDL=5.Opst h=15tt; B=45ft; L=24tt; eave=48; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 100 Ito uplift at joint(s) 4 except (jt=lb) 3=122, 2=261. Joaquin Velez PE No.68182 MTek USA, Ina. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 0 WARNWG- Verity design parameters and READ NOTES ON ME; AND WCLUDED ftE REFEBANCE PAGE MIP74MMs.. I4114¢OIS BEFORE USE Design valid for use oNy with MReIRD connector. iNs design Is based 0Ny upon parameter shown, antl a for an IndMdual bWOing component. not a host system. Before use, ire bottling tlesigner must verify the applicability of design Parameter and pmpeity Incelporpie thk tleagn Into me overall bulltling design. &acing lndkafed is to buckling of lntlNidual web and/pr chord members only. Addiflanal temporary and per monent bracing MiTek' prevent Is always required for stablllty antl to prevent collapse with possible personal lnlury antl property damage. For Baneml gultlonce regarding the fabricolbn, storage, delNery. e,.CiiO. and bmcing of busses antl buss systems seeAN51/RII Gaaltly Crtlnb, DSBd9 and BCSI Su1dhD Cempon.nt 6904 Parke Eest BNtl. Sabh Mrer�Olblxrvolloble kom Truss Rafe InsaMe, 218 N. Lee Street. Sul. 312 Alexondap. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply LOT 15165 INDIAN RIVER EST T19183865 2222618 EJ7 JACK -OPEN TRUSS 29 1 Job Patel loptionag Builders RralSource (Plant Cny, FL), Plant City, FL-33567, a.C4u s uec D zu rtl ml r en m.U."aJ, mc. mun JEIr eu ,a:Jo:Jc taco Scale =1:22.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lot) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.18 4-7 >453 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.22 4-7 >385 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=164/Mechanical, 2=336/0-8-0, 4=86/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-161(113 10), 2=-185(LC 10) Max Gmv 3=185(LC 15), 2=336(LC 1), 4=126(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 2-8-5, Extenor(2) 2-8-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 3-64 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 capacityof 565 psi. 5) Refer to gliders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 3=161, 2=185. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 O WARNING-V fifydesign pwamerereand BEAD NOTES ON TN6AND INCLUDED MGEKNEFERANCEFAGER674l5 rev. la=?01SBEFORE USE Design valid for use only with M99M connectors. This design a based only upon parameters shown. and Is for on Individual building component, not ��- a truss system. Before use, the building designer must vertu the applicabllity of design parameters and properly incorporate Intl design Into Me overall building design. Bracing Indicated 8to prevent buckling of lndNldual truss web and/Or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stablllty, and to prevent collapse with pos9bie personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. W SANSURII Quality CMorb, DSl and !CA Building Component 69P Parke East BWd. Sol Nfolmatbmvollable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Truss us Trs Type City Ply LOT 15/65 INDIAN RIVER ESTTi9183866 F2222618 EJ7P Jack -Open 4 1 Job Reference o tionall Builders FrrstSource (Plant City, FL), Plant City, FL-33567, 8.24u S use Inc. Mo. Jan 20 I5;36;33 NN — 3x4 = T670 Scale = 1:22.6 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 21" Plate Grip DOL .25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2017/TP12014 CSI. TC 0.52 Sc 0.63 WB 0.22 Matrix -MP DEFL in Vert(L-) 0.20 Vert(CT) 0.17 Horz(CT) -0.01 (loc) Vdefl Ud 6-9 >408 240 6-9 >482 ISO 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 301b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 4=82/Mechanical,2=334/0-4-0,6=171/Mechanical Max Horz 2=241(LC 10) Max Uplift 4=87(LC 10), 2=317(LC 10). 6=-203(LC 10) Max Gray 4=101(LC 15), 2=334(LC 1), 6=178(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3_ 313/387 BOT CHORD 2-6_ 671/288 WEBS 3-6=-3117726 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15it; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-010 1-8-0, Intedor(1) 1-8-0 to 23-5, Exterior(2) 2-8-5 to 6-1 1-4 zone; porch left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; 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 pet bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) 4 except (jt=lb) 2=317, 6=203. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: January21,2020 O WARNING- yedly design peremefersand REAP NOTES ON THIS AND INCLUDED h07EKREFERANCEPAGEM6T4Tarey. lM1ai2015eEFOREOSE Design valid for use only win MBelrds connectors. This design a based only upon parameters shown. and Is for an Individual bolding component, not a muss system. Before use. the building designer most verify the appllcabOlN of design parameters and properly Incorporate tt¢ design Into the overall building desgn, among Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing Fs� WOW Is always required for smialllN and to prevent collopse witn possible personal injury and property damage. For general guidance regarding the fabticatiom storage, delivery. erection and bracing of musses and truss systems seeMSVFP11 Quo DS6419 and 6CL Building Component 69M Parka East Blvd. 21t6yCr9erlo, 9ahh Informolbmvolloble ruom inns Rafe InsBtute. 218 N. We Sheet, Suite 312, Alexontlrl¢ VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply LOT 15/65 INDIAN RIVER EST T19183867 2222618 HJ7 Diagonal Hip Girder 2 1 Job Reference o tional Builders FirslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Man Jan 2015:36:33 2020 Page 1 ID:x2pBkW mmOHCg61GUWAKsgaCf2U.IF4mOreD6JggYIPGEIOm7Ks7DTw11UpDWJIoMJZIOCS -1-10-10 3-5-10 9-1D-13 1.10-10 3.5-10 6.5.3 Scale=1:22.0 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL.1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.75 BC 0.80 WB 0.75 Matdx-MSH DEFL. in Vert(LL) -0.08 Vert(CT) -0.22 Horz(CT) 0.01 (loc) Vdefl Ud 6-7 >999 240 6-7 >529 180 5 rda n/a PLATES GRIP MT20 244/190 Weight: 44lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=294/Mechanical, 2=413/0-8-0, 5=299/Mechanical Max Hom 2=292(LC 8) Max Uplift 4=-298(LC 8), 2=-234(LC 8), 5=-53(LC 8) Max Gray 4=342(LC 13), 2=413(LC 1), 5=303(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-995/269 BOT CHORD 2-7= 515/977, 6-7=-515/977 WEBS 3-7=0/300, 3-6=-998/526 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II;Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrdnt 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 arectangle 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 5 SYP No.2 crushing capacity of 565 psi, Joint 4SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) 5 except (jt=lb) 4=298, 2=234. 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: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, B=-40), 0=0(F=10, B=10)-to-S=-49(F=-15, B=-15) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING- Vedfy design paymn fen end READ NOTES ON MIS AND INCLUDED MGZK REFERANCE PAGE MX7427 mv. 10=075 BEFORE USE. OF Design valid for use only with MBek® connectors. TNs design Is owed only upon parameters shown, and Is for an IntlNldual adding component, not truss system, Before use, me balding designer must verify the applicablllly of design parameters and property Incorporate Ins design Into me overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or anent members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldonce regarding me fabrication, storage. delNery. erection and bracing of trusses and truss systems, seeAN9/rpll Quad" y Criteria. , DSB49 and S Balding Component 69M Papa East Blvd. Satisfy mformafbrnva0able from Truss Plate Institute, 218 N. Lee street. Sulle 312 Alexcndda, VA 22314. Tampa, FL 33610 b Truss Truss Type Oty Ply LOT 15/65 INDIAN RIVER EST T79183868 22618 r22 HJ7P Diagonal Hip Girder 2 1 Job Reference o tional Builders FirsiSource (Ylam lacy, FL), Plant City, FL-33567, _ _e.evu s Unc o cV ^a ry ^ ...., , V „__.,...,..,, .. Scale = 1:23.0 a d 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 NO Code FBC2017/TP12014 CSI. TC 1.00 BC 0.77 W B 0.77 Matdx-MSH DEFL. in Vert(LL) 0.21 Vert(CT) -0.21 Horz(CT) -0.02 (loc) /dell L/d 6-7 >562 240 6-7 >568 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 44 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 or 5-7-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=291/Mechanical, 2=412/0-5-11, 5=299/Mechanical Max Horz 2=291(LC 8) Max Uplift 4=-300(LC 8), 2=-423(LC 8), 5=-240(LC 8) Max Grav 4=336(LC 13), 2=412(LC 1), 5=299(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-987/728 BOT CHORD 2-7= 943/951, 6-7=-943/951 WEBS 3-7=-132/290, 3-6=-970/963 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=1b) 4=300, 2=423, 5=240. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pIf) Vert: 2=0(F=27, 8=27)-to-4=-134(F=-40, B=-40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING- Verify destgnpammetere and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MB-747arev. 10AX2a16 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based any upon parameters shown, and 6 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 me overall bulloing design. Bracing Indicated is to prevent buckling of lndNldual toss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stoblllty 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 ftuss systems. weANSVIPR Gual6y Criteria. D3849 and 6CSI Building Component 69" Parke East Blvd. Tampa, FL 33610 Safely mfoonatbtgvallable from Truss Rate InsaMe, 218 N. Ise Street. Suite 312. Alexcndrlo. VA 22314. b Truss Truss Type Oty Ply LOT 15/65 INDIAN RIVER ESTT19183869 22618 r P03 Hip Girder 1 1 Job Reference o tional 8.24os Uae a 2Ua a mu eK mousr,nes, inc. Mon aan 20 . Builders FrstSource (Plant City, FL), Plant City, FL - 33567, a 4K6 = 5x8 = 4K6 = Us = 4K6 = 3x4 = 4x6 = Scale=1:35.9 LOADING (pst) SPACING- 2-0-0 CSL DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.21 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.21 9-17 >999 180 BCLL 0.0 - Rep Stress Inor NO WB 0.17 Horz(CT) -0.08 7 nta n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 98 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepr TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc pudins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-1-2 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1581/0-4-0,7=1581/0-4-0 Max Horz 2=1 S4(LC 7) Max Uplift 2=-1301(LC 8), 7=-1301(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3001/2336, 3-4=-2839/2241, 4-5=-2546/2069, 5-6=-2837/2241, 6-7=-3002/2336 BOT CHORD 2-11=-1975/2751, 9-11— 1825/2538, 7-9=-1975/2637 WEBS 4.11=-171/456,5-9=-171/456 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=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1-60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP N0.2 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 Qt=lb) 2=1301, 7=1301. 8) Girder carries hip end with 7-" end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 376 lb up at 13-0-0, and 6051b down and 376 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 4-5=-117(F=-63), 5-8=-54, 12-15=-43(F=-23) Concentrated Loads (lb) Vert: 4=.347(F) 5— 347(F) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 21,2020 Job Truss Truss Type City Ply LOT 15/65 INDIAN RIVER EST T79183870 2222618 PO4 Hip 1 1 Job Reference o 'renal 0.44u e.. O I... MI I On, lvwl,ia>,,i,,.. rv,ul . Builders FirstSoume (Plant City, FL), Plant City, FL- 33557, 4x6 = 4x6 = Scale =1:33.6 4x6 = 3x8 MT20HS = 4X6 = 30 = 3x4 = 20-0.0 Iq e-ao 2-o-1i1 9-D-0 LOADING (psf) SPACING- 2-M Cat. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.48 7-15 >500 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 0.40 7-15 >598 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.28 Horz(CT) -0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-4-0,6=740/0-4-0 Max Horz 1=167(LC9) Max Uplift 1=-738(LC 10), 6=-738(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1294/2313, 2-3=-994/1936, 3-4=-838/1815, 4-5=-994/1936, 5-6=-1294/2313 BOT CHORD 1-9= 2035/1147, 7-9=-1481/838, 6-7= 2035/1147 WEBS 2-9_ 375/636, 3-9=-679/287, 4-7=-679/287, 5.7=-375/636 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vull=i60mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=24tf eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 4-9-1. Exterior(2) 4-9-1 to 15-2-15, Interior(l) 15-2-15 to 17-0-0, Extedar(2) 17-" to 20-0-0 zone; porch left and right oxposed;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 psi bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011a uplift at joint(s) except 01=lb) 1=738,6=738. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2020 Q WARNING -Vd#ydpegn PaTemefersenORE4DN0ES ON THIS AND INCLUDED M?EKREFERANCEPAGEM141473ray. 1011132015BEFOREUSE Design velitl for use only with Maek®connectors. lfus tleslgn b basetl oNy upon parameters shown antl 6 for an IndMdu.' b"U ng component, not a truss system. Before use. me bullO tlesignai must veety the applicabl'ly of design parameters antl properly Incorpor.te ihtt tleagn Nio me overall Bracing Intll.ated life bucWing lndIvlduaI members only. Atltlitional temporary.nd permanent bracing MiTek' bulltling tlesign. prevent of ar web antl/or ch.ld k always mclu6etl for stability and to prevent collapse wlm possible person.' Injury and property tloM.C. For general gultlance regertling me f.brlca6or stora8e, tlelNery, erection antl bracing of trusses and truss systems, seeAN5U1P11 CuoBN CMerb, DSB-09 msd ICSI Buldhg Component SMely mloimalbtiwe, . from Truss Nate Ins6Me. 2I S N. Lee Street. SUIfe 312 Alexantlrl¢ VA 22 14. 6904 Peke East BNtl. Tem e p . FL 33610 • Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x y offsets are indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 For 4 x 2 orientation, locate plates DA4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots, Second dimension is The length parallel to slots. LATERAL BRACING LOCATION BEARING 7 Indicated by symbol shown and/or by text in The bracing section of the output. Use T or I bracing If Indicated, Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 1 6-4-8 I dimensions shown In sixteenths scale) II -'II (Drawings not to scale) C1 c O 2 U O r- JOINTS ARE GENERALLY NUMBEREDAETITRED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MlTek® All Rights Reserved 111111011111111110 -- W1 0 M!Teke Mrrek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, heblth or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.