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HomeMy WebLinkAboutTrussS 249 Maitland Avenue, Suite 3000 rF D S Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-72-0484 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES January 28, 2020 Building Department Ref: Adams Homes Lot: Lot 12 Blk. 2 Subdivision: Fort Pierce - Waterston Address: 8105 Amalfi Cir. Model: 2117 A RHG KA # 19-8203 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 7/2/19 1855088 160 C 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, 1^>�\y �.... .. �T�1is ^ J• cEnis4�1•''.p q , No II78G •' S --�3 ST OF 'S G�c '•• o .441 1/28/2020 Carl A. Brown, P.E. Luis Pablo'�fq�,i FrL ���Todd M. Born, P.E. FL. # 56126 FL. # 87864 r0`rialII11%'0 FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" 100-0 0001 I A AREVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction. coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FLORIDAn DESIGN SOLUTIONS, INC. Date A" By Submi I Bo. Project No. ProjectEng Project Name; Lumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1855088 - LOT 12/2 - FP/WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 1855088 Model: 2117 A 2C 10)T3r8p NAI 10-4115 Lot/Block: 12/2 Subdivision: FORT PIERCE / WATERSTONE Address: 8105 AMALFI CIRCLE,. City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, if there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 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. ZM. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 17 18 19 20 21 22 Seal# Truss Name Date A01 A02 A03 A04 A05 A06 A07 A08 A09 A10 All Al2 A13 A14 A15 A16 B01 B02 B03 C01 CO2 CO3 No. Seal# Truss Name Date 23 T17493378 C04 7/2/19 24 T17493379 C05 7/2/19 25 T17493380 C06 7/2/19 26 T17493381 CJ1 7/2/19 27 T17493382 CJ1P 7/2/19 28 T17493383 CJ3 7/2/19 29 T17493384 CJ3P 7/2/19 30 T17493385 CJ5 7/2/19 31 T17493386 CJ5P 7/2/19 32 T17493387 EJ7 7/2/19 33 T17493388 EJ7P 7/2/19 34 T17493389 HJ7 7/2/19 35 T17493390 HJ7P 7/2/19 36 T17493391 P03 7/2/19 37 T17493392 PO4 7/2/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfTPI 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 0 r ' � VF(F�. i ON 811882 E OF :�44/Z .-Z A„ ``%%% 16634 Tampa FL flue cop, Velez, Joaquin ✓ 2,2019 1of1 Job Tess - Truss Type -- - Oty, Ply LOT 12/2-FP/WATERSTONE T17493356 1855088 A01 SPECIALTRUSS 6 1 Job Reference (optional) Builders RrslSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Inc. Tue Jul 208:08:252019 6.00 12 6x8 __.14 ._ 12 11 10 3.Go 12 2x4 II 3z6 Sx8 2xd II Bxtd MT20H8 = as II 244 k 1400 234" 2 ][[12 274-0 31 ]4 W4ea0 ]A.10 638 9d o- �12 H 5 1 e4-11 Scale =1:84.0 Plate Offsets (X,Y)— [2:0-2-7,Edge] [3:0-3-0,0-3-0][5:0-5-4 0-2-0] 16:0-3-0 0-0-0]. [I l:0-5-12 0-0-01 [16:0-7-0 0-3-10] LOADING (psp SPACING- 2-0-0 CSI. DEFL in (fee) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) 0.5616-17 >858 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 VarlCT) -0.9415-16 >511 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.64 HoR(CT) 0.44 8 n/a file BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 218111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 3-5: 2x4 SP No.2, 1-3: 2x4 SPM 31 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 2-16: 20 SP M 31 WEBS WEBS 2x4 SP No.3 *Except* 5-16: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3. REACTIONS. (lb/size) 2=1555/0-8-0, 8=1556/0-8-0 Stmctuml wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 ad bracing. Except: 6-2-0 oc bracing: 13-15 1 Row at midpt 5-16 Max Harz 2=394(LC 9) Max Uplift 2=-801(LC 10), 8=-801(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4939/2529, 3A=-4200/2185, 4-5=-0204/2386, 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=-111212401 WEBS 3-16=-732/490,4-16=-398/401, 5-16=-1398/2924, 5-15=-256/545, 6-11=-273/74, 6-15— 215/280, 7-11=-577/316,7-10=0/317 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=15ff; B=45ff; L=24f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0to 17-0-0, Exterior(2) 17-0-0 to 23-0-0, Interior(1) 23-0-0 to 3BA-0, Exterior(2) 38-4-0 to 41-4-0 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/tPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001Is uplift at joint(s) except (jt=lb) 2=801, 8=801. Joaquin Velez PE No.68182 MT& USA, Inc. FL Cart 6634 6904 Parke East BNB. Tampa FL 33610 Date: July 2,2019 Q WARNING-Vedlly design parametenentl READ NOTES ON Ti AND DICLUDEO MI]EKREFERANCEPAGE MIF2473 rev. 101100I5BEFORE USE • Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication. storage, delivery, erection and bracing of trusses and truce systems, ndANSVTPt1 dauaft Cmeda. OS549 and BCSI Building Component 69N Parke East arotl. Safety Nformatblpvcilable from Truss Plate Inamuta, 218 N. Lee Steel, Suite 312, Alexandrlm VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply LOT 12/2. FP/WATERSTONE T77493357 A02 Truss Special Tns 2 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 08:08:26 2019 5x8 6x8 1 3.00 12 4x6 = ]k 4&060 I 2344 313 380B. 9---D 50]8100 7-5 11 Scale=1:66.3 Plate Offsets (X,Y)- [2:0-2-7,Edge] 13:0-M 03-01 [5:0-5-00-1-12] [6:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.51 11-12 >834 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.92 10-11 >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 187 lb 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 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt 5-11, 5-10 2-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1388/03-0, 8=1313/Mechanical Max Horz 2=348(LC 9) Max Uplift 2=-721(LC 10), 8=-628(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-4282/2376, 3-4=-3498/2017, 4-5=-3497/2214, 5-6=-16B4/1129, 6-7=-1692/985, 7-6=-1282/807 BOTCHORD 2-12=2147/4002, V1-12=-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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; 8=45ft; L=24ft; eave=5ft; Cat. II; Exp Ct Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 17-0-0, Exterior(2) 17-M to 23-0-0, Intedor(1) 23-0-0 to 32-6-4, Exterior(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) 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 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=721, 8=628. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 AWARNING -Vadrydesrgnparamefersand REAONOTESONTHLSANOINCLUDED MREKREFERANCEPAGE MX74TJree.faa12015BEFORE USE. Design valid for use only with MBek®connecfors.IDb design Is based only upon parameters shown, and Is for an IndIvldual bustling component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Inamorata the design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems. seemStIrpll QuplSy Otero. DS549 and SCSI Building Component 69M Parke East BNd. Safety mformatbmvalloble from Truss Plate Institute, 218 N. Lee Street, Sutie 312, Alexandria, VA 22314, Tampa. FL 33610 Job Truss Type CRY - Ply LOT 122 - FPMATERSTONE T77493358 1855088 �Tnuss A03 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, Jim 82019 MiTek Industries, Inc. Tue Jul 2 08:08:28 2019 5x8 5x6 = 3.00 12 5x5= 620 3.6 = 7-2-11 7-�-70 14-0-0 1&0.0 rail-0.0 2&40 31-3-0 35-8.0 7-2-11 0- - sal s.n-n { an.n I P-4n I z1f-n 4sn Seale = 1:67.6 Plate Offsets(X,Y)-- [2:0-2-7,Edge] [3:0-3-00-3-O][5:0-0-00-2-01 [6:0-3-80-2-41 [7:0-4-00-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip COIL 1,25 TC 0.92 Vert(LL) 0.4913-14 >870 240 MT20 2441190 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 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2051b Ff=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except 2-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directlyapplied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-" oc bracing. WEBS 1Row at midpt 4-12.6-11 REACTIONS. (Ito/size) 2=1388/0.8-0, 9=1313/Mechanical Max Hom 2=330(LC 9) Max Uplift 2=-721 (LC 10), 9=-628(LC 10) FORCES. (lb) -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 root 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.Opst h=15ft; B=4511; L=24ft; eave=5ft; 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 14-9-1. Extedor(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 to 32-64, Exterior(2) 32-64 to 35fi4 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 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) 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 100 to uplift at joints) except Qt=lb) 2=72.1, 9=628. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: July 2,2019 OWARNING-Verify Ees19npar4me(ersand BEAD NOTES ON TNISANDWCLUDEDMWEKHEFERANCEPAGEMX7473rev.Ia DISBEFORE USE. Dedgn volld for use any with Milekeu connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the oppllWblllty, of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing Is always requlred for stablllty and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding me fobrlcater. storage, delivery, erection and brocng of trusses and buss systems. seeANSVIPI1 Quality Criteria. DSB-69 and BCSI Building Component Safety In/oenation iloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Noxondda. VA 22314. �'- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Ory Ply LOT 1212-FPMATERSTONE T77493359 1855088 A04 Hip Truss 7 1 Job Reference (Optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, Jun 8 201 Inc. Tue Jul 208:08:292019 Scale =1:70.5 4x6 = 46 = 11 3.00 rl2 13 11 10 396 II 343 2x4 II 2x4 11 8xl4 MT20HS= 2a -2-11 ]A-1a 14aa 19-0A 21-e0 23.4a2$1 27-0 3240 ].2-11�o S- si aas sao zoo 2<o aao t suo 06a Plate Offsets (X,Y)— [2:0-0-10,Edgel. [3:0-3-0,03-01. [6:03-8,0-2-01, [10:0-5-12,0-0-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lee) Vdell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.73 Verti 0.50 15-16 >770 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.70 15-16 >554 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 196 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3:2x4 SP No.t BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-16: 2x4 SP No.1, 10-16: 2x4 SP M 31 WEBS WEBS 20 SP NOS REACTIONS. (lb/size) 2=1267/0-8-0; 9=1197/0-3-8 Max Horz 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=-3806/2283, 3-4=-2996/1948, 4-5=-1392/1078, 5-6=-1180/1044, 6-7=-1393/1047, 7-8=1001/707, 8-9=-1136/826 BOT CHORD 2-17=-2157/3594, 16-17=-2170/3602, 15-16=-1682/2808, 14-15=-611/1111, 12-14=-508/827,10-12=-515/805 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 purlins, except end verticals. Rigid ceiling directly applied or 4-2-1 oc bracing. 1 Row atmicipt 4-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=I60mph.(3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; Lr24ft; eave--4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-e-0, Inter r(1) 1-8-0 to 14-9-1s Exterior(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 to 29-2-4, Exterior(2) 29-2-410 32-2-4 zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 6) •. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except 011=1b) 2=652, 9=575. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: July 2,2019 Q WARNING -Verify desfgnparametersand READ NOTES ON THIS AND INCLUDED MNEKREFERANCEPAGEMOJ473 rev. lQUIcO1SSEFOREUSE Design valid for use any with MOek® connectors. This tleagn Is based only upon parameters shown, and Is for on Individual building component not ��- a truss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buciring of individual truss web and/or chord members only. Additional temporary and permanent bracing MIA* is always required for all and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabeCollon, storage. delivery, erection and bracing of trusses and trusssystems. seeANSVrPII CualBv Criteria, DSB-69 and SCSI Ba1db9 Component 69M Pa,ke East Blvd. Safety Infermatbrgvollable from Trues Plate Insllh te, 218 N. Lee Sheet, Suite 311 Alexontlrlo. VA 22 14. Tampa, FL 33610 Job Truss Type - pryPly LOT 122. FPNJATERSTONE TA05 T17493360 1855088 Hip Truss 1 1 Job Reference (optional) Bwldem FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 08:08:30 2019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgmCf2U-JweNxApjt6%41 ph72ALYVKVCsul B9 W Vp4z5pOezO9ul -t-4-0 ,1 400 I7-0-O I 200.00 I 77_4 358-0 .07800 6.36 13..0 66.4 612 I. 3.a0 12 3x8 ccr 5x6 = 5x6 = 6.00 12 5 19 6 11 Scale =1:67.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ved(LL) 0.44 12-13 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.8211-12 >518 180 BCLL 0.0 ' Rep Stress Mar NO WB 0.98 Horz(CT) 0.31 9 Na Na BCDL 10.0 Code FBC2017RPI2014 Matrix-MSH Weight: 1921b 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 M 31 BOT CHORD Rigid ceiling directly applied or 4-11-6 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.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-8-0, 9=1313/Mechanical Max Hom 2=293(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All fomes 250 (lb) or less except when shown. TOP CHORD 2-3=-4302/2671, 341=-3497/2294, 4-5=-3471/2483, 5-6=-1424/1234, 6-7=-1699/1271, 7-8=-1837/1241, 8-9=-1254/912 BOTCHORD 2-13=-2421/3988, 12-13=-2422/4010, 11-12=-1166/2023, 10-11=-1007/1588 WEBS 442=827/396,.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 (cads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; B=45tt; L=24f ; eave=5f; 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 12-9-1, Extenor(2) 12-9-1 to 27-2-15, Interior(1) 27-2-15 to 32-6-4, Extedor(2) 32-6-4 to 35-" 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joints) 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 100 Ile uplift at joint(s) except Qt=lb) 2=721, 9=628. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNNG-Verifydeslgnparemet..dREAUNOIES ON TN/SAND INCLUDED MMEKREFERANCEPAGEMU74"nn, ne=eOISBEFORE USE Design valid for use only with MBek® connectors. fib design Is based only upon parameters mown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the oppllccbllily of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent Welding of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fruss systems. seeANSIMIJ QuaBm1yy Cmena, DSO-59 and SCSI Building Component 69M Parke East Blvd. np Safety Infoallornvailable from Truss Plate InsAlute, 218 M Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type LOT 12/2. FPWATERSTONE 71p,y T77493361 1855088 A06 Hip Thus 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 82019 MiTek Inc. Tue Jul 208:08:312019 Scale =1:66.1 6.00 112 4x6 = 5x6 = 3.00112 14 3x6 II 3x8 2.4 II 2x4 II 8,04 MT20HS = 7-8-70 13-10-0 14s0.0 17-0-0 Mil.1 23 1 0 27-4-0 32-4-0 7-8-10 612 3.0-0 i E4-0 0-E 0 3-6-0 5-0-0 Plate Offsets (X,Y)-- [2:0-0-10,Edge] [3:0-3-8 0-3-0] [6:0-3-0 0-2-01 [10:0-542 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 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 ]nor YES WB 0.98 Horz(CT) 0.33 9 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 194111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15,10-15: 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-8-0, 9=1197/0-3-8 Max Ho¢ 2=264(LC 10) Max Uplift 2= 652(LC 10), 9=-575(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. WEBS 1 Row at midpt 6-10 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-1018/743, 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=0/25913-15= 870/521, 4-15=-991/1629, 5-14=-363/596, 6-14=-465/928, 7-10=-299/397,8-lD=-700/1055, 6-10=564/299, 4-14= 1765/1249 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=oft; Cat. II; Fxp 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 12-9-1, Extedor(2) 12-9-1 to 27-5-12, Interior(1) 27-5-12 to 29-2-4, Extedar(2) 29-2-4 to 32-2-4 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 grain value using ANSLITPI 1 angle to grain formula. Building designershould verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=652, 9=575. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q,WARNING -Vcdty deign sarametenand READ NOTES ON THISAND/NCLUDED MREKREFERANCEPAGEM*74M.. 10,153,1015aEFOREUSE Design valid for use only with Mnek® connectors. mis design Is based only upon parameters shown, and Is for an Individual building component, not a firm system. Before use, Me building designer must verify me applicabllity of design Parameters and Drapery Incorporate Mis design into Me overall building design. Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only, AdtllBonal temporary and permanent bracing b always required for stab) ity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of nurses and thus systems. seeANSVrpll Quo llly Criteria, 05549 and SCSI Building Component Safety Nformationavalloble from True Rate Insti"o. 218 N. Lee Sheat. Suite 312, N.anddo, VA 22314. MOW 69N Padre East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply T17493362 [LOT_1'J2-nFP/MWATE'ISTONE 1855088 A07 Hip Truss 1 1 eferece tiorm Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 08:08:32 2019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgmCf2U-FJm7MsaPknoG7rOAbNOalaYohhLdVc6XHaw5Xz09uj 1-0-0 It-0.OI 2 -&2-0 I 34-0 11-'-00]]AA2 573-0-0-0 4 E11369-0 4-10-1 5x6 = 6.00 12 3x4 = Sx6 = Scale = 1:67.8'. 3 11 9 3.00 12 6x8 = axe 2x4 I 2x4 11 602 MT20H5 = 2560 ]-&12 14-0-0 21814 2340251pO 274-0 31.11-0 3G9U ]-e-12 63-0 ]414 20I 2-0-0 d-7-0 4-161 r 1-2-0 Plate Offsets (X,Y)-- [2:0-2-7,Edgel, [3:0-3-8,0-3-01, [4:0-3-8,0-2-41, [6:0-4-0,0-2-81. [10:0-3-12,0-0-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(L-) 0.49 15-16 >900 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.71 9-10 >618 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.68 Horz(CT) 0.38 9 n/a hire BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 34: 2x4 SP M 31, 1-0: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1431/0-8-0, 9=1359/Mechanical Max Horz 2=266(LC 9) Max Uplift 2=-740(LC 10), 9=-642(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 14-12 oc bracing. WEBS 1 Row at mldpt 7-9 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4487/2859, 3-4=-3620/2382, 4-5= 2850/2085, 5-6=-2035/1578, 6-7=-1733/1276 BOT CHORD 2-16=-2567/4107, 15-16=-2568/4129, 14-15=-1400/2356, 12-14=-937/1620, 10-12- 940/1599,9-10=-956/1370 WEBS 3-15=-904/639, 4-15=-708/1311, 5-15=-425/859, 5-14- 806/587, 6-14=-488/909, 6-10=-071/256, 7-10=-21/264,7-9=-1718/1279 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=5.0psf; h=1511; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-9-1. Exterior(2) 10-9-1 to 19-2-0. Interior(1) 19-2-0 to 20-9-1. Extedor(2) 20-9-1 to 29-2-15, Interior(1) 29-2-15 to 33-7-4, Extedor(2) 33-7-4 to 36-74 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 pat bottom chord live toad nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 2=740, 9=642. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 QWANNING-VvI1y Eesl9npa7amefersaed READ NOTES ON TN/SAND INCLUDED MoISKBEFENANCE PAGE MD7479 rev. vvuslaOISBEFOBEUSE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, antl Is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability, of design porometers and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldcnca regarding the MiTek' fabrication, storage, delivery, erection and bracing of muses antl truss systems seeANSU1P11 Cual"v Creedal, DSB-09 and BCSI Building Component 6904 Parka East Blvd. Sohy m tf0lmatbinvolioble from Truss Hate Institute, 218 N. Lae Sheet, Suite 312 Alezontlrlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type - Oty Ply LOT 12/2-FPAVATERSTONE T17493363 1855088 A08 Hip Truss 1 1 Jos Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 82019 Inc. Tue Jul 2 08:08:33 2019 Scale =1:60.8 5x6 = 3x4 = 5x6 = 6.00 12 4 21 5 22 23 624 11 3.00 12 1210 B axe = 2x4 II 3x6 2x4 II 6x12 MT20HS = 25 Ni1400 229�5 2340 2V" 2744 32-00 e-0i s-11.12 p_' I 2411 i 2-0-0� sA9 r 1.20 Plate Offsets (X,Y)- r2:0-0-10 Edae] r3:0-4-0 0-3-01 [4:0-3-8 0-2-41 r6:0-3-8 0-2-4] [7:Edae 0-1-12] 19:03-12 0-0-0] LOADING last) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.40 14-15 >959 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.55 14-15 >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/TPI2014 Matrix-MSH Weight: 1821to FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, exceptendverticals. BOT CHORD Rigid ceiling directly applied or3-11-4 oc bracing. REACTIONS. (Ib/size) 2=1267/0-e-0, 8=1197/0-3-8 Max Horz 2=264(LC 10) Max Uplift 2=-652(LC 10). 8=-575(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) 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=-981/736, 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: 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 Extedar(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-9-1, Extenor(2) 10-9-1 to 19-2-15. Interior(1) 19-2-15 to 20-9-1. Exterior(2) 20-9-1 to 32-2-4 zone; cantilever left and right exposed ;C-C formembers and Tomes & 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 Imes has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fall 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 designershould verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 2=652, 8=575. Joaquin Velez PE No.68102 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING -Verily des/gn parameters and HEAD NOTES ON THIS AND INCLUDED MIIEsIREFERANCE PAGE 41-7473 tee fe2t4ZIUSBEFORE USE. Design valid for use any with Mgek® connectorsahls design is based only upon parameters shown and Is for on indhdtlual building component, not a huss system. Before use, the building designer must verity the applicobilty, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible pawnor Injury and property damage. For general guidance regarding Me fob/cation storage. delivery, erection and bracing of trusses and hues systems. seeANSVIFl1 Quaky Criteria. Wide and BCSI Buetlbg Companeol Safety Infomratlonovolloble from 6904 Parke East Blvd. Tampa, FL U610 Truss Plate institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Oty Ply LOT 12/2-FPAVATERSTONE T17493364 1855086 A09 Half Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City. FL), Plant City, FL- 33567, 8.240 a Jun 82019 MiTek Industries, Inc. Tue Jul 2 08:08:342019 Scale =1:65.2 8.00 12 5x6 = 3x4 = 5x8 = 3x4 II 4 20 21 5 22 623 24 7 14 '- 12 -" 11 '- -- 9 -' 8 3x8 = 2x4 II 4x6 = 3x4 = 3x6 — 2x4 II 6x8 = 3x8 = 6-fi-14 73-0-0 20-11-9 28-9-7 3fi-9-0 6-6-14 I 6-5-1 7-11-9 i P9-13 All 05 Plate Offsets (X,Y)— f3:0-3-0,0-3-01 [4:0-0-0,0-2-8] [6:0-4-0,0-3-01 f8:0-4-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.19 11-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.35 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Horz(CT) 0.11 8 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 210 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 2=1428/0-8-0, 8=1353/Mechanical Max Hoa 2=404(LC 10) Max Uplift 2= 714(LC 10), 8=-674(LC 10) Max Grav 2=1473(LC 15), 8=1432(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. -All tortes 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=01261, 3-12=-624/446, 4-12=-147/591, 5-12=-383/93, 5-11=-326/431, 6-11=-55lt759, 6-9=0/390, 6-8=-1865/1114 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directlyapplied or 4-6-10 oc bracing. 1 Row at midpt 5-12, 6-11, 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15@; B=45ft; L=24N; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 8-9-1. Extenor(2) 8-9-1 to 17-2-15, Interior(1) 17-2-15.to 33-7-4,Exterior(2) 33-7-4 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and tortes 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (It=lb) 2=714, 8=674. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING -Verify des19n paremetea and HEAD NOTES ON THIS AND INCLUDED MREir REFERANCE PAGE MIP74M rev, 1008&Y015 BEFORE USE Design valid for use Only with MBeM connectors. This design 6 bosed only upon parameters shown, and Is for on Individual bulding component not �'- a hum system. Before use, the building designer must verlN me applicability, of design parameters and properly Incorporate Mis design Into the overall building design, Bracing Indicated b to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabll0y and to prevent collapse with possible personal Injury and property damage. For general gUldance regarding me fabrication, storage, delivery, erection and bracing of humus and truss systems. seeANSVrP11 Quality Cdfeda. DS549 and BCSI Building Component Seat Parke East Blvd. Safety Infomlatbrpvailable from Than Plate Institute. 218 N. Lee Shoot, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oy Ply LOT 122-FPMATERSTONE T77493365 1855088 A10 Hip Truss t 1 Job Reference (optional) Cullaers rlrstbource trlam lAy, r11, VIM Ully, FL- 33bay, a es 6.00 12 5z8 = 4 19 t124UsJun 62U1a Mllexll T-0Bk W mmOH Cg6fGU W AKsgaC2U.fuF 27-0.0 7-0-0 2.4 II 20 5 21 22 Inc. iue JUl "4UB:U9:352019 5x8 = 6 Scale = 1:59.4 3z6 = 20 11 3x4 = 5x6 = 3x4 = 2x4 = 3.4 = LOADING (psq TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress [net YES Code FBC2017/-rP12014 CSI. TC 0.92 BC 0.84 WB 0.95 Matrix-MSH DEFL. in (loc) Well L/d Vert(L-) 0.22 13-16 >999 240 Vert(CT) -0.3313-16 >999 180 Holz(CT) 0.06 8 rda rVa PLATES GRIP MT20 244/190 Weight: 187 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 ROT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10 REACTIONS. (Olsize) 2=1264/0-8-0, 8=1189/0-3-8 Max Holz 2=264(LC 10) Max Uplift 2=-055(LC 10). 8=-577(LC 10) Max Grav 2=1289(LC 15), 8=1189(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (Ila) or less except when shown. TOP CHORD 2-3= 2159/1342, 3-4=-1698/1213, 4-5=-1429/1147, 5-0=-1427/1145, 6-7=-984/724, 7-8=-1144/876 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 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; E>lp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-9-1, Extedor(2) 8-9-1 to 17-2-15, Interiar(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 & 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 chard live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.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 Al 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11a) 2=655, B=577. Joaquin Velez PE No.68182 MTsk USA, Ire. FL Cott 6634 6994 Parke East Blvd. Tampa FL 3361D Date: July 2,2019 AWARNING -VerllydeslgnpaameteraandREADNOTES ONWISANUINCLUDED UfrEKREFERANCEPAGEMl474nmie 1063MOMBEFOREUSE Design valid for use only with Mreh® connectors. lhls deslgn Is based only upon parameters shown, and 6 for an hdlvldual bulding component not a hum system. Before use, the building designer must verify the appllcoblity of design parameters and properly Incorporate this design into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members any. Additional temporary end permanent bracing Is always required for slablllty and to prevent collapse Writs possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVTPll Quist tly Criteria. DSB-69 and BCSI Bu9desp Component infametionpvollabie from Truss Rate Institute, 218 N. We Street Suite 312, Alexandria, VA 222114, M1Te1( 69M Parke East Blvd.Safely Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 1212-FP/WATERSTONE T77493366 1855088 All Half Hip Thus 1 i Job Reference (optional) Builders FirstSouroe (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 08:08:36 2019 Scale=1:65.2 3x4 = Sacs = 3x4 = 2x4 11 20 21 5 22 6 23 24 7 25 a 14 ._ __ _. ._ __ .. ._ __ __ 9 4x6 = 3x4 = 3x6 = 3x4 = 6x8 = 46 = 3x8 = 54.13 11-0-0 18-9-6 27.2-12 36.9-0 Plate Offsets (X,Y)-- f4:0-3-0,0-2-01, f6:0-3-0,0-3-41, f9:0-0-8,0-Ml LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Verl(LL) -0.30 14-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.63 14-17 >694 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) 0.10 9 Na Na BCDL 10.0 Code FBC2017/TP12014 Matnx-MSH Weight: 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 -Except' 11-13: 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1428/0-8-0, 9=1353IMechanical Max Ho¢ 2=351(LC 10) Max Uplift 2=-722(LC 10), 9=-665(LC 10) Max Gmv 2=1443(LC 15), 9=1358(LC 15) FORCES. (Its) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-2590/1643, 3-4=-2223/1392, 4-5=1966/1346, 5-6=-2249/1451, 6-7=-1731/1046 BOT CHORD 2-14=-1736/2359, 12-14=-7529/2238, 10-12=-1378/2087, 9-10=-695/1029 WEBS 3-14=-457/440,4-14=-3011741, 5-14=-553/282, 6-10=-715/622,.7-10=-550/1111, 7-9=-1562/1069 Structural wood sheathing directly applied or 3-1-4 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-0 oc bracing. 1 Row at midpt 7-9 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. 11; E>le C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 6-9-1. Exterior(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 33-7-4, Exterior(2) 33-7-410 36-74 zone; cantilever left and right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurmnt 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 9 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 100 lb uplift at joint(s) except (jt=lb) 2=722,9=665. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Panne East Blvd. Tampa FL 33610 Date: July 2,2019 ,&WARNING- Vedlydeslgnperrucat a and READ NOTES ON TNLSAND INCLUDED M/IEKRUF ANCEPAGEMX?4" rev. ISI12015eEFONEUSE Design valid for use only with Mlfek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building dedgnor must verify the oppllcabllity of design parameters and property Incorporate mus design into the overall building design. Bracing Indicated Is to prevent bucking of Individual taus web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always readied 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 hisses and Muss systems seeANSUIPII CuoBly Criteria, OSB419 and BCSt Bulding Component Safely InlermMbstovollable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 12/2-FP/WATERSTONE T77493367 1855088 Al2 Hip Thus 1 7 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 08:08:382019 Page 1 ID:xZpBkW mmOHCg6fGUW AKsgaCf2U.4T7Pmk7aYy_2IY W NOgOgd46nm1 GJ7vC1 EJAz09ud -1-4.0 6-4-7 11-0-0 20.0.0 29-0-0 32-4-0 73.0 6.4-7 47-9 9.0.0 9-0-0 34-0 b1 Scale = 1:67.4 5xB = 5.8 = 5x8 = 4 18 19 20 5 21 622 3x6 i 4x6 = 5x8 - 3x4 = 2x4 - 3z4 = 17-0.0 20.0.0 29-0-0 32-4.0 6-4-7 4-7-9 9-0-0 9-0.0 ad-n Plate Offsets (X,Y)- [2:0-2-9 0-1-e1 [4:0-6-00-2-e1 [5:0-4-0 0-3-41 [6:06-0 0-2-e1 [l0:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (hoc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Ven(LL) -0.29 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.6212-15 >623 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Hou(CT) 0.06 8 rda We BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 1751Is FT=20% LUMBER- _ BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-6,4-5: 2x4 SP No.1 BOT CHORD 2z4 SP No.1 'Except* BOT CHORD 10-11: 2x4 SP No.2 WEBS 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 Hoa 2=264(LC 10) Max Uplift 2= 655(LC 10), 8=-577(LC 10), Max Gray 2=1280(LC 15), 8=1189(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 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=-118a/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=-66611050 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 5-3-0 oc bracing. 1 Row at midpt 6-10 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=S.Opsf; h=15D; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-9-1, Extedor(2) 6-9-1 to 15-2-15, Intedor(1) 15-2-15 to 24-9-1, Extedor(2) 24-9-1 to 32-2 4 zone; cantilever left and right exposed ;C-C for members and forces & IAAFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=655, 8=577. Joaquin Velez PE No.68182 N Tek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 OWARN/NG-Vedfydesl9nparamefersand READNOTES ON TN/SANDINCLUDEDMREKREFERANCEPAGEMIP74Mmi, 1a1%%sV156EFOREUSE Design volld for use any with Meek® connectors. This design Is based any upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verily me applicability of design parameters and property Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling of Individual Me; web and/or chord members only. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding me fobrlcollon, storage, delivery. erection and bracing of tomes and buss systems, seeANSU1Pll Gun22 Cdfedu, DSB49 and SCSI Sulding Component mformatlonavo0oble from Tnnn Rate Institute. 218 N. Lee Sheet Suite 312, Alexandria VA 22314, MiTek' 69M Parke East Blvd.Safety Tampa, FL M610 Job Thus Type ON Ply LOT 12/2-FPAVATERSTONE �Tn= T77493368 1855088 A13. Half Hip Truss 7 1 Job Reference (optional) builders rustsoures Priam urry, ry, riam Ulry, rL-33baf, 5x6 = 3x4 = 3 19 20 4 8.-4405 Jun azu19 MI I eK 5x6 = 4x6 = 21 5 22 623 Inc. IUe JU 2 08:08:39 2019 Pagel ;tk4Z7fMENpV W 6nndm88snnrdz09uc 35-9-0 7-1-14 Scale =1:65.2 3x4 II 24 7 m d 13 8 3x6 = 3x4 = 4x6 = 3x4 = 46 = 3x4 = axis = &0.0 1&1-13 27-3-11 36&0 940.0 Oq5 1A p.t.11 oss Plate Offsets (X,Y)-- [3:0-3-8,0-2-41. [5:0-3-0,0-3-0][8:0-4-8 0-3-01 LOADING (pso SPACING- 2-0-0 CS]. DEFL. in (loc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.31 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.42 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.78 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 183 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP M 31 BOT CHORD 2x4 SP No.t •Except• BOT CHORD 10-12: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1428/0-8-0, 8=1353/Mechanical Max Hoe 2=297(LC 10) Max Uplift 2=-730(LC 10). 8=-658(LC 10) FORCES. (I s) -Max. Comp./Max. Ten. -All forces 250 (lb) at less except when shown. TOP CHORD 2-3=-2437/1489, 3-4=-2110/1473, 4-5=-2720/1728, 5-6=-2083/1265 BOT CHORD 2-13- 1467/2089, 11-13=-1BG6/2707, 9-11=-1669/2581, 8-9=-1112/1731 WEBS 3-13- 181/667,4-13= 840/403„5-11=-82/255,5-9=-704/572,6-9= 340!/83, 6-8=-2027/1309 Structural wood sheathing directly applied or3-1-9 oc purllns, except end verticals. Rigid ceiling directly applied or 4-3-1 oc bracing. 1 Row at midpt 4-13. 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; B=45111; L=24N; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-9-1. Exterior(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 33-74, Exterior(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 Di1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Beadngs 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 100 lb uplift at joint(s) except Qt=1b) 2=730, 8=658. Joaquin Velez PE No.68182 MTek U8A, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING- V4Nlydesl9nperemefers end HEADNOTES ON MS AND INCLUDED MmEKRUisrlANCEPAGEMX7493 rev. 1aaYlela9EF0HEUSE Design valid for use any with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndNltlual truss web and/or chord members orly. Additional temporary and permanent bracing MiTek' 4 always required for stobrm/ and to prevent collapse wim possible personal Injury and property damage. For general guldonce regarding me fabrication, storage, delivery, erection and bracing of trusses and truss wsteni weANSVTPiI Quality Cldedo, DSB-89 and 6CSI Balding Component 69N Pale East BNd. Safety mformalbrlavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314 Tampa, 1 33610 Job - Type - Cry Ply LOT 122-FP/WATERSTONE - ]7��H'� T77493369 7855088 mss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 08:08:40 2019 Page 1 ID:xZpBkW mmOHCg6fGUWAKsgmCf2U-OrF91bx_%BogDMSweGW wRmgwTTV1gINW W LN3zO9ub -1-4-0 42-14 9-0-0 16-2-8 25-1-8 32-4-0 1-0-0 42-14 4-&2 7-2-8 8-11-D 7-2-8 Scale = 1:57.4 4x6 = 3x4 = 5x6 = 4x6 = 4 19 20 5 21 6 2223 7 3x6 9 3xB = 3x4 = 3x4 = 4x6 = 4x6 = 2x4 =. LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/iP12014 CSI. TC 0.74 BC 0.79 WE 1.00 Matdx-MSH DEFL. in Ver l-L) 0.20 Vert(CT) -0.40 Hom(CT) 0.08 (loc) Vdefl Ud 11 >999 2140 9-11 >977 180 8 ni Na PLATES GRIP MT20 244/190 Weight: 171 lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-2 0o bracing. WEBS 1Row at midpt 5-13,7-9 REACTIONS. (Ib/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. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2267/1487; 3-4=-1987/1278, 4-5=-1741/1236, 5-6=-2169/1461, 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: ASCE 7-10; VuIt=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., GCpii18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-9-1, Exterior(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 29-2-4, Exterior(2) 29-2-4 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 pending. 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 ANSVI'PI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 2=650, 8=582. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 Q WARN/NG-Vedtytleafgapammetersaad READNDTES ON THISAND INCLUDED M/TEKREFERANCE PAGE MII-74T3mv. Ii i2015 BEFORE USE. Design valid for use only with MfIek® connectors. This design Is based only upon parameters shown and Is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buidding of Intlivltlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon. storage, delivery, erection and bracing of trusses and truss systems, seeMSVIPl1 Quality Criteria. DSB-89. and BCSI Building Component 69M Parke East Blvd. Safety Infoenatbnavaiiabie from Truss Plate Insfitule, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jab Thus Truss Type OIY Ply LOT 12/2 - FP/WATERSTONE T77493370 1855088 A15 Half Hip Truss 1 2 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MITek Inc. Tue Jul 2 013:08:41 2019 Page 1 Scale v 1:65.2 6.00 f 12 5.6 = 3x6 = 18 4 5xB = 5x6 = 5 196 b rh 14 13 12 11 10 u e 3.6 = 3x4 = 2x4 11 axis = 6x8 3x6 = 4x10 M12DH$ = 4x10 MT20HS= LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac)- Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Velf 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 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.90 Horz(CT) 0.18 8 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 367 lb 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 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1Flow at midpt 6-8 REACTIONS. (lb/size) 2=288710-8-0, 8=3035/Mechanical Max Hom 2=243(LC 8) Max Uplift 2=-1824(LC 8), 6=-1897(LC 8) Max Grav 2=3401(LC 13). 8=3491(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 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, 8-9=-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=-6618/3595 NOTES- 1) 2plytruss to be connected togetherwith 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows:2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL11.2pst BCDL=5.Opsf; h=15ft; B=4511t; L=24ft; eave=51t; Cat. 11; Exia C; Encl., GCpi=0.18; 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 psi bottom chord live load nonconcunent with any other live loads. 8) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 100111 uplift at joint(s) except (jt=lb) 2=1824,8=1897. 12) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 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 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.e8162 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33B10 Date: July 2,2019 S"rE fendam Q WARNING -V011Iy des/gnX.Insters and READ NOTES ON Thus AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1011342015SEFORE USE. Design valid for use only with MIrea connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not a truss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate finis design into the overall bultling design. Bracing Indicated is to buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing M!Tek* prevent Is always required for stability and to prevent collapse wIth pomble personal Injury and properly damage. For general guidance regarding me fabrication. storage, delivery, erection antl bracing of trusses and Jul systems. seeANSVTPl1 Quality Criteria, D51149 and BCSI Building Component 69M Parke East Bind. Safety mferrnationavallable from Trus Mate Institute. 218 N. Lee Street. Suite 312, Nexonddo, VA 2231A. Tampa, FL 33610 Job Type - pty -- Ply LOT 12/2-FPNdATERSTONE JTrussiTruss T77493370 1855088 15 Half Hip Truss 1 2 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MTek Industries, Inc. Tue Jul 2 08:08:41 2019 Page 2 IO:xZpBkW mmOHCg6fGUWAKsgmGf2U-U2oXFxyclVwXrW 16C_l7SfSAVJpHEVORbAGuvVzb9ua LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Veil: 1-3---54, 3-7=-120(F=-66), 14-15=-20, 8-14=-44(F=-24) Concentrated Loads (lb) Vert: 14=.475(F) AWARN/NG-Vetlly Ees19epOremetPM..d READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE Mil-74nn,v 1e 0159EFOREUSE- Design valid for use only with Mi connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a tmss system. Before use, the building designer must verify the applicability of design parameters antl properly incorporate this design Into the overall building design. Bracing indicated is to prevent betiding of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability antl to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIt Qualify CMnb, DSO-89 and BCSI Ill Compenenf 6904 Parke East Blvd. Safely Internationa lable from Truss Plate Instltute,218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 12/2-FP/WATERSTONE T77493371 1655088 A16. MONO HIP 1 1 Job Reference (optional) eu6aers nimbource tram uny, rL), riam carry, 1-1-- JJabr, 5.24a s JM a eU ra mu en IDUMlnea, mc. 1 ue del Z ub:UU:4z 2U1 b it 8x14 MT20HS 3x6 700 = 4x12 = 46 11 6.0012 3 4 17 5 19 6 19 7 5x8 = 3x6 II 4x10 MT20HS = 6x8 Scale=1:58.3 2x4 11 6x12 MT20HS = 6x12 MT20HS = LOADING lips' 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 CS'. TC 0.90 BC 0.85 WB 0.94 Matrix-MSH DEFL. Vert(L-) Vert(CT) Horz(CT) in (loc) Vdefl L/d 0.56 10-11 >691 240 -0.67 10-11 >579 180 0.20 8 n1a rda PLATES MT20 MT20HS Weight: 1851b 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 puffins, 1-3: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.t 'Except' BOT CHORD Rigid ceiling directly applied or 3-8-14 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 pis 6-8 3-13,4-11,5-10,6-9: 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=263010-4-0, 2=249010-8-0 Max Hom 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5877/3017, 3-4=-7262/3911, 4-5=-7256/3905, 5-0=4595/2490, 7-8=-382/337 BOTCHORD 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 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 8=1640, 2=1573. 9) Girder carries hip end with 0-0-0 fight 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 3601b up at Joaquin Velez PE No.88182 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. MTek USA, Ina FL Cert 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: July 2,2019 nntinged an name 2 A WARNING -wvdydea/9n parametas;.d READ NOTES ON MMAND INCLUDED MREKREF£RANCERAGEMI474YJrex. 10VO3,2015BEFOREDSE. Deslgn valid for use only with Milek® connectors. This design is based only upon parameters shown, and 6 for an Individual building component. not ��- a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wek• Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSWII CualBy Criteria. DS049 and BCSI Building Component 6904 Parke East Blvd. Safety Nfarmaknovallable from Taus Rate Insmute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job us Truss Type Ply LOT TONE TA16S �MONOHIP T17493371 1855088 1 7 b Reference (00 iony) Job Builders FinaSource(Plant City, FL), Plaid City, FL-33567, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 08:08:42 2019 Page 2. ID:x7_pBkW mmOHCgefGUWAKsgaCf2U-yEMvSGyE2o2NTfcJlhZM_S?Gnj7lzy7agq?SSyzO9uZ LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-118(F=-fi4), 13-14=-20, 8-13=-44(F=-24) Concentrated Loads (lb) Vert:. 13=-475(F) QWARNING-Ve1ily Eesl9n1erameWM antl READ NOTES ON MIS AND WCLUDEDMITEKREFERANCE PAGE MI414)areV. 10aaQ015BEFORE USE Design valid for use only with MTek® connectors. ThIs design Is based only upon parameters shown, and is for an Individual building component, not a hum system. Before use, the building designer must veiny the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding Me fabricailoru storage, delivery, erection and bracing of trusses and hum systems. seeANSVrPII Cua1BRIyy Cdfedo, DSB-69 and SCSI Building Component Safety Nlermatbndvcilable from Truss Plate Institute, 218 N. Lee sheet. Suite 312. Alexondria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 ___J - Truss Tnus Type Oly Ply LOT 12/2-FPNJATERSTONE T17493372 FJo, 88 B01 Common Thus 1 1 Job Reference(optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 62019 MiTek Industries. Inc. Tue Jul 2 08:08:43 2019 i1 4.6 azg - 19 18 17 1615 14 13 12 OF° - 2x4 II 2x4 II 2.4 II 3x4 = 2x4 II 2x4 II 2x4 II 2x4 II Scale=1:40.4 z0-8-0 Plate Offsets (X Y)- 16:0-3-2 0-2-0] LOADING (psf) SPACING- 2-M CSL DEFL. in floc). Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 11 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 10 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 104 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins. 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 20-8-0. (lb) - Max Horz 2=-215(LC 8) Max Uplift All uplift 100 Ile or less at joints) 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 Grav Al reactions 2501b or less at joint(s) 2, 15, 17, 18, 14, 13, 10 except 19=339(LC 15), 12=338(LC 16) FORCES. (Ib) - Max. CompJMax. 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B-45f ; L=2411; eave=2ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 1-8-0, Extedar(2) 1-e-0 to 7-4-0, Comer(3) 7-4-0 to 13-4-0, Exterior(2) 13-4-0 to 19-0-0. 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 gdp: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 ANSViPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pal 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 maybe used if it does not corrode the plates. If AGO, 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 truss to bearing plate capable of withstanding 100 He uplift at joint(s) 18, 13 except Ijt=lb) 2=173, 17=104, 19=174, 14=104, 12=174, 10=173. Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNNG-Velilydeslgn paramelero and BEAD NOTES ON MIS AND INCLUDED M1rEKNEFENANCEPAGEAf&xV3 rev. 16T92015BEF0NEVSE. Design valid for use only with MgeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use. Me building designer must verify the applicability of tleslgn 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 for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and trusssystems, seeANSVIPII Gualryy Cf fA, DSB49. and SCSI Building Component 6904 Parke East Blvd. Safely mlarmatbnavoilable from Truss Rate Inslilute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply Flab 8 B02 ROOF TRUSS 6 1 Job Reference o tional uunaers rustaource triam ury, rL), rem wy,r.-uuoar, a.cvoaam� V Scale=1:37.9 3x4 = 4 2x4 // 3x4 = 2x4 \\ 3x6 = 3xe = IT LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ved(LL) -0.35 10-13 >713 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ved(CT) -0.4310-13 >574 180 BCLL 0.0 ' Rep Stress Mar YES WB 0.38 Horz(CT) 0.03 6 n/a We BCDL 10.0 Code FBC2017/TPI2014 Maln%-M$H Weight: 88 lb 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 BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=837/0-8-0, 6=837/0-8-0 Max Hom 2=-215(LC 8) Max Uplift 2=-462(LC 10), 6=-462(LC 10) Max Grav 2=842(LC 16), 6=842(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 25.=-1261/731, 5-6=-12607731 BOT CHORD 2-10=-421/1106, 8-10=-432/1045, 6-8=-421/1120 WEBS 3-5=-1168/986, 3-10=0/30Q 5-8=0/300 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=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, Interior(1) 1-8-0 to 7-4-0, Exterior(2) 7-4-0 to 13-4-0, Interior(1) 13-4-0 to 19-0-0, Extenor(2) 19-0-0 to 22-0-0 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 last 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-" 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 1001b uplift at joint(s) except (jt=1b) 2=462, 6=462. 7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 66D4 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING-VerilyEeslgnperzmeferemdREAD NOTES ON THLSANOINCLUDEDMNEKREFERANCEPAGEm67473mv. 1011Xi¢01SBEFORE USE Design valid for use only with Mael,31 connectors. This design 6 based only upon parameters shown and Is for an Individual building component, not a inns system. Before use, the bullding designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall indicated 6 buckling Individual truss members only. Additional temporary and permanent bracing M!Tek' building design. Bracing to prevent of web and/or chord is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobacotlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety InfoenaBanovailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Nexandrlo, VA 22314, Tampa, FL 33610 Truss Truss Type Oly - Ply 12/2-FP/WATERSTDNE T17493374 rJob 5088 B03 ROOFTRUSS 4 1 EJob'Referanco (optional) Builders FimtSource (Plant City, FL), Plant City, FL- 33567, B 2U19 MI I eK Induslnes. mc. IUs Jul 2MIRIAb 2U19 I Scale = 1:37.1 3x4 O Lx4 rt axa = zxc p 3z6 = 46 = 6 R 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 FBC20171TP12014 CSI. TIC 0.92 BC 0.76 W B 0.36 Matdx-MSH DEFL. in Vert(L-) -0.36 Vert(CT) -0.47 Horz(CT) 0.04 (loc) I/defl L/d 9-15 >677 240 9-15 >522 180 6 We Na PLATES GRIP MT20 244/190 Weight: 861b 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 7-7-12 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 6=748/0-3-8, 2=825/0-8-0 Max Holz 2=207(LC 9) Max Uplift 6=353(LC 10), 2=-459(LC 10) Max Gray 6=758(LC 17). 2=831(LC 16) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1221/740, 5-6=-1219/737 BOT CHORD 2-9=-509/1053, 7-9=-519/992, 6-7=-508/1061 WEBS 3-5= 1106/1003, 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 7-4-0, Exterior(2) 7-4-0 to 13-4-0, Intedor(1) 13-4-0 to 17-3-8, Extedor(2) 17-3-8 to 203-8 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 DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.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= I0.0psf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 665 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=353, 2=459. 7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 691J4 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING -Verlydesrw PerameMrsand READ NOTES ON MIS AND INCLUDED NITEKNEFEBANCE PAGE M/F7i13rsx moDsWiliSSEFONE USE. Design valid for use only with MRek® connectar6. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into The overall buldng tleslgn. Brocing Indicated is to prevent buckling of individual truss web and/or chord members only. Additloncl temparcry and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobecatiom storage, delivery, erection and bracing of fusses and truss systems. weANSVr911 ISUCT Criteria, DSB49.and SCSI BWdhp Component 6904 Parke East Blvd.en Safety InfoaNnnovalable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type QIy Ply LOT 12/2-FP/WATERSTONE T77493375 1855088 C01 GABLE 1 1 Jab Reference Lopstionaft Builders FirstSourse (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 08:08:46 2019 Page 1 ID:xZpBkW mmOHCgbfGUW AKsgmCt2U-RcQle0161 YpyHv4_Xd19iA01 KYxvvONSzfbjz09uV -1-4-0 8-4-11 14-0-0 17-3-4 2A' 260-0 1.4-0 8.4-11 F 5-11-5 2-11d 7-0-12 1-4-0 Scale=1:52.9 US 1 6.00 12 3x4 9 2x4 ll 3x4 = 2x4 11 2x4 11 1.5,01 STP= 2x4 11 8xe = 8-0-16-8-0 20 A0 24-8-0 83-5 A]A 0-128-4-11 I 00 Plate Offsets (X Y)-- 12.0-2-10 0-1-e1 [3:0-3-00-3-41 [6:0-3-2 0-2-0][11:0-2-0 Edael LOADING (psi) SPACING- 2-" CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.18 21-02 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Ven(CT) -0.2521-32 >B12 180 MT20HS 187/143 SCLL 0.0 ' Rep Stress ]nor YES WB 0.34 Horz(GT) 0.07 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight 1521b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 8.16: 2x4 SP No.3, 11-15: 20 SP No.2 P WEBS 20 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 22, 23, 24 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) 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=-032/693, 15-16=-462/652, 8-15=-435/405 WEBS 3-21=01357, 3-24=-876/507, 23-24=-828/483, 22-23=-862/511, 22-25=-875/495, 16-25=859/492 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=5.0pst h=1511; 8=451t; L=24ft; eave=4ft; Cat. II; Exits C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interion(1) 1-8-0 to 11-4-0, Exterior(2) 11-4-0 to 17-2-5, Intefior(1) 17-2-5 to 23-0-0, Exterior(2) 23-0-0to 26-M zone; cantilever fight exposed ; end vertical fight exposed; porch right eposed;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) 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 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 ACQ, 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) 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 joints) except at=lb) 11=400, 16=556, 2=399. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 O WANNNG-VerlrydeWgnparamereme0d READNOMS ON MIS AND MCLUDEDMITEKNEFENANCEPAGEM67473re¢ 141222015BEFOBE USE Design valid for we onlywlM MBek0 connectors. This tlesign abased only upon parameters shown, and Ls for an Individual building component, not ��' a truss system. Before use. the building designer must verify Me oppllcabllity, of design parameters and properly Incorporate 9B design Into the overall bulltling design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of busses and truss systems, aeeANSVrPI1 Quality CMeM, DS549 and BCSI Bu/ding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informalblgvollobie from inns Plate Institute. 218 N. Lee Street Suite 312 Alexandeo, VA 22314. Jab - Thus Type City Ply LOT 12/2-FPANATERSTONE T=s T17493376 1855088 SPECIAL TRUSS 1 1 Job Referents o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jun 82019 MiTek Industries, Inc. TUB Jul 2 08:08:47 2019 Scale=1:49.2 6.00 12 5x8 C 3x4 4 2x4 11 3x4 = 3x4 = 1.5,,8 STP = M1 84-12 8-10-14 7440 16.8-0 17-3-p 24-4-0 24-Br0 8-4-12 -E 5-5-2 2.4-0 7 7-0.12 04-0 Plate Offsets (X,Y)-- . 12:0-2-10 0-1-81 [3:0-3-0 0-3-41 14:0-5-8 0-2-81 I6:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFIL in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.22 8.19 >413 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) .0.27 12-15 >761 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.72 Horn(CT) 0.02 9 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 1281b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 *Except* 5-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=699/0-8-0, 6=359/0-3-0, 9=911/0-e-0 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-894/565, 34=-306/387, 4-5=-161/399, 5-6=-148/274 BOT CHORD 2-12=-385/827, 10-12- 386/825, 8-9=402/631, 6-8=-353/386 WEBS 3-12=0/333, 3-10=-725/472,4-10= 213/477,4-9=-630/94 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 cc punins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 11-4-0. Extedor(2) 114-0 to 17-2-5, Interior(1) 17-2-5 to 23-", Extedor(2) 23-" 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 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 tell 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 1001la uplift at joints) except (1=1b) 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: July 2,2019 Q WARNING.Vedrydeageperameteneed READNOT£S ON TNISAND INCLUDED MREKREFERANCEPAGEMeMMMv. 10032015BEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown. and 6 for an IndNldual building component not a truss system. Before use, the building designer must verify me applicability of design parameters antl properly Incorporate the design Into the overall building design. Brocing Indicated 6 to buckling lncMdual huss web and/or members only. Addltlonal temporary and permanent bracing MiTek' 7 prevent of chord Is always requhed for Stability and to prevent collapse with pos5lble personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems seeµSVIPII Cualfly Criteria, DSB419 and BCB Building Component 6904 Parke East Blvd. Safety Infamrallonavollable from Truss Plate Institute. 218 N. Lee Street Sulte 312. Alexonddo, VA 22314. Tampa, FL 33610 Job - Truss Truss Type City Ply LOT 12/2-FPAVATERSTONE T77493377 1855088 CO3 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 8,240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 08:08:48 2019 Scale=1:49.2 6.00 r12 5x8 3x4 4 2x4 it 3x4 = 3x4 = 1.54 STP = 6xB — 24 Bd-12 egLg lbd-0 168a 1>3-I 23Sa 23,aa 0-0-12 OG bd-2 10a Plate Offsets (X )1-- 12:0-2-10 0-1-81 f3:0-3-00-3-41 f4:0-5-8 0-2-81 f6:0-1-4 0-0-2] f6:0-0-4 Edne] LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 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 Na Na BCDL 10.0 Code FBC2017/TPI2014 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 Hoe 2=253(LC 9) Max Uplift 2=-430(LC 10), 9=-413(LC 10), 6=-513(LC 10) Max Gmv 2=703(LC 1), 9=867(LC 1), 6=402(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 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 puffins. 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=4.2pst BCDL=5.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 11-4-0, Extedor(2) 11-4-0 to 17-2-5, Interior(1) 17-2-5 to 23-0-0, Extedor(2) 23-" to 26-" zone; 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 am MT20 plates unless otherwise indicated. 4) This truss has been designed fora 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-M wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 6 SVP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) 2=430, 9=413, 6=513. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 rQWARNWG-Verify dosl9npepmete®enGRE4D NOTES ON DUSAND/NCLUD£D AUEKREFERANCEPAGEW74TJrev. 10T120150EFOREUSE Design valid for use only with MBekfl connectors. this design k based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the buAding designer must verify the appllcab0ily of design parameters and property Incorporate this design Into the overall building design. Bradng Indicated is to bucking of Individual truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tntts systems. seeANSVrPII Quality Cdlerli DSB-89 and SCSI BuldhB Component 69N Parke East Blvd. Safety Infomratbrsovallable from Truss Plate institute. 218 N. We Street. Sulte 312. Alexandra, VA 22314, Tampa, FL 33610 Job Truss Type OtIf Pty LOT 1212-FPANATERSTONET77493378 TC04 1855088 Special Truss 1 2 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 08:08:49 2019 7xI0 ' Scale = 1:51.6 1.5.8 STP= 3x12 MT20HS II 7x10 = 1002 = 1.6xB STIR= 5xB = 4.12 II 7-1-8 10-1-12 144-0 tfi-B-0 17-3r4 20.5-14 23-8-0 240-0 7-1-8 3-0-4 I 42-4 2-0-0 7IS- 3 3-2-2 o-40 Plate Offsets (X,Y)-- [2:0-1-11,Edge], [3:0-24,0-0-01 [8:0-1-8.0-7-101 [11:0-3-80-5-0] [12:0-5-00-4-81 LOADING (psi) SPACING- 2-M CSI. DEFL in (loc) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(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 n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 3061b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x6 SP M 26, 6-10: 2x4 SP No.3, 10-12: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 4-12.5-11: 2x4 SP No.2 SLIDER Right 2x6 SP No.2 1-11-12 REACTIONS. (fib/size) 8=205/04-0, 2=4297/0-8-0, 10=6431/0-8-0 Max Hom 2=241(LC 7) Max Uplift 8=-257(LC 8), 2=-3063(LC 8), 10=-3897(LC 8) Max Grave 8=210(LC 18), 2=4730(LC 13), 10=7196(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 4-11. 5-10 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-994216374, 34=-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=-391717489, 5-10=-6895/3416 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-2-0 oc, Except member 12-3 2x4 -1 row at 0-9-0 oc, member 4-12 2x4 -1 row at 0-9-0 oc, member 11-4 2x4 - 1 row at 0-9-0 Go, member 11-5 2x4 - 1 row at 0-9-0 Go, member 1 D-5 2x4 -1 row at 0-9-0 Ga. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=1SI ; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); can8lever left and right 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 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 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 1001b uplift at joint(s) except Ut=1b) 8=257, 2=3063, 10=3897. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING -Ndrydes/gnpsremefersasd READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIL74"n,in 10,0342015BEFORE USE Design valid for use only with MRek® connectors. The design Is based only upon parameters shown and Is for an Individual buldng component, not �� a truss system. Before use, the butding designer must vetlty Ire applicability of design parameters and propedy Incorporate Iris design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only. Addli onol temporary end permanent bracing MiTek' Is always required for stablllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, creation and bracing of trusses and truss systems, seeANS171Pi1 CualNv CdNM, DSBd9 and BCSI Buldlsp Component 69M Parke East Blvd. Safety Informatbrlovdiable from Truss Plate Insi 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Tampa. FL 33610 Job Truss Truss Type - City Ply LOT 12/2 - FPMIATERSTONE T77493378 1855088 C04 Special Thus 1 2 Job Reference (optional) Builders FrstSource(Plant City, FL), Plant City, FL-33567. 8.240 s Jun 82019 MiTek industries, Inc. Tue Jul 2 08:08:49 2019 Page ID:xZpBkW mmOHCg6fGUWAKsgmCf2U-FaHZwg2dPywOpkefgfB7mLoShYW 469YcROCJB2zo9uS NOTES- 12) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 3157 lb down and 3001 lb up at 7-1-8 on bottom chord. The desigWselection of such connection device(s) is the responsibility of others. LOAD CASE(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=-54, 5-8=-54, 2-13=-20, 13-22=-657(F=637), 10-22=-20, 9-14=-20 Concentrated Loads (lb) Vert: 13=-3009(F) Q WAHNWG-yeffrydasenpaamefemand READ NOTES ON TN/SAND INCLUDED MITEKBEFEBANCEFAGEMLL7MMY. IMJws ISBEFOBEUSE Design valid for use orgy with Meek® connectors. This design Is based only upon parameters shown, and is for on Individual binding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of indNlduol truss web and/or chord members only, Addlllonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. socANSI/Ip11 QUO' ry Cdfedo, DS549 and SCSI Building Component Safety Infoonatbrevollobie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job -- - Truss Truss Type City Ply LOT 12/2-FP/WATERSTONE T77493379 1855088 COS COMMON TRUSS 1 1 Job Reference (optional) Bwlaere FIMSoame 1planLUny, t-L), Vials ury, rL -s tAsf. a.240 SJun a 2U1 a MI I eK industries, Inc. Iue JW 2ub:ua:bu 2u19 pager i 4x6 C ^ 2.4 11 2.4 11 2.4 11 5x6 = 2.4 VI I 2x4 ,11 2x4 11 Scale=1:33.2 LOADING (IP51 TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/rP12014 CSI. TC 0.22 BC 0.07 WB 0.09 Matrix-SH DEFL. in Vart (LL) -0.00 Vert(CT) -0.00 Horz(CT) 0.00 ([be) Well Lrd 11 n/r 180 11 n/r 120 10 n/a n/a PLATES GRIP MT20 244/190 Weight: e5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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 He 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 Gmv All reactions 250 It, or less at joint(s) 2, 15, 16, 17, 18, 14. 13, 12, 10 FORCES. (lb) -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=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; 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 5-8-0, Comer(3) 5-8-0 to 11-e-0, Extenor(2) 11-8-0 to 15-8-0, Comer(3) 15-8-0 to 18-6-0 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 ANSVrPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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 truss to bearing plate capable of withstanding 10016 uplift at joint(s) 16, 18, 14, 12 except (jt=11s) 2=163, 17=104, 13=104, 10=163. Joaquin Velez PE No.ee182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: My 2,2019 Q WARNING-VedfydeVgnparametemmdflE DNOMS ON TNISANDINCLUDWD KREFERANCEPAGEU&74Mmv. 10,1101tr0156EFOHE USE Design vold for use orry with Maek® connectors. This design Is based only upon parameters shown. and Is for on IncMduol bulding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indebted is to prevent buckling of lndNltluol Muss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse wBn possible personal Injury and property damage. For general guidance regarding the fobrlcotlon, storage. delivery, erection and bracing of trusses and huss systems, seeANSVIPl1 Quality Criteria, DSB49 and BC81 Building Component 69M Parke East BNd. Safety mformalbmvcllable from inns Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type - Oty - Ply LOT 1212-FP/WATERSTONE T77493380 1855088 C06 COMMON TRUSS 1 t Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 08:08:51 2019 I Sx6 1 3x6 = SxB = 3x6 = Scale = 1:32.6 to Plate Offsets(X,Y)-- f2:0-0-8,0-0-21 [3:0-3-8,0-2-8] [4:0-2-120-1-81 [6:0-4-00-3-01 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc). Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Vert(LL) 0.19 6-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.32 6-12 >641 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 65111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=71310-8-0, 4=713/0-8-0 Max Hom 2=185(LC 9) Max Uplift 2=-403(LC 10), 4=-403(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/569, 3-4=-917/569 BOT CHORD 2-6=-25B/737, 4-6=-258/737 WEBS 3-6=3/404 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-3-11 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 5-8-0, Exterior(2) 5-8-0 to 11-8-0, 1nterior(1) 11-8-0 to 15-8-0, Extenor(2) 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=403, 4=403. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Bate: July 2,2019 ,&WARNING-VeN1yd@a1SrPeremeleraand READ NOTES ON THIS AND INCLUDED MGWKREFERANCE PAGE MB7423di 100.'YZ015 BEFORE USE Design valid for use only with MiTek® Connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify Me cppllcabilh 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 M[Tek- Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVRII Quality Cdi DSB-69. and BCSI Bultlbp Component 6904 Parke East Blvd. Safety Informationavoiloble from Truss Nate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type O1Y Ply LOT 12/2-FP/WATERSTONE T17493381 1855088 CJ1 JACK-OPENTRUSS 4 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL- 33567, Jun 82019 MiTek Industries, Inc. Tue Jul 2 08:08:522019 0-11-4 0-11-4 Scale = 1:7.6 Plate Offsets (X,Y)-- f2:0-1-4,0-0-21 LOADING (psi) SPACING- 2-" CSI. DEFL. in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(L-) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress lncr YES W B 0.00 Horz(CT) 0.00 4 Na rda BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Ho¢ 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-1 95(LC 10), 4=-15(LC 1) Max Gmv 3=20(LC 10), 2=158(LC 1), 4=44(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc purlins. 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=4.2psf; BCDL=5.Opsf; Irl B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2).zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity 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 at --lb) 2=195. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ,&WARNING-VsWEes1orpernmerasr..d READ NOTES ON TNISANO INCLUDED MGEKREFENANCEPAGEMINCTJre¢ 1aNY1015BEFOBE USE. Design valid for use only with MiTelG connectors. This design is based only upon parameters shown, and is for an individual building component, not �!• ■` a muss system. Before use, Me building designer must verify the applicability of design parameters and property incorporate this design Into the overall 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, all erection and bracing of trusses and truss Sysfema SS0ANSVMII Quality Criteria. DSB49 and BCSI Building Component 69M Parke East BNd. Safety Infomfatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314, Tampa. FL 33610 Job Truss Type - 01Y Ply LOT 12/2-FPN✓ATERSTONET17493382 Pjui: 1855088 Jack -Open Truss 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 82019 MiTek Industries, Inc. Tee Jul 2 08:08:522019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgaCt2U-g9zhZh4W itJzgCNELokiOzPSGIISJiD3700zoNz09uP -1-4.0 0.11-4 ' 1-0 0 - 0.11-4 Scale =1:7.6 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=-Wechanical, 2=158/0-3-0, 4=-15/Mechanical Max Holz 2=79(LC 10) Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=-22(LC 15) Max Gray 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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 nonconcu0ent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except Qt=1b) 2=213. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 A WARNING- Vsre`ydsslgnparumdersand READNOTES ON MMAND/NCLUDEDM?EKREFENANCEPAGEM674Mmv. 1a2ttoa156£FOREUSE Design valid for use only with MBele connectorsthis design Is based only upon parameters shown, and Is for an Individual bulic Ing component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly IncoMarote this design Into the overall building design. Bracing Indicated is to prevent buckling of lncMdual tress web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wit, possble personal injury and property damage. For general guidance regarding me fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVPI Quality Cmedu,D5B-69. and BC51 Building Component 6904 Parke East Blvd. Safety Informatbnwallable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 12/2-FP/WATERSTONE T77493383 1855088 CJ3 Jack -Open Truss 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 824V aJIm 62019 MI I eK mouslnes, IOC. I us JUI z u8:u8:bJ zuiv rage s iUWAKsgaCf2U-8LX3m15BTBRgHMyQvVF)oByJ094Y29TCM2AXKpzO9uO Scale=1:12.7 Plate Offsets (X Y)-- r2:0-4-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(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/TP12014 Matrix -MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/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=-151 10) Max Grav 3=68(LC 15), 2=195(LC.1), 4=49(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-11-4 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. 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 2-0-0 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except Qt=lb) 2=157. Joaquin Velez PE No.60182 6117'sk USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING -Ven/y dealgn parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MIF7473 rev. 1laWITI5BEFORE USE Design valid for use only with MBek® connectors. This design is based only upon parameters shown and is for on Individual building component, not a truss system. Before use, Me building designer must verify the opplicobllBy of design parameters and properly Incorporate MK design into the overall building design. Bracing Indicated is buckling Individual truss only. AtltliAonal temporary and permanent bracing M1Tek' to prevent of web and/or chord members Is always required for stablify 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 Muss systems, seeANSU1P11 Quality Cdhda, DS9-09 and SCSI Building Component 6904 Parke Ent Blvd. Tampa, FL 33610 Safety Mformallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexondrla. VA 22314. Job - Truss Type City Ply LOT 12/2-FP/WATERSTONET77493384 TCJ3P 1855088 Jack -Open Thus 4 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 8 2019 MTek Industries, Inc. Tue Jul 2 08:08:54 2019 Page 1 Sao=1:12.7 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(L-) 0.01 4-7 >999 240 MT20 2441190 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 WE n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER- SPACING. 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. (lb/size) 3=59/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Hom 2=132(LC 10) Max Uplift 3=62(LC 10), 2=-212(LC 10), 4=-41(LC 7) Max Gmv 3=61(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2) zone; cantilever left and right exposed; parch 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 fora 10.0 psi 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 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) 3, 4 except (jt=lb) 2=212. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ,&WARNING-VeNry Caslgnperametema dREADNOTES ON TNISANDUICLUDEOMIrEKREFERANCEPAGEMIP74M.v. 1MV12615BEPORE USE Design valid for use only with Mifekle connectors. This tleslgn B based any upon parameters shown and is for on Individual burning component not a huss system. Before use, Me building designer must verify the oppllcablllty of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated Ls to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing Is always reaulren for stability and to prevent collapse with pos9ble personal Injury and property damage. For general guidmrce regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, meANSVTPII GualEv CMnb, DBBA9 and SCSI Building Component 690,1 Parke East Blvd. Safety Infonnatiomvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22 14. Tampa, FL 33610 Job Thus Truss Type Oty Ply LOT 12/2-FPANATERSTONE T77493385 1855088 CJ5 Jack -Open Thus 4 1 Job Relerence o Iional Builders FlrstSource (Plant Glty, I-L), Plant Uty, PL- 336e/, e 2Ule MI I eK InaU5Ine5, mc. I ue JUI 4 ua:uoA9 ZV to 3x4 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 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/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Hoa 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gray 3=127(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. fib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:17.6 PLATES GRIP MT20 244/190 Weight: 181b FT=20% 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C formembers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 chard in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Ot=lb) 3=107, 2=167. Joaquin Velez PE No.68132 MTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ,&WARNING-Ver/rydes/gnparamefemand READ NOTES ON MIS AND INOLUDEDJAGEKNEFENANCEPAGEMl4747arev. 1011320150EFOREUSE Design valld for use only with Mneldl, connectors. INs design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into fine overoll building design. Bracing Indicated Is to buckling individual truss only. Additional temporary and permanent bracing MIT61C prevent of web and/or chord members Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fi904 Palle East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Quelfly Creedal. DS049 and BC31 Building Component Tampa, A. 33610 Safety Infomlatblwallobie from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandra, VA 22314. Job Truss Truss Type my Ply LOT 1212 - FPANATERSTONE T77493386 1855088 CJ5P Jack -Open 4 1 Job Reference jopftonaft Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 8 2019 MTek Industries, Inc. Tue Jul 2 08:08:55 2019 Page 1 ID:xZpBkW mmOHCg61GUWAKsgaCf2U.4klgBj6O?otrXXl5pOwHPOcIZUzeEW2yVpMfePhz09uM Scale = 1:17.6 Plate Offsets (X Y)-- [2:0-04 Edael LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(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 lncr YES WB 0.00 HOa(CT) -0.00 3 1Va We BCDL 10.0 Code FBC2017/TPI2014 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/Mechanical Max Hoa 2=185(LC 10) Max Uplift 3=-122(LC 10). 2=-261(LC 10), 4= 75(LC 10) Max Grant 3=116(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-114 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 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 Extedor(2) zone; porch left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) 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 beading plate capable of withstanding. 100 lb uplift at joint(s) 4 except (jt=lb) 3=122, 2=261. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 OWARNING-Verlrydeelgnp..m Mrsand REAONOMS ON TN/SANOWCLUOEOMNEKNEFENANCEPAGEMI74Mme 1111X34015BEFONE USE Design valid for use only with MBelg connectors. This 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 the applicability of design parameters and propeily Incorporate this design Into the overall building design Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrimtlon, storage, delivery, erection and bracing of trusses and truss systems seeANSVWII Quality Cdfe11n, DSB-59 and SCSI Building Component 69M Parke East BNd. Safety Infommibnwellocia from imss Plate Institute, 218 N. Lee Steel, Salta 312, Alexandria, VA 22314. Tampa, FL 33610 A Job Truss Oty Ply LOT 12/2-FPANATERSTONE T77493387 1855OBB �TrussTypo EJ7 JACK -OPEN TRUSS 29 1 Job Reference (aptionap Builders FirstSource(Plant City, FL), Plant City, FL-33567, Jun 8 2019 MTek Industries, Inc. Tue Jul 2 08:08:55 2019 Scale=1:23.6 Plate Oftsets(XY)— f2:0-2-100-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.18 4-7 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.22 4-7 >385 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=164/Mechanical,2=336/0-8-0,4=86/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-161(LC 10), 2=-185(LC 10) Max Gmv 3=185(LC 15), 2=336(LC 1).4=126(LC 3) FORCES. (Ib) - Max. CompJMax. 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; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=41t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-8-5, Extedor(2) 2-8-5 to 6-114 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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.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 100 lb uplift at joint(s) except Qt=lb) 3=161, 2=185. Joaquin Velez PE No.68182 MTek USA, Inc. FL Curt 6634 6904 Parka East Blvd. Tampa FL 33610 Dale: July 2,2019 QWA/rNING-Verllyd.sgnparamef...d READ NOTES ON MIS AND INCLUDED MDEKREFERANCE PAGE MIP7473rev. 1OVID2e15 BEFORE USE. Design valid for use only with M9eM connectors. fib design Is based only upon parameters shown. and U for an Individual bulling component not �'- a truss system. Before use, the building deslgner must verify the applicabllity of design parameters and properly Incorporate this design Into the overall loading design. Bracing Indicated is to prevent buckling of lndlAdual Muss web and/or chord members only. Additional temporary and permanent bracing MTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems seeAN8pil,11 Quality Cmr da, DS249 and BCSI Building Component 69" Parke Ease Blvd. mlrrry m/ofmafbfsovolloble Mom Truss Plate InsMtWe. 218 N. We sheet Suite 312, Alexandria. VA 22314, Tampa, FL M610 Truss Truss Type Oty - Ply LOT 12/2-FP/WATERSTONE T17493388 1855088 EJ IF Jack -Open 4 1 Job Reference (optional) Builders FimtSource (Plant City, FL), Plant City, FL- 33567, 8.240a Jun 82019 MTek Industries, Inc. Tue Jul 2 08:08:56 2019 Page 1 ID:xZpBkW mmOHCg6fGUWAKsgaCf2U-YwCCO37016pO8pg7adpeZpalDMzgFSge27OBxBz09uL -1.4.0 3.31 7-0.0 1-4-0 &3-1 I 3-8-15 3x4 = 7-0-0 Scale=1:22.6 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 FBC20177TPI2014 CS". TC 0.52 BC 0.63 WB 0.22 Matrix -MP DEFL. in Vert(LL) 0.20 Vert(CT) 0.17 HOa(CT) -0.01 (loc) Well Ud 6-9 >408 240 6-9 >482 180 6 n/a rda PLATES GRIP MT20 244/190 Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc pull BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=82/Mechanical, 2=334/0-4-0, 6=171/MechanimI Max Horz 2=241(LC 10) Max Uplift 4=87(LC 10), 2=317(LC 10). 6=-203(LC 10) - Max Gmv 4=101(LC 15). 2=334(LC 1). 6=178(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 313/387 BOTCHORD 2-6=-671/288 WEBS 3-6=-3117726 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.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, Interior(1) 1-8-0 to 2-8-5, Exterior(2) 2-8-5 to 6-11-4 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) na 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) 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 100 Ib uplift at joint(s) 4 except (jt=lb) 2=317, 6=203. Joaquin Velez PE No.68182 Millet: USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING- Verity design xramef.. and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MR1473 rev. 1021'Y0e15 BEFORE USE Design valid for use only with MOekle connectors. This design is based only upon parameters shown and is for an IndMduol bulding component not ��- a truss system. Before use, roe building doslgner must verity the applicablity of dedgn parameters and properly Incorporate this deegn Into the overall bullding design. Bracing indicated is to prevent bucking of individual huss web and/or chord members only.Adtlltloncl temporary and permanent bracing MTek' Is always required for stability and to prevent collapse with possible personal ljury and properly damage. For general guidance regarding the fabrication, storage, dervery, erection and bracing of trusses and huss systems, seeANSUrri Qualfly Criteria, DSB49 road BC.SI BuldhD Component 6904 Parke East Blvd. Safety In/ermMbnavollable from Truss Plate Institute. 218 N. Lea Street. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oy Ply LOT 12/2-FPMATERSTONE T17493389 1855088 HJ7 Diagonal Hip Girder P I 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240a Jun 82019 MiTek Industries, Inc. Tue Jul 208:08:57 2019 Page 1 ID:x2pBkW mmOHCg61GUWAKsgaCf2U-07macPBf W PxFmzFBBLKl517tTmGK_nooHf8kUazO9uK -1-10-10 3-5-10 9.1(M3 1-1 ON6 3.5-10 I 6-5-3 Scale =1:22.0 LOADING (psQ TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/rP]2014 CSI. TIC 0.75 BC 0.80 WB 0.75 Matrix-MSH DEFL. in Veit CQ -0.08 Vert(CT) -0.22 Hord(CT) 0.01 (loc) Vdefl L/d 6-7 >999 240 6-7 >529 180 5 n/a We PLATES GRIP MT20 244/190 Weight: 44 lb 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. (lb/size) 4=294/Mechanical, 2=41310-8-0, 5=299/Mechanical Max Hom 2=292(LC 8) Max Uplift 4=-298(LC 8), 2=-234(LC 8), 5=-53(LC 8) Max Grant 4=342(LC 13), 2=413(LC 1), 5=303(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 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=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=241t; 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer t0 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5 except Qt=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 (plQ Vert: 1-2=-54 Trapezoidal Loads (pli) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, 8=40), 8=0(F=10, B=10)-to-5=A9(F=-15, B=-15) Joaquin Velez PE No.68182 MTek USA, Ina FL Cad 66U 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING -Vivify Cesignperemefersend READ NOTES ON THSAND/NCLUDEDMREKREFERANCEPAGEMX74"a w 10NY1015DEFORE USE Design valid for use only with Maelap connectors. This design Is based only upon parameters shown, and Is for on Included building component, not a thas system. Before use, me building designer must verify the applicabllity of design porometers and properly Incorporate pro design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web end/or Chord members only. Additional temporary and permanent bracing MiT®k' k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardingthe fabrication, storage, delivery, erection and bracing of trusses and truss Mtems, seeANSU1P11 QuplBy Criteria, OSSd9 and SCSI Buldh0 Component 69N Parke East Blvd. Safety krfoenalkaxwoffabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandtlo, VA 22314. Tampa, FL 33610 A , Job - Truss Truss Type City Ply LOT 12/2-FPAVATERSTONE T77493390 1855088 HJ7P Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 08:08:57 2019 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code F13C2017/rP12014 CSI. DEFL. in (loc) Well Ud PLATES TC 1.00 Vert(LL) 0.21 6-7 >562 240 MT20 BC 0.77 Vert(CT) -0.21 6-7 >568 180 WB 0.77 Hom(CT) -0.02 5 n/a n/a Matrix-MSH Weight: 4411c BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied ors-7-13 oc bracing. 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) - Matt CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-987/728 BOTCHORD 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=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch 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 nonconcurmnt with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11c) 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 (pIQ Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4— 134(F=40, B=-40), 8=0(F=10, B=10)-to-5=49(F=-15, B=-15) Scale = 1:23.2 GRIP 2441190 FT=20% Joaquin Velez PE No.88182 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 QWARNING- VerllydeslSnxvv.tersend READ NOTES ON THISAND INCLUDED MIfEKREFENANCEPAGEMI,79Tamv. faNYRafSBEFONE USE Design valid for use only with MSeI@ connectors. This design is based only upon parameters shown, and 6 for on Intlivitlual building component roll a buss system. Before use, the building designer must verity the cpplicoblliry of design parameters and properly incorporate Mrs design Into the overall building design, Bracing Indicated is to prevent bucking of lndNldual hms web and/or chord members only. Addhonal temporary and permanent brccing MiTek- is always required for sloblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding fete fabrication, storage, delivery, erection and bracing of husses and truss systems. seeANSVIVI1 Quality Criteria, DSB49 and BCSI Building Component Safety Infamtalbmvoilable from 218 69M Parke East Blvd. Tampa, FL 33810 Tims Rate Institute, N. Lee Sheet, Sulte 312. Alexandria, VA 22314, Job Truss Truss Type City Ply LOT 12/2-FPAVATERSTONE 71 T17493391 1855088 P03 Hip Girder 1 Job Reference (optional) _ Builders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 9 2U19 MI I ek Industries, Inc. I ue JUI 2 08:08:L8 2U1 N 4x6 = 5xB = 4x6 = 3.8 = axe = 3x4 = 4x6 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1581/0-4-0, 7=1581/0-4-0 Max Hom 2=154(LC 7) Max Uplift 2=-1301(LC 6). 7=-1301(LC 8) Scale = 1:36.9 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.66 Vert(LL) 0.21 9-17 >999 240 MT20 244/190 BC 0.93 Vert(CT) -0.21 9-17 >999 180 WB 0.17 Horz(CT) -0.08 7 n/a n1a Matrix-MSH Weight: 98 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or3-2-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-1-2 act bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=J001/2336, 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=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and fight elposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=1301, 7=1301. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 376 lb up at 13-0-0, and 605111 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 (fill) 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ,&WARNING- Verlydeslgnparmefersead READNOTES ON TNIBANDINCLUDEDM/FEKREFENANCEPAGEMx7v39 v.]MliL015eEFORE USE. Design yard for use only with MOek® connectors. Thu tleslgn Is based only upon parameters shown, and Is for an InclMdual building component, not �� a fuss system. Before use. Me bulldIng designer must verify Me oppllcablllly of design parameters and properly Incorporate Ms tleslgn into Me overall building design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Adtlitional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible peRonol Injury and property damage. For general guidance regarding Me fabrication, storage, deWery, erection and bracing of hums and fuss systems, seeANSVrNI CualBv Criteria. DSB49 and SCSI Building Component 69N Parke East BNtl. Safely Informalbrgvoilable from Loss Plate Institute. 2W N. We Sheet Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type _ Oty Ply �LOT19"2PNJATERSTONET17493392 1855088 PO4 Hip 1 1 o tional Builders FirstSource (Plant City, FL), Plant City, FL-33567, 5 ZU19 MI I ex Industries. Inc. tue Jul zumumbe zuiv 4x6 = 06 = Scale a 1:34.0 416 = 3xB MT20HS= 4xB = 3x4 = 3x4 = 9-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (toe) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.48 7-15 >500 240 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 0.40 7-15 >598 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.28 Horz(CT) -0.05 6 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=740/0-4-0,6=740/04-0 Max Horz 1=167(LC 9) Max Uplift 1=-738(LC 10), 6=-736(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (I s) 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 PLATES MT20 MT20HS Weight: 91 Ile GRIP 244/190 1871143 FT=20% Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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, Extedor(2) 4-9-1 to 15-2-15, Interior(l) 15-2-15 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0 zone; porch left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 100 It, uplift at joint(s) except jjt=1b) 1=738, 6=738. Joaquin Velez PE No.68182 M7ek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 0 WARNING -Ved/y design pavametameno READ NOTES ON TRUS AND INCLUDED MmEKREFERANCEPAGE M/F147a rev. IDNYlarS BEFORE USE. • Design valid for use oNywlth Meek® connectors. AB design Is based only upon parameters shown, and Is for an IndMdual binding component, not a lmss system. Before use, the building designer must verify the cpplicobliity, of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW prevent of is elwoys secured for stablllty and to prevent collopse with possible personal injury and property damage. For general guidonce regarding the 69N Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses antl musssystems. WeANSVTPII Qua[ Sv Criteria, DSB49 and BCSI Buldhtp Component Tampa, FL 33610 Safety Infomsatbrevailabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22 14, t� Symbols PLATE LOCATION AND ORIENTATION 374 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. For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. 'Plate location details available in M7ek 20/20 software or upon request. PLATE SIZE Thefirst dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but 40 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 I 6-4-8 I dimensions shown Inffsixteenths t scale) II' -II (Drawings not o scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer, For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 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 ANSI7TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPi 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. 70. 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 otter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANS171PI 1 Quality Criteria.