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HomeMy WebLinkAboutTRUSS PAPERWORKRE: 1501852 - Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: S_D_Contracting Project Name: 1501852 Model: FITZPATRICK Lot/Block: 7003 Subdivision: ������� Address: 7003 S INDIAN RIVER DR BY City: FT PIERCE State: FL St Lucie cpun ty 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 8; Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): : i Design Code: FRC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 67.0 psf Floor Load: N/A psf This package includes 41 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# I Truss Name I Date __ No. I Seal# Truss Name I Date 11 ' T15550309 I BG03 11/9/18 118 1 T15550326 I T04 11/9/18 12 1 I T15550310 I B01 111/9/18 119 I T15550327 I T05 111/9/18 13 I T15550311 I B01X 111/9/18 120 I T15550328 I T06 111/9/18 1 14 I T15550312 I CA 111/9/18 121 I T15550329 I T07 111/9/18 15 I T15550313 I CJ2 111/9/18 122 I T15550330 I T08 111/9/18 16 I T15550314 I CJ3 111/9/18 123 I T15550331 I T09 111/9/18 1 17 I T15550315 I CJ3X 11119118 124 I T15550332 I T10 11119118 1 8 1 T15550316 1 CJ4 11/9/18 125 1 T15550333 1 T11 11/9/18 19 1 T15550317 I CJ5 11/9/18 126 I T15550334 I T12 111/9/18 I 110 I T15550318 I CJ5X 111/9/18 127 I T15550335 I T14 111/9/18 I 111 I T15550319 I CJ6 111/9/18 128 I T15550336 I T15 111/9/18 I 11 Z I T15550320 I EG1 111/9/18 129 I T15550337 I T16 111/9/18 I 1131 IT15550321 I HJ4 111/9/18 130 I T15550338 I T17 111/9/18, 114' I T15550322 I HJ5 111/9/18 131 I T15550339 I T18 111/9/18 115 I T15550323 I T01 111/9/18 132 I T15550340 I T21 111 /9/18 I 116 I T15550324 I T02 111/9/18 133 I T15550341 I T22 111 /9/18 I 117! I T15550325 IT03 111/9/18 134 I T15550342 I T23 111/9/18 I 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. Truss Design Engineer's Name: Lee, Julius My�license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTews customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIITPI 1, Chapter 2. �vX,%US % EN N 34869 � � r TATE OF . 4U Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: November 9,2018 FILE CQ P Lee, Juhus 1 of 2 RE: 1501852 - Site Information: Customer Info: S_D_Contracting Project Name: 1501852 Model: FITZPATRICK Lot/Block: 7003 Subdivision: Address: 7003 S INDIAN RIVER DR City: FT PIERCE State: FL No. Seal# Truss Name Date 35 T15550343 TG01 11/9/18 136 1 T15550344 1 TG02 1 11 /9/18 1 137 1 T15550345 1 TG04 1 11 /9/18 1 138 1 T15550346 1 TG05 11119118 1 139 1 T15550347 1 TG06 1 11 /9/18 1 140 1 T15550348 1 TG 13 111 /9118 141 1 T15550349 1 TO5X 111 /9/18 2 of 2 Job ss TrussTypeQty Ply1501852 T15550309 G03 PU ROOFTRUSS 2 Job Reference o ti nail Builders FirstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 9 11:10:29 2018 Page 1 I1318117 W YDgQhHWlnp8duPKfyVRvh-tQHJBPvzW tvvBYxNj9wOirCY6O1 vh33Lo2jDgzyKx3u TN 6 S5 124110 17-6 11 23-3-0 2 5 8 5 5 6 11 5-0-11 5-8-5 5x6 = 20 19 17 16 3x6 II SAO = 6x8 = 8x10 = 3x6 II Scale = 1:65.1 LOADING (psf) SPACING- 5.0-0 CSI. DEFL. in (IGc) 1/de0 Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.68 Vert(LL) -0.39 17-19 >721 240 MT20 2441190 TCDL 17.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.66 17-19 >432 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.87 Horz(CT) 0.05 14 n/a Tile BCDL 26.0 Code FRC2017rrP12014 Matrix-MSH Attic -0.34 17-19 497 360 Weight 503 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except' TOP CHORD 2-0-0 oc puriins (6-0-0 max.), except end verticals 9-13,1-5: 2x8 SP 240OF 2.0E (Switched from sheeted: Spacing > 24)-0). BOT CHORD 2x8 SP 240OF 2.0E *Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-20,12-16: 2x4 SP No.1 JOINTS 1 Brace at Jt(s): 1, 4, 7, 11, 13, 23, 9, 5 WEBS 2x4 SP No.3 REACTIONS! (Ib/size) 22=442110-8-0,14=4421/0-8-0 Max Horz 22=463(LC 11) Max Uplift 22=1317(LC 12), 14=1317(LC 13) Max Grav 22=5048(LC 2), 14=5048(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22= 3211/986, 5-6=-3517/1137, 6-7=1126/724, 7-8=-1126/745, B-9=3498/1085, 1 13-14=3211/963, 9-10=-3405/707, 10-12=-316/66, 2-3=316/73, 3-5=34441775 BOT CHORD 21-22=-11321628, 20-21=-949/100, 2-21=-992/3442, 17-19=789/3447, 15-16=9491100, 12-15=-971/3442,14-15=-821/210 WEBS 19-21=-939/4297, 3-21=-4529/1182, 4-19=-773/1460, 3-4=515/1601, 11-17=-773/1327, 10-11=-515/1601, 15-17=-93714297, 10-15=-4426/1006, 6-23=3043/575, 8-23=3043/575 NOTES- 1) 2-ply truss Ito be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do, 2x8 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 DO. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18r MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-0-0, Exterior(2)12-0-0 to 15-0-0, Interior(1)15-0-0 to 23-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-23, 8-23, 9-10, 3-5; Wall dead load (2.5psf) on member(s).4-19, 3-4, 11-17, 10-11 9) Bottom chard live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room.17-19 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1317 lb uplift atjoint 22 and 1317 lb uplift at joint 14. ® WARNING -Verify design parrmeters and READ NOTES ON THIS AND INCLUDED AHTEK REFERENCE PAGE MU.1473mv. 1010312015 BEFORE USE Design valid i'or use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst+. Before use, the building designer must verify the applicability of design parameters and property incorporatethis design into the overall building design. Bracing indicated is to prevent buckling of individual buss web andfor 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 guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Infonnatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ♦,��1111111/1///�I GE 34869 Julius Lee PE NB.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 mat, MiTek' 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Qty ' 4 �Ply T15550309 1501852 BG03 ROOF TRUSS 2 2 Job Reference (optional)- Builders FtrstSource, Plant City, FL 33566 8220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:10:29 2015 Page 2 ID:fB117W?DgQhH Wlnp8duPKfyVRvh-tQHJBPvzWtvv8YxNJ9wOirCY601vh33Lo2jDgzyKx3u NOTES- 12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 13) Attic room checked for 1-/360 deflection. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bulling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" 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, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty y �Pl T15550310 1501852 B01 ROOF TRUSS 1 q J Job Ref n (optional) Builders RrstSource, Plant City, FL 33566 ts.zzu s act b zulo mi i ex mausules, inc. rn mtry a i r: iu:a i zu to rdue IDJB117 W 7DgQhH W Inp8duPKfyVRvh-ppP3c4wD2U9dOs5mgZyUoGlwGBrM97xdFMC"Kx3s -2-0.0 2-10 6 6-0 8 12-0.0 17-7 8 21-1-to 2330 2 26-0 0 2-0-0 - 2-1-6 3�-2 5-7$ 5-7-8 3.6-2 2-1-6 2-0.0 N �1 5x6 = 3x6 II 4x6 = 6x8 = 4X6 = 3x6 II 64-8 LOADING (psf) SPACING- 14-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 TCDL Ito Lumber DOL 1.33 BC 0.30 BCLL 0.0 • Rep Stress Incr NO WB 0.21 BCDL 10.0 Code FRG20171TP12014 Matrix-MSH LUMBER - TOP CHORD! 2x6 SP No.2'Excepr 1-3,9-11: 2x4 SP No.2 BOT CHORD, 2x4 SP No.2 *Except* 21-22,12-14: 2x4 SP No.3, 17-21,14-17: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=195210-8-0, 10=1945/0-8-0 Max Harz 2=327(LC 7) Max Uplift 2=-1153(LC 8), 10=1147(LC 9) Max Grav 2=1987(LC 2), 10=1981(LC 2) Scale = 1:65.0 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.17 15-18 >999 240 MT20 244/190 Vert(CT) -0.24 15-18 >999 180 Horz(CT) -0.07 10 n/a n/a Attic -0.09 15-18 1912 360 Weight 656 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-04) oc bracing, Except 6-0-0 cc bracing: 21-22,12-14. JOINTS 1 Brace at Jt(s): 19,16,23 FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 2-0=-238611443, 3A=-2101/1358, 45=1487/1035, 5-6=3181308, 6-7=-370/307, 1 7-8=-1488/968, 8-9=-2099/1232, 9-10=-2383/1342 BOT CHORD2-22=1158/2003. 20-22=-387/569, 19-20=-381/562, 21-22=-414/261, 15-18=77211441, 12-14=-420/275, 13-16=-385/559, 12-13=388/566, 10-12=1062/2000 WEBS 15-16=4221594, 8-16=526/1135, 18-19=-557/594, 4-19=632/1139, 5-23=1763/1321, 7-23=-1763/1321,3-19=-836/565,9-16=-831/574, 12-15=93811745, 18-22=-924/1745 NOTES- 1) 3-ply truss,to be connected together with 1Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connectgd as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=2M Cat. II; Exp C; Encl., GCpi=0.181 MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are 2x4 MT20 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.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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-23, 7-23; Wall dead load (2.5psf) on member(s).15-16, 8-16, 18-19, 4-19 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-18 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1153 lb uplift at joint 2 and 1147 lb uplift at joint 10. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)162 lb down and 270 lb up at 7-0-0, and 162 lb down and 270 lb up at 17-0-0 on top chord, and 692 lb down and 608 lb up at 7-0-0, and 692 lb down and 608 lb ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. f0/03/2015 BEFORE 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 truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor 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 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see- ANSM111 Quality Criteria. DSB-69 and BCSI Building Component Safety Informatlon available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. ,,,11111111//��,,, �v0W S• tEF I0 e� C E N S ��i _� :• • No 34869 •(rZ s . .off O RI ID P; ONAL Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 I vv BE' MiTek' 6904 Parke Past 61vd. Tampa, FL 36610 Job Truss Truss Type Qty Ply ' T15550310 1501852 601 ROOF TRUSS 1 Job Reference o tional uumefs Fifsmurce, Plant city, FL 435M 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 9 11:10:31 2018 Page 2 IDJB117W?DgOhH Wlnp8duPKfyVRvh-ppP3c4wD2U9dOs5mgZyUoGlwGBrM97xdFMCKkryKxfits NOTES- 12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 13) Attic room Checked for U360 deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-63, 4-5=-69, 5-6=-63, 6-7=-63, 7-8= 69, 8-11=-63, 22-26=-13, 18-21=-13, 15-18=-20, 14-15=13, 12-29=13, 5-7=-7 Drag: 8-15=-3, 4-18=-3 Concentrated Loads (ib) Vert: 32=-125(B) 33=-125(B) 34=-692(B) 35=-692(B) ®wARN/NG-Verirydesign Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTk® econnectors. This design is based only upon parameters shorm, and is for an individual bulling component, not a buss system. Before use, the budding 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 truss 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 truss systems, see ANSII TP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Insfitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550311 1501852 B01X ROOF TRUSS 14 1 Job Reference (optionall Builders FrstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inca Fri Nov 911:10:32 2018 Page 1 ID:fB117 W?DgQhH Wlnp8duPKfyVRvh-H7ySpQxrpoH U?OgyOHTIKUq_Jb6xuXOnUOyuGHyKx3r 2 0 0 2-10 6 6-0 B 12-0 0 17-7 8 21-1-10 23 3 0 2 26-0-0 2 0 0 2-1-6 3 6 2 6.758 17-8 3.6-2 2-1-6 2-0-0 5x6 = 34 lei 3x6 11 4x6 = 6x8 = 4x6 = 3x6 11 Scale = 1:65.0 9 2-10-6 6.4 8 12-07-7-8 -0 121-1-10 23 3 0 2 2-1, 312 2 5-7-8 5 7 8 3.6-2 2-1 6 9 Plate Offsets (X.Y)— 11:0-2-2,0-1-01, f3:04-0,0-3-41, f9:OA-0.0-3-41, f11:0-2-2.0-1-01. f12:0-3-0.0-2-121.122:0-3-0.0-2-121 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) -0.31 15-18 >938 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC' 0.60 Vert(CT) -0.44 15-18 >661 180 BCLL 0.0 ' Rep Stress Incr NO WB 0A1 Horz(CT) -0.11 10 n/a n/a BCDL 10.0 Code FRC2017fTP12014 Matrix-MSH Attic -0.22 15-18 772 360 Weight: 219lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc puffins. ' 1-3,9-11: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 21-22,12-14. 21-22,12-14: 2x4 SP No.3, 17-21,14-17: 2x8 SP 240OF 2.0E JOINTS 1 Brace at Jt(s): 19, 16. 23 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=113210-8-0, 10=113210-8-0 Max Horz 2=327(LC 11) Max Uplift 2=-110(LC 12), 10= 410(LC 13) Max Grav 2=1365(LC 20). 10=1365(LC 21) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1546/421, 3-4=-1371/425, 4-5=-1046/441, 7-8=-971/410, 8-9=-1233/330, 1 9-10=1433/331 BOT CHORD 2-22=290/1323, 20-22=-141/375, 19-20=-138/366, 15-18=-150/952, 13-16=145/374, 12-13=-146/380, 10-12=-194/1217 WEBS 15-16=264/284, 8-16=-33/608, 18-19=275/351, 4-19=74/608, 5-23=995/424, 7-23=-995/424, 3-19=-538/202, 9-16=553/216, 12-15=181/1152, 18-22=165/1135 1/11111111 I LF��I��, NOTES- 1) Unbalanced roof live loads have been considered for this design. ,`,30US• �� .��Ci EN SF.•• 2) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf h=20ft; Cat. II; Exp C; Encl., i GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -148-0 to 14-0, Interior(1)1-4-0 to 12-0-0, Exterior(2) 12-0-0 to : 34869 15.0-0, Interior(1) 15-0-0 to 25-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 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 has been designed load truss for a live of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A/ 4, will fit between the bottom chord and any other members. ���'� • Q,. • 6) Ceiling dead load (5.0 psf) on'member(s). 4-5, 7-8, 5-23, 7-23; Wall dead load (2.5psf) on member(s).15-16, 8-16, 18-19. 4-19 •. ( Q ����, ttom chord tional applied only to room. 15-18 8) Provide mechalve load (40.0 psf) and ical connection (by others) oftruss tt bearing plate om chord dead capaad ble f withstanding 410 b uplift at joint 2 and 410 lb uplift at 10. I�1/f joint I //1111111�,, 9) NOTE: DUD TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. Julius Lee PE No.34869 TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. Mrrek USA, Inc. FL Cert 6634 10) Attic room checked for U360 deflection. 6904 Parke East Blvd. Tampa FL 33610 Date:. November 9,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERENCE PAGE MU-7473 rev. IOM312015 BEFORE USE. Design valid )f))or use only with MlTelrG connectors. This design is based only upon parameters shown, and is for an individual building component. not �• a suss syste . Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building desi n. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, we ANSUTPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Inforination available from Tress Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply vT15550312 Lb 1501852 CJ1 Comer Jack 8 1 Ref n Oo al I. Builders FirslSource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Lvov 9 11:1D:33 2u78 Page 1 ID:fB117W?DgQhKVLgnp8duPKfyVRvh4BWgOmyTa5PLdAF8y_rthNEo?Zwd4hwjghR kyKx3q 1 8 0 0-10-15 1 8 0 0-10.15 Scale = 1:7.5 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.17 Verl(CT) 0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 20.0 Code FRC2017/TPI2014 Matrix -MP Weight 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=27/Mechanical, 2=36210-8.0, 4=58/Mechanicat Max Horz 2=84(LC 12) Max Uplift 3=27(LC 1), 2=282(LC 8), 4=58(1-C 1) � Max Grav 3=42(LC 8). 2=362(LC 1), 4=76(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-" wide will fit between the bottom chord and any other members. ss connections. truss to 4) Refer to girder(s) 5) Provide mechanicalrconnectionu(by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 282 lb uplift at joint n 2 and 58 lb uplift at joint 4. `� • �, No 34869 0 00 .0�i t� •'�•� OR 10. P; � % Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ® WARNING-Verfiy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MiTek® 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 property 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 and bracing of trusses and truss systems, see ANSVfPH Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Thus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550313 1501852 CJ2 Comer Jack 4 1 - Job Reference(optional) ututders tirstSource, mant uity, rL aibbb 2x4 11 u a.LLU s uut o zu i o wit 1 eR muu.9aias, inn. r u inuv w i r: iu;J cu i o raga r IDJB117 W? DgQhH Wlnp8duPKfyVRvh-DO4CE6z5LPXCFKgLVUBPvwSsPvvMXx4xKR_LAyKx3p i 0-10-15 i 0-10-15 0-10-1s o-1015 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in- (loc) Udeft Ltd TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.00 8 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.18 Vert(CT) 0.00 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 26.0 Code FRC20171TP12014 Matfix-MP LUMBER- BRACING - Scale = 1:10.9 PLATES GRIP MT20 2441190 Weight 9lb FT = 201% TOP CHORD' 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS: ((b/size) 3=-29/Mechanical, 2=36210-8-0, 4=56fMechanical Max Horz 2=132(LC 12) Max Uplift 3=29(LC 1), 2=262(LC 12), 4=57(LC 19) Max Grav 3=33(LC 16). 2=365(LC 19), 4=68(LC 12) FORCES. (lb) -Max. Comp.fMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=5.Opsf; h=20ft; Cat.11; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C f¢r members and forces 6 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 far a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of w hstanding 29 lb uplift at joint 3, 262 lb uplift at joint 2 and 57 Ib uplift at joint 4. ♦♦,,�11111111/I��I No 34869 S :.::.:••-��% 0NAf1f fill ` E�♦♦♦ Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6fg-T<73 n:v. l0/032015 BEFORE USE. , Design validifor use only with MTekO connectors. This design is based only upon parameters shown)f a truss system. Before use, the building designer must verify the applicability of design parameters and acid is for an individual building component, not property incorporate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web andfor chordmembe only. Additional temporary and permanent bracing Mel( is always required for stablity and to prevent collapse with possible personal injury and property dam go. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSIIrpli Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply ' T15550314 Lb 1501852 CJ3 Comer Jack 7 1 Reference o fonal - Builders FrstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MITek Industries, Inc. Fri Nov 9 11:10:35 2018 Page 1 IDJB117W7DgQhHWinp8duPKfyVRvh-haeaRS,6jf3sTPX3POQy6Sa(oGA5zBDA AYtcyKx3o -141-0 2-10-15 148.0 2-10.15 Scale = 1:11.8 2-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) -0.01 4-0 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.12 Vert(CT) -0.01 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 20.0 Code FRC2017rrPI2014 Matrix -MP Weight: 14111, FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 3=95/Mechanical, 2=393fO-8-0, 4=50/Mechanical Max Horz 2=155(LC 12) Max Uplift 3=-84(LC 12), 2=216(LC 12) Max Grav 3=95(LC 1), 2=393(LC 1). 4=70(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable and zone and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3 and 216 lb uplift at joint 2. %�,,����LIUS��� ` L F I ' •L 34869 0- •. O �i�T • . O R 10 Julius Lee PE No.34869 Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNING, - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010=015 BEFORE USE Design valid for use only with MITekO connedors. 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 verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to budding of individual truss web and/or chord members only. Additional temporary and permanent bracing ��► //�� M prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Pty T15550315 1501852 CJ3X Comer Jack 1 1 Job Reference (optionall Builders FirstSource, Plant City, FL 33566 2x4 = LOADING (psf) SPACING- 21%0 CSI. TCLL 30.0 Plate Grip DOL .33 TC 0.22 TCDL 17.0 Lumber DOL 1.33 BC 0.25 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 20.0 Code FRC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 I REACTIONS. (lb/size) 1=191/0-8-0, 2=117/Mechanical, 3=741Mechanical Max Horz 1=103(LC 12) Max Uplift 1=72(1_C 12), 2=101(LC 12), 3=17(LC 12) Max Grav 1=191(LC 1). 2=117(LC 1), 3=79(LC3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.220 S Oat 6 2018 MTek Industries, Inc. Fri Nov 911:10:36 2018 Page 1 ID:fB117W?DgQhHWlnp8duPKfyVRvh-AmCyfo MtOnwUdzjd7YfVK?rQCaPgQRMPew5P3yKx3n 2-10-15 2-10-15 Scale = 1:10.7 DEFL in (loc) Udeft ' L/d PLATES GRIP Vert(LL) -0.01 3-0 >999 240 MT20 244/190 Vert(CT) -0.01 3-6 >999 180 Horz(CT) -0.00' 2 n/a n/a Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1D-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf: h=20ft; Cat. II; Exp C; End., GCpi=0.1; MWFRS (envelope) gable end zone and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to ginder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1,101 lb uplift at joint 2 and 17 lb uplift at joint 3. • `�11111117JJJJ,, 'vL1U S ��►� i��i ••%G E N ft • 34869 :CC— k! •00 % : w 00'�� CpR10P�`�,�� i 111111111pNA E,e�� Julius Lee PE No.34869 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 AWARNINQ-Verlry design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 11111.7473 rev. 1 a/03/20T5 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is foran individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall r► building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI iTeke is always reqbired 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, see ANSUTPN Quality Criteria, DSM9 and Best Building Component 69M Parke East Blvd. Safety Infonrt atlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Qty Ply IT75550316 �TrussType 1501852 �Truss C34 Comer Jack 4 1 Job Reference (optional Builders FirstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:10:37 2018 Page 1 ID:0117W?DgOhHWlnpOduPKfyVRvh-ezmLs8? eKwn6nYvBg3v1XYz6cw?ZtgWdl?eyVyKx3m -2-0-0 0 8 0 , 2-10-15 r 2 0 0 0 8 0 2-2- Scale =1:30.0 8.00 12 2x4 II 12 ST1.5x8 STP = rn 3 G 2 2x4 I I q @ 5 1 7 3x4 = 4 2x4 Li 2z4 II I n- 2-10-15 Plate Offsets (X Y)- 11.0-2-2 0-1-01 12.0-3-7 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC . 0.16 Vert(CT) -0.00 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 5 n/a n/a BCDL 20.0 Code FRC2017rrP12014 Matrix -MR Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-8-0 except at --length) 4=Mechanical, 5=Mechanical. (Ib) - Max Horz 2=243(LC 12) Max Uplift All uprdt 100 lb or less at joints) 4,7 except 2=143(1-C 12) Max Grav All reactions 250 lb or less at joints) 4, 7, 5 except 2=325(LC 1). 2=325(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 3-7=334/185 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2pst BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-8-0 to 1-4-0, Intedor(1) 1-4-0 to 2-10-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 7 except Gt=lb) 2=143, 2=143. ♦♦�p�5,30us. tFFEN �����i i • 34869 10 - .e1 • I // / • I A .o P:,♦, Julius Lee PE No.34869 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, net �• 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is shvays 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, see ANSUTPN Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Joti Truss Qty, Pty �TrussType T15550317 1501852 CJ5 Comer Jack 7 1 ' IJob Reference (optional Builders FirstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 911:10:38 2018 Page 1 ID:fB117 W?DgQhH W lnp8duPKfyVRvh-69 Kj4TOcOe2djx76kXa8a145XODEIKwfsyPCUxyKx31 1 8 0 4-10-15 1 8 0 4-10-15 Scale: 3/4•=V Plate Offsets (X.Y)— 11:0-2-2.0-1-01.[2:0-0-13.Edge] LOADING (psi) SPACING- 2-" CSt. DEFL in (loc) Udell ' Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.05 4-8 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL '1.33 BC 0.35 Vert(CT) -0.09 4-8 >658 18D BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 26.0 Code FRC2017/TPI2014 Matrix -PAP Weight:21 lb FT=20e/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 440-15 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 REACTIONS: (Ib/size) 3=191/Mechanical, 2=50810-8-0, 4=107/Mechanical Max Horz 2=227(LC 12) Max Uplift 3=-170(LC 12), 2=252(LC 12), 4=-B(LC 12) Max Grav 3=191(LC 1), 2=508(LC 1).4=131(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph: TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; End., G(30=0.18 MWFRS (envelope) gable end zone and C-C Comer(3) -148-0 to 2-6-15, Exterior(2) 2-6-15 to 4-10,3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 3=170, 2= I52. i v3 .juS' CFFr!i�� ft 34869 1ONA� E���� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 AA - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEPC REFERENCE PAGE MU-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �J�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overact bulding design. Bracing indicated Is;lo 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 tine fabrication, storage, delivery, erection and bracing of trusses and thus systems, see ANSVTPit Quality Criteria, OSB-89 and BCS1 Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty ' �Ply T15550318 1501852 CJ5X Comer Jack 1 1 Job Reference o 'onal Builders FrstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 9 11:10:39 2018 Page 1 ID:fB117 W?DgQhHWlnp8duPKfyVRvh-aLt5Hp1 E9xAUL5111F5N6ydDRQTKI nAp5c810NyKx3k 4-10.15 4-10-15 Scale = 1:14.9 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) 0.11 3-6 >545 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.10 3-6 >559 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 . 2 nla n1a BCDL 20.0 Code FRC2017/TP12014 Matrix -MP Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=325/0-8 , 2=2031Mechanical, 3=1221Mechanical Max Horz 1=175(LC 12) Max Uplift 1=123(LC 12), 2=180(LC 12), 3=20(LC 12) Max Grav 1=325(LC 1). 2=203(LC 1), 3=136(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 4-2-15, Extedor(2) 4-2-15 to 4-10-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at --lb) 1=123, 2=180. ♦♦�� � )OU S. CFF �i�i 34869 . '. O !1/ • A ,ON11,,,� Julius Lee PE No.34869 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: November 9,2018 A WARN/NG - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 101039015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M eIC 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, see ANSIrrPI1 Quality Criteria, OSS-99 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Qty Ply T15550319 1501852 CJ6 Comer Jack 4 1 Job Reference o ti nail Builders FrstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 911:10AO 2018 Page 1 ID:fBl l7 W?DgQhH W lnp8duPKfyVRvh-2YRTU91 swFILzFHUsyccfAAULpswmEQyKGuJZgyKx3j 2 0-0 0 8 Oi 4-10-15 , 2-0 02 4-2-15 0 2x4 6 2x4 11 Scale = 1:36.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.53 Vert(CT) -0.04 5-6 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 5 n/a nla BCDL 20.0 Code FRC2017/TP12014 Matrix -MR Weight 27 lb FT = 20e/u _ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-10-15 oc pudins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. All bearings 0-8-0 except (jt--length) 4=Mechanical, 5=Mechanical. (16) - Max Horz 2=356(LC 12) Max Uplift All uplift 100 lb or less at joints) except 4=-181(LC 12), 2=110(LC 8), 7=398(LC 12) Max Grav All reactions 250 lb or less at joint(s) 4, 2, 5, 2 except 7=532(LC 19) FORCES. ilIb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-679/683 BOT CHORD 2-7=270/231, 3-7=-823/652 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-8-0 to 1-4-0, Interior(1)1-4-0 to 4-10-3 zone;C-C for members end forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0.tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 4, 110 lb uplift at joint 2, 398 lb uplift at joint 7 and 110 lb uplift at joint 2. ♦♦♦♦♦♦S31.lUS1(410 F�i���i ♦ DENS :• 34869 *: •:* Z o : �4�• ORI Julius Lee PE W 34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: November 9,2018 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f0l0312015 BEFORE USE Design valid for use only with MTek® connectors. Thus design is based only upon parameters shown, and is form individual buildingcomponent, not �• , a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall my building design. Bracing indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. I Tampa, FL 36610 ' Job Truss Truss Type Qty Ply LbRefdrenoe(WtLional)1501852 EG1 RoofSpecial Girder 2T15559320 Builders FrstSource, Plant City, FL 33566 8220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 9 11:10*42 2018 Page 1 ID:fBll7W?DgQhHWinp8duPKfyVRvti wZEvr36SsY3CYRtzNf4kbFrldcCE8bFnaNPdiyKx3h 7-M 9-0 6-3-0 Scale = 1.47.0 2x4 II ST1' 5x12 3x4 = a 4 2x4 I I 3x4 = 9-0 7-0-0 9-0 6-3-0 Plate Offsets (X,Y)— _J6_0-6-12 0-4-01 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 17.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 20.0 Code FRC20171TP12014 CSI. DEFL. in (loc) I/defi Ud TIC 0.34 Vert(LL) -0.03 4.5 >999 240 BC 0.28 Vert(CT) -0.08 45 >999 180 WB 0.02 Horz(CT) 0.01 4 n/a n/a Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' 2-0: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=449/0-8-0, 4=449/Mechanical Max Uplift 7=-224(LC 8), 4=224(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=312/333 BOT CHORD 2-6=-385/443 PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Intertor(1) 3-1-12 to 6-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 7 and 224 lb uplift at joint 4. I 34869 •• ; Z *; :* Wi ((/ .0 Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ® WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED M1iEK REFERENCE PAGE M11-7473 rev. IOM32015 BEFORE USE. ° Design valid for use only with WNW 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 property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTelc 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, see ANSUrP11 Quality Criterla, DSB89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T15550321 1501852 HJ4 Diagonal Hip Girder 2 1 Job Reference o do al Builders FirstSource, Plant City, FL 33566 u.zzu s Ucr o ZU16 Fill r ex mousmes, inc. r•n rvov a _i _i: iwia cv is rage ID:f B117 W?DgQhH Wlnp8duPKfyVRvh-S67c7B41DAgwgiO3X5AJHoos?lvBzW UOOE6z99yKx3g -2-9 15 �115 5 2-15 , 9-10-1 2-915 �0415 4510 4-7-2 2X4 5x6 = 2x4 II 3A = Scale = 1:45.0 Plate Offsets' (X Y)— f1:0-2-2 0-1-01 f2:0-3-5.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ooc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.97 Vert(LL) 0.03 7-8 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.43 Vert(CT) -0.07 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(CT) -0.01 6 n/a n/a BCDL 20.0 Code FRC2017lrP12014 Matrix -MP Weight 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc pudins. BOT CHORD 2x4 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. All bearings 0-10-15 except (it --length) 5=Mechanical, 6=Mechanical. (Ib) - Max Horz 2=457(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) except 5=274(LC 10), 2=304(LC 4), 10=-415(LC 8), 6=374(LC 9) Max Grav All reactions 250 lb or less at joint(s) 5 except 2=424(LC 1). 10=465(LC 1), 6=365(LC 1), 2=424(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-333/81, 3-4=342/203 BOT CHORD 3-10=-575/428, 7-8=326/234 WEBS 4-8=0/389, 3-8=-430/311, 4-7= 382(532 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint 5, 304 lb uplift at joint 2, 415 lb uplift at joint 10, 374 lb uplift at joint 6 and 304 lb uplift at joint 2. 7) Hanger(s), or other connection device(s) shall be provided sufficient to support concentrated load(s)12 lb down and 122 lb up at 1-4-9, 12 lb down and 122 lb up at 1-4-9, 102 lb up at 4-2-8, 102 lb up at 4-2-8. 16 lb down and 212 lb up at 7-0-7, and 16 lb down and 21216 up at 7-0-7, and 552 lb up at 7-1-9 on top chord, and 108 lb up at 1-1-1, 108 lb up at 1-1-1, 0 lb down at 4-2-8. 0 lb down at 4-2-8. and 28 lb down at 7-0-7, and 28 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Is (calf] 1-5=94, 10-12=40, 6-9=40 Loads (lb) 3=41(F=20, B=20) 16=146(F=-16, B=16)18=-0(F=0, B=0) 19=37(F=18, B=18) �vLjUS• 'GEMS N 34869 Za ft ftb 04 �.�. •.... ,`, Julius Lee PE No.34869 MFrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Job Truss Truss Type Qty Ply T75550322 1501852 HJ5 Diagonal Hip Girder 4 1 Job Reference (ontionall Builders FirstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:10.44 2018 Page 1 I D:fB117 W 7DgQhH W Inp8duPKfyVRvh-xJh_KX5N_UonRsbG5ohYpOK6pRBJb*YEusWibyKx3f -2.4-5 5-2-7 9.10-1 2-0 5 5-2-7 4-7-10 Scale=1:23.0 to 5-2-7 9-10-1 5-2-7 4-7-10 Plate Offsets (X.Y)— f1:0-2-2.0-1-01. 12:0-1-3.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell! Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.69 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(CT) 0.02 5 n/a rda BCDL 20.0 Code FRC2017frP12014 Matrix -MP Weight 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc puilins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-4 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 4=198/Mechanical, 2=886/0-", 5=515/Mechanical Max Horz 2=320(LC 4) Max Uplift 4=176(LC 10), 2=635(11LC 4). 5=290(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1313/704 BOT CHORD 2-7=-825/1208, 64=-825/1208 WEBS 3-7=11/387, 3.6=12881880 NOTES- 1) Wind: ASCE 7710; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 S will fit between the bottom chord and any other members. ,v`�V [�� I��� 4) Refer to girder(s) for truss to truss connections. ,`,� G E .... ✓�,, 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 4, 635 lb uplift at : �. ♦,�♦ • joint 2 and 290 lb uplift at joint 5. ♦ .. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 91 lb up at 4-2-8, No 34869 •; 5 lb down and 91 lb up at 4-2-8, and 35 lb down and 206 lb up at 7-0-7, and 35 lb down and 206 lb up at 7-0-7 on top chord, and ► 31 lb up at 14-9, 31 lb up at 1-4-9, 2 lb down at 4-2-8, 2lb down at 4-2-8, and 30 lb down and 37 lb up at 7-0-7, and 30 lb down and 37 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦♦ LOAD CASE(S) Standard A, '�� P; • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 ••• < N 1 O ��`�♦ Uniform Loads (pif) Vert 14=94, 40 is Concentrated Loads (Ib)9= Vert: 13=69(F=35, B=35) 15=63(F=31, B=31) 16=3(F=2, 6=2)17=58(F=29, B=29) Julius Lee PE No.34869 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 A WARNING - Verily design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1/1-7473 rov. 10MV2015 BEFORE USE. Design valid for use only with MiTeW 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 property 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 and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550323 1501852 T01 Hip 2 1 I Job Reference optional) Builders Flrstsource, Plant city, FL 33bfis 4-9-13 4-2-3 U.ZZU s UCt b Zu10 IVII 1 eK mousmes, Inc. rn mov u -n:lu.4o Zu to rage 1 7 8 0 7 8-0 4-2-3 4-9-13 1-8-0 ' Scale: 3/16-=l' 5x8 = 2x4 II 5x8 = 4 24 5 25 6 ro ST1.5x8 STP = 26 2xa II 9 I4 0 14 13 3x4 = 5x6 WB = 11 lu 5x6 WB = 3x4 = "_0 16 8-0 244-0 334-0 9-" 7 8 0 7-8-0 9.0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.92 Vert(LL) 0.35 12 >999 240 MT20 244/190 TCDL 1i7.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -0.65 12-14 >616 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.19 8 n/a n/a BCDL 710.0 Code FRC2017/TP12014 Matrix-MSH Weight 168lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2'•ExcepV TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 *Except* 13-13,11-11: 2114 SP No.3 REACTIONS. (lb/size) 2=239010-8-0, 8=2390/0-8-0 j Max Horz 2=167(LC 17) Max Uplift 2=1059(LC 12), 8=1059(LC 13) I FORCES. �lb) -Max. CompJMax. Ten. -All forces 250 ((b) or less except when shown. TOPCHORD 2-0=4765/2186, 311=-4258/1894, 4-0=-4955/2301, 5-6=-4955/2301, 6-7=4258/1894, 7-8=-4765/2185 BOT CHORD 2-14=1884/4347, 12-14=1465/3866, 10-12= 1483/3866, 8-10=-1890/4347 WEBS ' 3-14=-553/463,4-14=-107/638,4-12=-699/1385,5-12=-832/678,6-12=700/1385, 6-10=-1081638, 7-10=-553/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=20ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -148-0 to 1-", Interior(1)1-4-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1)13-2-15 to 244-0, Extedor(2) 244-0 to 28-8-7. Interior(1) 28-8-7 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a8equate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide'mechanical connection (by others) of truss to bearing plate capable of withstanding 1059 lb uplift at joint 2 and 1059 lb uplift at joint 8. %%Ijtl1111/f/f�,, �• w1,1us 54$' 34869 .00 0 �/ e Julius Lee PE No.34869 Mtrek USA, Inc. R. Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 901032015 BEFORE USE ° Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameter; and property incorporate this design into the overall building design. Bracing indicated Is to prevent budding of individual truss web andfor chord members only. Additional temporary and permanent bracing M�T MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IRCeI.° fabrication, Safety Infomration storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and SCSI Building Component available fmm Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Qry Ply T15550324 Lb 1501852 T02 Hip 2 1 ReferenceCo tional tiunciers mrstsource, viant Vlry, M JJbao a GGu s urx o Lu to iv0 i ex inuuumes, mu. rn ivuv a r l: ruc o zy ro —!ju t IDdB117W7DgQhH Wlnp8duPKfyVRvh-p4wVAu8t2llDwTu1 KeIU_sVkr2X3ejl89WgkrMyKx3b 1 8 0, 5 9 13 11-0 0 16-&0 22� 0 27-6-3 33-0-0 35 0 0 1 8-0 5 913 5 23 5-8.0 5$-0 5 2-3 5 9 13 1 8 0 Scale = 1-65.3 Sx8 = 2x4 II r— 4 27 5 28 5x8 = 6 le la 1J 11 � 3x8 = 2x4 II 5x6 = 3x8 = 3x4 = 2x4 II 3x8 = 3x4 = 5x6 = 5 913 11-0 0 16-8-0 22 4 0 27-6 3 33-4-0 5-413 5-2-3 541 5.6-0 5-2-3 Plate Offsets (X Y)— f1.0 2-2 0-1-01 r2.0-7-9 Edael f4.0-5-12 0-2-81 f6.0-5-12 0-2-81 f8.0-7-9 Edael f9.0-2-2 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vert(LL) 0.30 13 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.83 Vert(CT) -0.58 13-15 >691 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 _ Horz(CT) 0.19 8 n/a n/a BCDL 20.0 Code FRC2017frP12014 Matrix-MSH Weight: 176 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=2390/0-8-0, 8=2390/0-8-0 Max Horz 2=198(LC 12) Max Uplift 2=1055(1-C 12). 8=1055(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-479712071, 3-4=3898/1771, 4-5=399311909, 5-6=-3993/1909, 6-7=-3898/1771, 7-8=4797/2071 BOT CHORD 2-16=-1829/4336, 15-16=1829/4336, 13-15=-129813509, 11-13=1321/3509, 10-11 =1 77614336, 8-1 0=1 77614336 WEBS 3-16=0/330, 3-15=941/594, 4-15=201/627, 4-13=-423/809, 5-13=603/492, 6-13=-423/809, 6-11=-201/627, 7-11=-941/595, 7-10=01330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -141-0 to 1-4-0, Interior(1)1-4-0 to 11-0-0, Exterior(2) 11 -0-0 to 15-2-15, Interior(1) 15-2-15 to 22-4-0, Extedor(2) 22-4-0 to 26-6-15, Interior(1) 26-6-15 to 35-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1055 lb uplift at joint 2 and 1055 lb uplift at joint 8. ,ko��LIUS LF i��ii �� .•' GENSn ��i t• 34869 •Jtk �•. O R,OP; N. Julius Lee PE No.34869 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: November 9,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411,7473 rev. 10l0312015 BEFORE USE. _ Design valid for use only with MTeW 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 property incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty PIy I T15550325 1501852 T03 Hip 2 1 Job Reference (optional uugoers rirstuouroe, Flan aty, I-L 33bbb 1-8-0 ' 6-9.13 I I ID11311 3-0-0 204-0 6.23 74-0 5Ao 12 5x8 5 27 4x6 5- I 3x4 26 4 3 I ST1.5x8 STP = 25 2x4ll 2 yI 11 16 3x8 = 2x4 II 5x6 6 ts.zzu s uct u zu-tts ivlt i ex mouslnes, mc. rn ivov u n: tu:wa zu id rage i 6-2-3 6-9.13 ' 14W 4x6 77 330 3x4 8 Scale = 1.66.5 ST1.5x8 STP = 31 II 10 15 14 32 73 12 11 1Gx16 MT20HS = 3x8 = 2x4 II 3xB 3x4 = 1ox16 MT20HS = 204-0 26-6 3 334-0 LOADING (psf) TCLL 30.o TCDL 1i .0 BCLL 0.0 ' BCDL 210 0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2017/TP12014 CSI. TIC0.96 BC 0.86 WB 0.33 Matrix-MSH DEFL. in (loc) UdeO Ud Vert(LL) 0.24 13-14 >999 240 Vert(CT) -0.54.13-14 >744 180 Horz(CT) " 0A 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight:169 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 5 6: 2x4 SP M 31, 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or4-6-9 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-14. 5-13, 8-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=2390/0.8-0, 9=2390/0-8-0 Max Horz 2=-230(LC 13) Max Uplift 2=1050(LC 12), 9=1050(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4713/1997, 3-5=3606/1640, 5-0=3226/1618, 6-8=-3607/1640, 8-9=-4712/1997, BOT CHORD 2-16=-1796/4247, 14-16=1796/4247, 13-14=-1135/3224, 11-13=-1695/4246, 9-11=1695/4246 WEBS 3-16=0/398, 3-14=1152/735, 5-14=237/757, 5-13=254/257, 6-13=-214/753, 8-13=-11511736, 8-11=01397 NOTES- 1) Unbalanc,Id roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=070mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat.11; Exp C; Encl., J F �j� GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -148-0 to 1-4-% Interior(1)1-0-0 to 13-0-0, Exterior(2)13-0-0 to ,�� • • �•• 17-2-15, Ir1tedor(1) 17-2-15 to 20 4-0, Exterior(2) 20 4-0 to 24-6 15, Interior(1) 24 6-15 to 35-0O zone;C C for members and forces & �� ; ••\Ci E Na �j F •% MWFRS for reactions shown; Lumber'DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ft34$ 69 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 20.0psf. 4 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1050 lb uplift at joint 2 and 1050 lb uplift .0 at joint 9. '0NA� REV% Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: November 9,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEir REFERENCE PAGE 11111-7473 rer. 1010312015 BEFORE USE Design validlfor use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before useindicated the building designer must verify the applicability of design parameters and pmpedy incorporate this design into the overall �t building design. Bracing is to prevent buckling of Individual Wss web and/or chord members only. Additional temporary and permanent bracing 'y, iTek' 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 busses and truss systems, see ANSUf Plt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550326 LbReferenroe 1501852 T04 Hip 2 1 (optional) Builders First8ource, Plant City, FL 33566 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:10:50 2018 Page 1 lM ID:fB117W?DgQhHnp8duPKfyVRvh4T2Fba9BaKYwAn2PR3oy3HaAYrA16f1QdgJrvFyKx3Z 7-9-13 15-00 18-0-0 25.6-3 33-0-0 ,35-0-0_, 1-0 0 7-9-13 7-2l 3.4-0 7-2-3 7-9-13 1 8 0 Scale=1:65.3 5.10 12 5x8 = Sx6 = 27 6 m c? m le 14 1a Il 2x4 I I 10x16 MT20HS = 3x4 — 3x10 = 10x16 MT20HS = 2x4 I I 3x8 = 3x8 = , 112, 15-0-0 18 4 0 25-6-3 33-4-0 7-9-13 7-2-0 34 7-2-3 7-9-13 Plate Offsets (X Y)— r1.0-2-2 0-1-01 12.0-7-9 Edgel r5.0-5-12 0-2-81 f6:0-3-00-2-41 f9:0-7-9 Edgel f10:0-2-2 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) 0.24 16-21 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.50 14-16 >800 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.18 9 n/a We BCDL 20.0 Code FRC2017fTP12014 Matrix-MSH Weight 174 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. 5-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-14, 8-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (Iblsize) 2=239010-".9=239010-8-0 Max Horz 2=261(LC 13) Max Uplift 2=1045(1_10 12), 9=1045(1_C 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4631/1902, 35=-327211476, 5-0=-2890/1474, 6-8=-3275/1476, 8-9=-4604/1902 BOT CHORD 2-16=175514162, 14-16=175514162, 13-14=957/2887, 11-13=159514161, 9-11=-1595/4161 WEBS 3-16=01495, 3-14=-1426/885, 5-14=-3101779, 5-13=-243/252, 6-13=-300/782, 8-13=1423/886, 8-11=0/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., ',lit„ (I off#0.,� LTV S I, � Jv • • • GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-8-0 to 1-4-0, Interior(1)1-4-0 to 15-", Exterior(2)15-0-0 to 22-6-15, Interior(1) 22-6-15 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate ��•.. �� �........ G E NSF'.•• grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 10 No 34869 • • 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. s 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1045 lb uplift at joint 2 and 1045 lb uplift at joint 9. ,� •. �A% O Q. �_,,� OR 1 FS •'••......• .• C? .Flo S,�NA' Eio�o` Julius Lee PE No.34869 MTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev: 10/02/2015 BEFORE USE Design valid for use only with MTTeW connectors. This design is based only upon parameters shown, and is for an Individual building component. not a thus system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' budding design. Bracing indicated is prevent of 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, see ANSUiPIt Quality Criteria, OSB­89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550327 1501852 T05 Jack -Open 13 1 b Reference o do 1 Builders Fi7'"'e. I I I I I I Plant City, FL 33566 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 9 11:10:52 2018 rage i ID:fB117 W?DgQhHWlnp8duPKfyVRvh-trA?OGB05xoeP5CoZUgQ8ifPmfuXagOj47ox_7yKx3X 1 8 0 7-0-0 1-0 0 7-" N Scale = 1:20.2 Plate Offsets (X Y)— f1-0-2-2 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft Ud 'PLATES GRIP TCLL 30.0 Plate Grip DOL , 1.33 TC 0.90 Vert(LL) 0.22 4-8 >384 240 MT20 2441190 TCDL 1?.0 I- Lumber DOL 1.33 BC 0.80 Vert(CT) -0.36 4-8 >230 180 BCLL 9.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 20.0 i Code FRC2017/TP12014 Matrix -MP Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2.4 SF No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORE] 2x4 SF No.2 BOT CHORD Rigid ceiling directly applied or B-7-2 oc bracing. OTHERS 2x4 SF No.2 REACTIONS. (lb/size) 3=289/Mechanical, 2=640/0-8-0, 4=157/Mechanical Max Horz 2=302(LC 12) Max Uplift 3=-258(LC 12), 2=299(LC 12), 4=13(LC 12) I Max Grav 3=289(LC 1), 2=640(LC 1), 4=189(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- IE 1) Wind: AS 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf, h=20ft; Cat.11; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-8-0 to 2-6-15, Exterior(2) 2-6-15 to 6-114 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 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide Will fit betvn een the bottom chord and any other members. truss to truss connections. 0'�,,', 5) Pint ide connejoint ction (by others) f buss to bearing plate capable of withstanding 258111 uplift at joint 3, 299 lb uplift at $, derd3ab uplift at ,`�U • ;, • :• 34869 4 .: V;���• Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 A WARNING -Verify design Parameters and READ NOTES ON THIS ANDINCLUDED MITEX REFERENCE PAGE Lttll-7473 ray. f0/03I2015 BEFORE USE > Design validlfor use only with MTek®wnnectors. 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 appl'wabitity of design parameters and property Incorporate this design into the overall ii�• E building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing M iTek° 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, sae ` ANSUTPH Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Informanon available from Truss Plate Institute, 218 N. Lee Stree4 Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550328 1501852 T06 Jack -Open 6 1. Job Reference foptionall Builders FustSource, Plant City, FL 33566 2x4 1 8220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 9 11:10:53 2018 Page 1 ID.:fB117WiDgQhHWlnp8duPKfyVRvh-A2kODcCOsFxV1 Frl_7BLfhvCi33NSJ6etJnXV WayKx3W 3.041 3-0.0 Scale = 1:18.0 Plate Offsets (X Y)— f1:0-2-2 0-1-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.01 4-8 >999 240 MT20 244/19 TCDL 17.0 Lumber DOL 1.33 BC 0.24 Vert(CT) -0.02 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 nla n1a BCDL 20.0 Code FRC2017/rP12014 Matrix -MP Weight: 16lb FT'=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ibfsize) 3=100/Mechanical, 2=398f04-0, 4=52IMechanical Max Horz 2=248(LC 12) Max Uplift 3=117(LC 12), 2=183(LC 12), 4=-4(LC 12) Max Grav 3=122(LC 19), 2=398(LC 1), 4=74(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf: h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-8-0 to 1-4-0. Interior(1) 1-4-0 to 2-11-4 zone;C-C for members and forces 8m 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) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3, 183 lb uplift at joint 2 and 4 lb uplift at joint 4. ,``��IIIIIIffff�, 30U S tEF ♦��� •\G ENS' F ♦ • V ' sdo ♦♦ '• No 34869 � .•; r • IV.-'* ��♦ Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 9,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERENCE PAGE 111/14473 rev. 1010312015 BEFORE USE. Design valid for use only with MTeW 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 property incorporate this design into the overall budding design. Bracing indicatedis to prevent budding 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 injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSUTPI1 Quality Criteria,.OSB89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550329 1501852 T07 Comer Jack 8 1 Job Reference o don I eutlders Firslsource, Plant uty, I-L 3;1bbb 20 11 o.LLU 5 Uri U LU 10 awl UK IIIuUbulub, lin:. rII IYUY A 1 I. 1 V.VJ LV I V rag, I ID 1Bll7W?DgQhHWlnp8duPKfyVRvh-A2kODcCOsFxV1En_7BLfhvCi33PjJ6eLInXVWayKx3W 1-4-15 i 1-4-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.00 8 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.10 Vert(CT) 0.00 8 >999 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(CT) 0.00 2 rda We BCDL 20.0 Code FRC2017trP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=13/Mechanical, 2=34410-4-0, 4=12/Mechanical Max Horz 2=160(LC 12) Max Uplift 3=21(LC 12), 2=206(LC 12), 4=12(LC 1) Max Grav 3=22(LC 10). 2=344(LC 1). 4=42(LC 16) Scale =1:12.6 PLATES GRIP MT20 2441190 Weight: 10 lb FT = 20% Structural wood sheathing directly applied or 1-4-15 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 1-10; Vult= 110mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf, h=20ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections., 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3, 206 lb uplift at joint 2 and 12 lb uplift at joint 4. ,,`,TT�11111/ITT,' Sou S CFI. 'f.. • 34869 Julius Lee PE No.34869 MiTek USA, Inc. FL tert 6634 6gD4 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103rMS BEFORE USE Design valid for use only with MfrekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, oil �• 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 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, see • ANSUTPII Quality Criteria, OSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from. Truss Plate Institute, 218 N. Lee Streel, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550330 1501852 T08 Valley 1 1 Job Reference o lion I Builders FirslSource, Plant City, FL 33566 .8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:10:54 2018 Page 1 ID:t8117W?DgQhHWlnp8duPKfyVRvh-eEHmRyCedY3MeOMBgvsuD7ltzTe2W WOYRH22OyKx3V 8-11-10 8-11-10 4x4 = Scale = 1:37.8 3x4 9 14 8 7 6 3x4 2x4 2x4 axe = 2x4 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 17.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 20.0 Code FRC2017/TP12014 CSI. DEFL. in (loc) Well Ud TC 0A1 Vert(LL) n/a - nla 999 BC 0.55 Vert(CT) n/a . - n/a 999 WB 0.22 Horz(CT) 0.01 5 n/a n/a Matrix-SH PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-11-5. (Ib) - Max Horz 1=308(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1, 5.8 except 6=539(LC 13), 9=540(LC 12) Max Grav All reactions 250 lb or tess at joint(s)1, 5 except 8=687(LC 19), 6=787(LC 20). 9=782(LC 19) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=264/239, 2-3=2871281, 3-4=287/238 WEBS 3-0=-350/90, 4-0=1 1571, 2-9=-6"/571 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsfi h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 35-12 to 8-11-10, Exterior(2) 8-11-10 to 11-11-10. 1nterior(1) 11-11-10 to 17-5-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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-M wide will fit between the bottom chord and any other members, with BCDL = 20.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8 except (it --lb) 6=539, 9=540. 11111111//��� 30U 8 CFtc�i��i ���,, • : �``, EN S�••••• ,,, lap 34869 OR 19 � a ;ONA E%e�� Julius Lee PE No.34869 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNfNG-Verifydesfgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMX7473 rev. 1010312015 BEFORE USE Design valid for use only with WeM connectors. This design is based only upon parameters shown, and is for an individual building component, not Let a truss system. Before use, the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding individual truss web andfor chord members only. Additional temporary and permanent bracing WOW budding design. Bracing Indicated is to prevent of 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, see ANSVTPI1 Quality Criteria, DSB89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550331 1501852 T09 Valley 1 1 i Job Reference o tional Builders Ftrs(Source, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 911:10:55 2018 Page 1 ID:fB117W7DgQhHWlnp8duPKfyVRvh-6Qr8eHDGOsBDGYwNEcN7mKH4ns49n_9m50baSyKx3U 7-8-6 15.4-11 7-" 7-8-6 4x6 = 3x4 e 7 6 3x4 2x4 2x4 2x4 Scale = 1:31.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.28 Vert(ILL) n/a - n/a 999 MT20 2441190 TCDL 17.0 Lumber DOL 1.33 BC 0.16 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 nta n/a BCDL 20.0 Code FRC2017rfP12014 Matrix-SH Weight: 62 lb FT = 20% LUMBER- j 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS I 2x4 SP No.3 REACTIONS. All bearings 15-4-11. (lb) - Max Horz 1=262(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1, 5 except 6=-455(LC 13), 8=-455(LC 12) Max Grav All reactions 250 lb or less at joint(s)1, 5 except 7=381(LC 19), 6=651(LC 20), 8=651(LC 19) FORCES. (Ib) -Max. Comp.fMax. Ten. -All forces 250 (lb) or less except when shown., WEBS 4-6=538/466, 2-0=-538/467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl.; GCpi=0.1✓; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-12 to 35-12, Interior(1) 3-5-12 to 748-6, Exterior(2) 7-8.6 to 10-8-6, Intedor(1) 10-8-6 to 14-10-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1'.60"plate grip DOL=i1.60 3) Gable requires continuous bottom chord bearing. 4) This truss 1as been designed for a 10.0 psf bottom chord live load noncencurrent 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 beN Ban the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5-except at --lb) 6=455, 8= 4�55. I GEN 34869 • / •O R 1 O`�,, �� E% ���NA Julius Lee PE No.34869 Welk USA, Inc. FL God 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MY-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTekO 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'propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing iw iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, OSB-89 and BCSI Building Component fi904 Parke East Blvd. Safety Infor6anon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550332 1501852 T10 Valley 1 1 job Reference o 'o al Builders FirstSource, Plant City, FL 33566 8220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:10:56 2018 Page 1 ID:fB117 W?DgQhHWinp8duPKfyVRvh-adPWrdEv9AJ4u'VZDJvMJYgFgGPeW RNJ?Im97uyWT 6-5-1 6-5-1 4x6 = 3x4 8 7 6 3x4 2x4 11 2x4 11 2x4 11 Scale = 1:26.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 20.0 Code FRC2017frP12014 Matrix-P Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-10-2. (lb) - Max Horz 1=216(LC 8) MaxUplift All uplift 100 Ib'or less at joint(s) 1, 5 except 6-397(LC 13), 8=-397(LC 12) Max Grav All reactions 250 lb or less at joint(s)1. 5,7 except 6=576(LC 20), 8=576(LC 19) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-0=505/435, 2-8=505/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-5-1, Exterior(2) 6-5-1 to 9-5-1, Interior(1) 9-5-1 to 12-4-5 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �fit, 5)' This truss has been designed for a live load of 20.00sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , ��j will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1. 5 except (Ir=1b).•• ,�� •. • • •"' • • 6=397, 8=397. d • O • :• 34869 •� . 00 0 •• 11 Julius Lea PE No.34869 MRek USA, Inc. FL Cent 6W4 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 AWARNING-Verifydeslgn parameters acid READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MO.7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual bulling component, not a fuss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web andforchord members only. Additional temporary and permanent bracing M�TeW 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, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 'Job Truss Type Qty T15550333 1501852 T11 �Truss Valley 1 [ly 1 Jo a rence o do a Builders FirstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 911:10:57 2018 Page 1 I D 18117 W7DgQhHWlnpOduPKfyVRvh-2pzu3zFXwTRxVs41M1 QbrINKhgfRFvJS EPVifLyKx3S 4-11-12 9-11-8 4-11-12 4-11-12 4x4 = 2x4 2x4 // 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.70 TCDL 17.0 Lumber DOL 1.33 BC 0.56 BCLL 0.0 Rep Stress Incr YES WB 0.08 BCDL 20.0 Code FRC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONSi (Ib/size) 1=330/9-11-8, 3=33019-11-8, 4=591/9-11-8 Max Horz 1=169(LC 8) Max Uplift 1=177(LC 12), 3=-201(LC 13), 4=144(LC 12) Max Grav 1=330(LC 1). 3=336(LC 20), 4=591(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=357/227 Ur I— cs DEFL in poc) Udell Ud PLATES GRIP Vert(LL) n/a - n/a 999 MT20 2441190 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 We nla Scale = 121 A Weight 36 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 64)-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf,, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-12 to 3-5-12. Interior(1) 3-5-12 to 5-1-12, Exterior(2) 5-1-12 to 8-1-12, Interior(1) 8-1-12 to 9-9-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 beh4een the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It=lb) 1=17,7, 3=201, 4=144. ,,`,11111111//��,,, No 34869 ♦ 10, •••� Q'.•• �� S...... A1. E�.�`• /111111 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MX7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, notB�• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ill` bolding design. Bracing indicated is to, prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MOW 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, see ANSUTPII Quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T75550334 1501852 T12 Common 11 1 Job Reference (ontionall Builders FirstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MITek Industries, Inc. Fri Nov 911:10:59 2018 Page 1 ID:fB117W?DgQhHWlnp8duPKfyVRvh _C5f JfGnS5h69E8TSS3wASdfUEWjg?lh"DyKx3Q 35-" -1-8-0 571-12 117.14 16.9-0 22-G-2 27.4-0 33�-0 1350-0 1-8-0 5-11-12 5-0-2 5.4-2 5-0-2 5.11-12 1-6-0�0-4-0 Scale: 3/16-=1' 2x4 3x8 = 5.10 12 3x4 = 5x6 WB = 5x6 = 19 3x8 = 5x6 WB = 3x4 = B-7-13 16.8-0 24-8-3 33-4-0 R_7_1'A R1L3 R-17I-3 A-7-13 3x8 = x4 I I 1 I$ 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) 0.26 14 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.97 Vert(CT) -0.58 14-16 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.17 10 n/a n/a BCDL 20.0 Code FRC2017/TPI2014 Matrix-MSH Weight:173 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-5 cc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14. 5-14 OTHERS 2x4 SP No.2 *Except* 15-15,13-13: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2390/0S411, 10=2390/0-8-0 Max Harz 2=286(LC 12) Max Uplift 2=1039(LC 12), 10=1039(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4691/1920, 3-5=-4284/1725, 5-6=-2977/1314, 6-7=2977/1314, 7-9=-4284/1726, 9-10=a4691/1921 BOT CHORD 2-16=-188214263, 14-16=-1360/3452, 12-14=-1155/3452, 10-12=1597/4263 WEBS 6-14=-669/1781, 7-14=-11071748, 7-12=-303/828, 9-12=-558/506, 5-14=-1107/747. 5-16=-3031828, 3-16=558/506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -141-0 to 1-". Interior(1) 14-0 to 16-8-0, Exterior(2) 16-8-0 to 19-8-0, Interior(l) 19-8-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 when: a rectangle 3-6-0 tall by 2-" 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=1039, 10=1039. ♦♦♦♦♦��vL1 )s GEMS. No 34869 • • � w • .° �/ Z Julius Lee PE No.34869 MTek USA, Inc. R. Carl6634 6904 Parke East Blvd. Tampa R. 33610 Date: November 9,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGENY-7473 mv. 1010312015 BEFORE USE. Design vafid for use only with NNTekili 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 property incorporate this design into the overall building design. Bracing indicated is to buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Welk' 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 truss systems. -see .ANSIrrPH Quality Criteria, OSS49 and Best Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Qty PlyT15550335 1501852 T14 Valley 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 911:11:00 2018 Page 1 ID:B117 W?DgQhHWlnp8duPKfyVRvh-TOfl h?HPDOpWMJpK19zITO?wIODSITYvwNkMGgyKx3P 3-10-7 7-8-14 3-10-7 3.10-7 4x4 = Scale=1:17.2 4 2x4 % 2x4 11 2x4 LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 ' BCDL 26.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2017frP12014 CSI. TC 0.36 BC 0.30 WB 0.05 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (W ize) 1=240/7-8-14, 3=240/7-8-14, 4=42917-8-14 Max Horz 1=123(LC 9) Max Uplift 1=-129(LC 12), 3=146(LC 13), 4=105(LC 12) Max Grav 1=240(LC 1), 3=244(LC 20), 4=429(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=260/179 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=5.0psf,, h=2011; Cat.11; Exp C; Encl., GCpi=0.18,; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-12 to 3-5-12. Intedor(1) 3-5-12 to 3-10-7, Exterior(2) 3-10-7 to 6-10-7, Interior(l) 6-10-7 to 7-3-2 zone;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for 10.0 bottom live load with other live loads. 1I, a psf chord noncencurrent any 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 �ILj � ,,�I� ,t; �F �i� Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) ,��� • • • •. •�\G.E N S4$'••• >j, ,�� 1=129, 3=146, 4=105. �� '~ ;• 34869 • 00 v .�� •• P:��2�. R, Julius Lee PE No.34869 MITek• USA, Inc. FL Cert 6634 . 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/02,2015 BEFORE USE. �' Design varidifor use only with Wek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bolding designer must verify the applicability of design parameteand properly incorporate this design into the overall bulding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing M iTek" 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 lasses and truss systems, see ANSUfPN quality Criteria. DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty �Ply T15550336 1501852 T15 Valley 1 1 Job Reference tional - Builders FrstSource, Plant City, FL 33566 8.220 s Oct 6 2018 Mirek Industries, Inc. Fri Nov 911:11:01 2018 Page 1 ID:IB117VV?DgQhHWlnpSduPKfyVRvh-xaDPvLl1_ixt TOXbtUX?bX8MHiCBkd291Two6yKx3O 2-7-2 5.2-5 2-7-2 2-7-2 3x6 = 2x4 -i 2x4 Scale = 1:13.0 Plate Offsets (X Y)— f2.0-3-0 Edget LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.14 Vert(LL) n/a - n1a 999 MT20 2441190 TCDL 17.0 Lumber DOL 1.33 BC 0.57 Vert(CT) n/a - nla 999 BCLL 0.0 * Rep Stress incr YES WB 0.00 Horz(CT) 0.00 3 We nla BCDL 20.0 Code FRC2017(rP12014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 Do pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=28315-2-5, 3=28315-2-5 Max Horz 1=77(LC 8) Max Uplift 1=113(LC 12), 3=113(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=113, 3=113. `,,��IEIIINIIOlI e♦♦� �VLIUS CF�` i�i� ♦ E •.i �� ' 34869 10 �ONA� �♦♦♦ Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERENCEPAGE MI1.7473 rev. 10ID312015 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters drown, and is for an 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 tot building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing M iTek• 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 busses and truss systems, see ANSITP11 Quality Criteria, DSB119 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T15550337 1501852 T16 Scissor 1 1 I Job Reference o tional Builders Arst8ource, Plant City, FL 33566 2.411 I 1 I i 8.220 s Oct 6 2018 Mi rek Industries, Inc. Fri Nov 911:11:02 2018 Page 1 IDd81 24)-0 15-0-0 1 5-" 1 2-0-0 5-0-0 4x4 = 5-0-0 Scale = 1:24.5 2x4 II Plate Offsets) (X.Y)— f1:0-2-2.0-1-01. f2:0-2-0.Edgel. f4:0-2-O.Edgel.15:0-2-2.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) 0.07 6-11 >999 240 W20 2441190 TCDL 17.0 Lumber DOL 1.33 BC 0.59 Vert(CT) -0.13 6-14 >938 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.03 4 n/a n/a BCDL 20.0 Code FRC2017rrP12014 Matrix -MP Weight: 47 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS I 2x4 SP N0.2 REACTIONS. (lb/size) 2=827/0-3-0, 4=827/0-3-0 Max Horz 2=242(LC 11) Max Uplift 2=-379(LC 12), 4=-379(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=1161/258, 34=4157/316 BOT CHORD 2-0=-142/1013, 4-6=136/1007 WEBS 3-0=-86I800 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-2 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=20R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-8-0 to 1-4-0, Interior(1)1-0-0 to 5-0-0. Exterior(2) 5-0-0 to 8-0-0, Inteiior(1) 8-0-0 to 11-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atljoint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others)bf truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=379, 4=379. i 31.1V S, t� �II ..... 'I 34869 = r Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parks East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNING -Verify design Paramefers'and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Wit--7473 rev. 10,10312015 BEFORE USE I Design valld1for use only with Mirek® 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 thus design into the overall Nil' building design. Bracing Indicated is to prevent buckling of individual buss web andfor 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, sorege, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inforina0on available from Time Plate Institute, 218 N. Lee street, Suite 312. Alexandria, VA 22314. Blvd. Tampa, 6904 Parke East East Job Truss Truss Type Qty Ply ' T15550338 1501852 T17 Comer Jack 4 1 Job Reference o do al _ Builders FirstSource, Plant City, FL 33566 2X4 11 8.220 s Oct 6 2018 MTek Industries, Inc. Fn Nov 9 11:11:u3 201t3 Page 1 IDJB117W1DgQhHWInp8duPKfyVRvh-tzKAJ1JIWJB4DnYvi1X?5OdPY5oLfe6Lcl yltyKx3M -1-8-0 0-10-15 1-8-0 0-10-15 _ LOADING (psi) . SPACING- 2-0-0 CSI.. TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 TCDL 17.0 Lumber DOL 1.33 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 20.0 Code FRC2017lrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (tb/size) 3=29/Mechanical, 2=362/04-0, 4=56/Mechanical Max Horz 2=132(LC 12) Max Uplift 3=29(11-C 1), 2=247(LC 12), 4=56(LC 1) Max Grav 3=28(LC 16). 2=362(LC 1), 4=58(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1.10.9 DEFL. in, (loc) I/defl L/d PLATES GRIP Vert(LL) -0.06 6 >999 240 MT20 244/190 Vert(CT) 0.00 8 >999 180 Horz(CT) 0.00 2 n/a n/a Weight. 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purling. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=247. ♦`�♦���vL1US1 �F i�ee 34869 a : � ir• 00j t�s�ONA� E��♦�' Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGEMIF7473 rev. 1av=ois BEFORE USE ' Design valid for use only with MfrekO 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 property incorporate this design into the overall building design. Bracing indicated is to prevent bucidinii of individual truss web andfor chord members only. Additional temporary and permanent bracing MOW 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, see ANSUM11 Quality Criteria, DSB-89 and SCSI Building Component 69G4 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2118 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550339 1501852 T18 Jack -Open 3 1 Job Reference o ti mitt Builders FirstSource, Plant City, FL 33566 2x4 I 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 9 11:11:04 2016 Page 1 ID:03117 W?DgQhHWinp8duPKfyVRvh-L9uYXMKwHdJxrx66G?2EdE9aHV7105MUr?iaPRyKx3L 141-0 3.0.0 Scale = 1:18.0' Plate Offsets'(X Y)— I1:0-2-2 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.01 4.8 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.24 Vert(CT) -0.02 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 20.0 Code FRC2017frP12014 Matrix -MP Weight: 16 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS j 2x4 SP No.2 I REACTIONS. (lb/size) 3=100/Mechanical, 2=398104-0, 4=52/Mechanical Max Horz 2=248(LC 12) Max Uplift 3=-117(LC 12). 2=183(LC 12), 4=3(LC 12) Max Grav 3=122(LC 19), 2=398(LC 4), 4=74(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind; ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-8-0 to 14-0, Interior(1) 14-0 to 2-11-4 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. ,�>►��� �I � 5) Bearing alljoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,�� v`fjV $ ��+ l'j' J • F capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 4 except (!<=1b) `�� • • •. �� \G E N 3 •••� �� • 3=117, 2= 1 183. �� : '•, �i 34869 „Ir Z ll/ A .. 40 , R E����• 1ONA�� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: November 9,2018 t® WARNING -Vedly deslgn parameters and READ NOTES ON THIS AND INCLUDED MEK REFERENCE PAGE M8.7473 rev. 1010312015 aEFORE USE Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, nil �+ 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 buckling of individual lass web andfor chord members only. Additional temporary and permanent bracing MOWis 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, see ANSUlPH "Quality Criteria, DS"9 and SCSI Building Component 6904 Parke Past Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss City Ply T15550340 LbRaference(gptlonal) 1501852 �Truss`rype T21 Valley 2 1 Builders FrstSource, Plant City, FL 33566 8.220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:11:05 2018 Page 1 ID:fBl l7 W?DgQhH Wlnp8duPKfyVRvh-pLSwkiLY2xRoT4hlgiZTARipkuLS7Yce3fR7xtyKx3K 2-10-8 5-9-0 2-10-8 2-10-8 3x6 = 2x4 '�- 2x4 Scale = 1:13.9 5-9-0 5-9-0 Plate Offsets (X Y)- r2:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP . TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.74 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 20.0 Code FRC2017/TPI2014 Matrix-P Weight: 171b FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 1=321/5-9-0, 3=321/5-9-0 Max Horz 1=-87(LC 10) Max Uplift 1=128(LC 12), 3=128(LC 13) FORCES. (lb) - Max. Com i./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=253/187, 2-3=-253/187 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other 6 Provide mechanical connection by others) of truss bearing late capable of withstanding 100 lb uplift at'oint s except ' -Ib (Y ) 9 P P 9 P 1 ()ilt- ) �,, •'•• 1=128,3=128.EN �� •' go N 34869 '��• '• O R 1 D--- F Julius Lea PE No.34869 MNk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ® WARNING- Verffydes,gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMD-7473 rev. =03f2015 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters drown, and is for an individual building component, not a in= system. Before use, the Wiling designer must verify the applicability of design parameters and properly incorporate this design into the overact building design. Bracing indicated is to prevent buckling or indWduat truss web and/or chord members only. Additional temporary and permanent bracing �A M iTek° 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 busses and trim systems, see ANSI TPII Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Informagon available from Truss Plate Institute, 218 N. Lee Street Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550341 1501852 T22 Scissor 2 1 �J.bReferenr&(opflonal) " Builders First) ource, Plant City, FL 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 911,11:06 2018 Page 1 ID:fB 117 W?DgQhH W InpaduPKfyVRvh-HYOly2MAoEZf4EGUNQ4iifFvll IzsyQnlJBhTJyKx3J 2-11-11 4-5-5 8-10-10 10-11-5 2-0-11 4-" 4-5-5 2-0-11 4x6 = LOADING (OSO SPACING- 2-" CSI. DEFL in (loc) Udefl Ud TCLL 3b.0 Plate Grip DOL 1.33 TC 0.49 Vert(LL) -0.04 • 6-14 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.47 Vert(CT) -0.08 6-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) - 0.02 4 n/a n/a ' BCDL 26.0 Code FRC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 I REACTION (lb/size) 2=75710.3-0, 4=752103-0 Max Horz 2=222(LC11) Max Uplift 2=-350(LC 12), 4=-350(LC 13) Scale = 1:24A 2x4 11 PLATES GRIP MT20 244/190 Weight 43 lb FT = 20e/. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-10201211, 34=-1001/262 BOT CHORD 2-0=103/874, 4-6=-99/869 WEBS 3-6=59/700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-8-0 to 1-4-0, Interior(1)1-4-0 to 4-5-5. Exterior(2) 45-5 to 7-55, Intenor(1) 75-5 t6 10-6-10 zone;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be Meen the bottom chord and any other members. 5) Bearing atljoint(s) 2, 4 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift atjoint(s) except (it=lb) 2=350, 4=350. � Ajus1 CF���i��i dO 34869 oo Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 61rrEK REFERENCE PAGE Mil-7473 rev. 10JO312015 BEFORE USE Design valid for use only with MiTek® 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 verily the applicability of design parameters and property 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' I. 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, see . - ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Infomratlon available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply " T15550342 1501852 T23 Scissor 2 1 Job Reference o 8onal Builders FirstSource, Plant City, FL 33555 8.220 s Oct 6 201B MTek Industries, Inc. Fri Nov 911:11:07 2018 Page 1 ID f8117W?DgQhHWlnpBduPKfyVRvh-IkaggOMoZYhWiOrgx7bxFsn4si6ObP6rxzwEOmyKx31 4-5-5 8-10-10 45-5 4-55 46 = 3x4 % 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.33 TIC0.46 Vert(LL) 0.06 4-7 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.41 Vert(CT) -0.07 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.02 3 nla nla BCDL 20.0 Code FRC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=595/0-3-0, 3=59510-3-0 Max Horz 1=161(LC 8) Max Uplift 1=235(11LC 12), 3=235(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. - All forties 250 (lb) or less except when shown. TOP CHORD 1-2=-1049/387, 2-3=-1049/387 BOT CHORD 1-4=-239/881, 34=232/873 WEBS 24=15&707 Scale = 121.8 PLATES GRIP MT20 244/190 Weight: 33 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5A-12 oc pud ns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat 11; Exp C; Encl., GCpt=0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Intertor(1) 3-0-0 to 4-5-5, Exterior(2) 4-5-5 to 7-5-5. Interior(1) 7-5-5 to 8-10-10 zone;C-C for members and forces & MWFRS far 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 noncencurrent 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) Bearing at joint(s)1, 3 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=235, 3=235. `011111111//��1 ,���•���L1US REF .,�♦ ��� •••�,� E `SFj •• '♦ice • 34869dO o ice' J� . •.', ORIVQ':'`�,�� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MTekd1 connectors. This design is based only upon parameters shown, and is for an individual building component, not �v a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �-A•Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY1iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deevery, erection and bracing of lasses and truss systems, see ANSUTPH Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply T15550343 1501852 � �TGOI Hip Girder 2 2 LbReferen-ce(o-ptional) tsuimers t-irstsource, rlant Uly, rL JJaoo 7-0-0 6-" 6-55 7-0.0 , 1-8-0 Scale = 1:65.3 US = 4x4 = 10xl6 MT20HS WB =4x4 = 5.10 12 5x6 = 3 23 24 425 26 5 27 628 29 30 7 ST1.5x8 STP = _ ST7.5x8 STP = A 2X4 lI l 2 8 2x4 II 1 9 Iv o c 14 31 32 13 33 34 12 35 36 11 37 38 10 3x6 = 4x4 10x16 MT20HS = 3x4 = 1006 MT20HS = 44 3x6 = LOADING TCLL TCDL BCLL BCDL LUMBER- 7-0 0 16-8-0 26-4-0- - - - --- I 33-4-0 7 0 0 9-8-0 941-0 7-0-0 X Y)- f1.0-2-2 0-1-01 12:0-0-1 Edgel f3:0-3-0 0-2-41 IT0-3-00-2-41 f8:0-0-1 Edgel f9�0-2-2 0-1-01 If) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP .0 Plate Grip DOL 1.33 TC 1.00 Vert(LL) 0.76 12-14 >528 240 MT20 244/190 .0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.82 10-12 >490 180 MT20HS 1871143 .0 ' Rep Stress Incr NO WB 0.74 Horz(CT) -0.18 8 n/a n/a .0 Code FRC2017ITP12014 Matrix-MSH Weight 315lb FT = 200/6 BRACING - TOP CHORD 2x4 SP, No.1 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 *Except* 5-5: 2x8 SP No.2 REACTIONS. (Ib/size) 2=37631043-0.8=3764/0-8-0 Max Harz 2=136(LC 12) Max Uplift 2=2993(LC 8). 8=2990(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-8169/6745, 3-4=-7515/6390, 4-6=-10919/9213. 6-7=7518/6382, 7-8=817216736 BOT CHORD 2-14=-6139/7404, 12-14=-8977/10526,10-12=-8992/10533,8-10=-6052/7407 WEBS 3-14=4731/2318, 4-14=3458/3168, 4-12=1331778, 6-12=-114773, 6-10=346313175, 7-10=1735/2320 Structural wood sheathing directly applied. Rigid ceiling directly applied or 5.63 oc bracing. 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 0-7-0 or - 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: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (!<=1b) 2=2993, 8' 2990. 3XjUS� tE o" E Ns 34869 00 • � � ��iF'•.0R1��'����� Nfill A11 Julius Lee PE No.34869 MITek USA, Irtc. FL Cert 6634 69H Parke East Blvd. Tampa FL 33610 Date: November 9,2018 A WARNING - Verify deslga parameters and READ NOTES ON THIS AND INCLUDED NIHEK REFERENCE PAGE MInF7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters show, and is for an individual building component. not �• a truss system. Before use, the building designer most verify the applicability of design parameters and property incorporate this design into the overall ii�•��` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, see ANSf1TPl1 Quality Criteria, DSB$9 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information avalable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandfia, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Pty 1 T15550343 1501852 TG01 Hip Girder 2 2 Job Reference (optional Builders FirstSource, Plant City, FL 33566 8220 s Oct 6 2018 MTek Industries, Inc. Fri Nov 911:11:10 2018 Page 2 ID:fB117w?DgQhHMnpBduPKfyVRvh-AJFpnOPhsT45ZsaFcG9etVPTgv2ooeDNDx9uc4yKx3F NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb down and 491 lb up at 7-0-0, 125 lb down and 311 lb up at 9-0-12, 125 lb down and 311 lb up at 11-0-12. 125 lb down and 311 lb up at 13-0-12, 125 lb down and 311 lb up at 15-0-12, 125 lb down and 289 lb up at 16-8-0, 125 lb down and 311 lb up at 18-3-4. 125 lb down and 311 lb up at 20-3-4, 125 lb down and 311 lb up at 223-4, and 125 lb down and 311 lb up at 24-3-4, and 220 lb down and 491 lb up at 26-4-0 on top chord, and 366 lb down and 422 lb up at 7-0-0, 83 lb down and 38 lb up at 9-0-12, 83 lb down and 38 lb up at 11-0-12, 83 lb down and 38 lb up at 13-0-12, 83 lb down and 38 lb up at 15-0-12. 83 lb down and 38 lb up at 16-8-0, 83 lb down and 38 lb up at 18-3-4, 83 lb down and 38 lb up at 20-3-4, 83 lb down and 38 lb up at 22-3-4, and 83 lb down and 38 lb up at 243-4, and 366 lb down and 422 lb up at 263-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-94, 3-7=94, 7-9=-94, 17-20=-40 Concentrated Loads (lb) Vert: 3=-173(F) 5=-125(F) 7=173(F) 14=366(F) 12=-61(F) 10=366(F)23=-125(F) 24=-125(F) 25=-125(F) 26=-125(F) 27=125(F) 28=125(F) 29=-125(F) 30=125(F) 31=-61(F) 32=-61(F) 33=-61(F) 34=-61(F) 35=-61(F) 36=61(F) 37=-61(F) 38=-61(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrM(REFERENCE PAGE MO.7473 ray. 10=2015 BEFORE 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 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 budding of Individual truss web andfor chord members only. Additional temporary and permanent bracing MOW 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, see ANSIrTP11 Quality Criteria, DS"9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550344 1501852 TG02 Hip Ginter 2 1 ob Reference o tiD al Builders FfrstSource, Plant city, I-L:13btl5 ID:fB117 W?DgQhH Wlnp8duPKfyVRvh-eVpB?mPJdnCyB?9SAzgtPiykMJ U2XF5W SbuS9XyKx3E 4-1-7 4-1-7 2x ADEQUATE SUPPORT REQUIRED Scale = 1:17.4 I� v 0 N d d Plate Offsets' (X Y)- r1.0-2-2 0-1-01 12.0-0-10 0-0-91 LOADING (psf) SPACING- 2-M CS1: DEFL in' (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate'Grip DOL 1.33 TC 0.62 Vert(LL) -0.01 4-8 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.34 Vert(CT) -0.03 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 nla rt/a BCDL 20.0 i Code FRC2017/TPI2014 Matrix -MP Weight 21 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=138/Mechanical, 4=70/Mechanical, 2=557/0-3-8 Max Horz 2=243(LC 8) Max Uplift 3=-135(LC 8), 4=10(LC 17), 2=324(LC 8) Max Grav 3=138(LC 1). 4=102(LC 3), 2=557(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuir-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss 'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for -truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface., 6) Provide mechanical connection (by.others) of truss to bearing plate capable of withstanding 100 lb uplift'at joint(s) 4 except (jt=1b) 3=135, 2=324. 7) Hanger(s)lor other connection device(s) shall be provided sufficient to support concentrated load(s)12 lb down and 122 lb up at 1.4-9, and 12 lb down and 122 lb up at 1-4-9 on top chord, and 105 lb up at 14-9, and 105 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, toads 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=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert 13=94, 4-6=40 ♦♦��� w ju S• LFF E N S ;i do 34869 1 � • Z • QJ Z. do Julius Lee PE No.34869 Mrek USA, Inc. FL CW 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 A WARNINP -Verity design parameters and READ NOTES ON THIS AND INCLUDED WnEK REFERENCE PAGE Edo-7473 rev.-1010312015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �AA building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing IYI iTek` 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, see . ANSUTPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550345 1501852 TGO4 Hip Girder 1 1 Job efe rice o Oonal Builders FrstSouroe, Plant City, FL 33555 822U S Oct 6 Z016 Walk Industries, Inc. Pn Nov B 11:11:13 ZU76 Page 1 ID-fB117 W?DgQhH W InpoduPKfyVRvhauxyQRRZ9OSgQJJq[OiLV716B78z?6KpvvNYDPyKx3C -18-0 3.0-0 7-0-0 , 10-0-0 , 118-0 , 1S0 3.0-0 4-0-0 3-0-0 1-8-0 4x6 = 4x6 = 2x4 1 2x4 Scale=1:25.1 3-0-0 3 -10 6-10-6 7 10-0-0 3 0-0 0• - 0 3-8.12 0- - 0 3-0-0 Plate Offsets (X Y)— f1:0-2-2 0-1-01 f2:0-1-12 0-1-81 f3:0-3-12.0-2-01 f4:0-3-12.0-2-01, f5:0-1-12.0-1-81, 116:0-2-2.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) Ildefi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.47 Vert(LL) 0.09, 7-8 >999 240 MT20 2441190 TCDL 17.0 Lumber DOL 1.33 BC 0.51 Vert(CT) -0.10 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) 0.07 5 n/a n/a BCDL 20.0 Code FRC20171TP12014 Matrix -MP Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-94 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (Iblsize) 2=885/03-0, 5=885/0-3-0 Max Horz 2=171(LC 7) Max Uplift 2=-575(LC 8). 5=-577(LC 9) Max Grav 2=892(LC 19), 5=891(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1619/1086, 3-4=43451965, 45=-1618/1137 BOT CHORD 2-8= 960/1350, 7-8=953/1345, 5-7=-957/1350 WEBS 3-8=-255/550, 4-7=-271/550 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 5 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 100 lb uplift at joint(s) except fit --lb) 2=575, 5=577. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 275 lb up at 3-0-0. and 15 lb down and 104111 up at 4-11-4, and 105 lb down and 275 lb up at 7-0-0 on top chord, and 30 lb down and 57 lb up at 3-1-10, and 13 lb down and 19 lb up at 4-11-4, and 30 lb down and 57 lb up at 6-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=94, 3-4=-94, 4-6=-94, 8-11=40, 7-8=40, 7-14=40 Concentrated Loads (lb) Vert 3=23(13) 4=23(B) 8=25(B) 7=-25(B) 17=10(B)18=-12(B) No 348E 0 '4� • • rr ...r� O R `O �0i�s�O�PIA� E��♦♦ Julius Lee PE No.34869 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7413 rev. 10103f20f5 BEFORE USE. Design valid for use only with MTeA@) connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the bolding 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 andlor chord members only. Additional temporary and permanent bracing Well( 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, see . ANSVTPII Quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550346 1501852 TG05 Hip Girder 2 1 Job Referen o do 1 guilders FirstSource, Plant City, FL 33566 2-0-11 2-115 13-041 4x6 = 3 17 8.220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 911:11:14 ZU18 Page 1 ID:fB117W?DgQhHWlnp8duPKfyVRvh-24VKdnSBwiaX2Ttlr5Da1 LaJLXWAkaAy8Z761syKx3B 5x8 = 2-115 2-0-11 2x4 II Scale = 1:23.2 LOADING (qsf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.38 Vert(CT) -0.06 . 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB• 0.17 Horz(CT) -0.05 5 nla i1/a BCDL 20.0 Code FRC2017/TPI2014 Matfix-MP Weight 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.6-5 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=800/0-3-0, 5=80010-3-0 Max Harz 2=169(LC 7) Max Uplift 2=51B(LC 8), 5=518(1_C 9) Max Grav 2=805(LC 19), 5=805(LC 20) FORCES. (+b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=13011910, 3-4=-10651800, 4-5=130 V930 BOT CHORD 2-8=803/1074, 7-8=759/1066, 5-7=-769/1074 WEBS 3-8=-226/451, 4-7=210/451 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS zone; Lumber DOL=1.60 DOL=1.60 1/1 (envelope) gable end plate grip 3) Provide adequate drainage to prevent water ponding. 1111111111. 11 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. J • • • • • • F psi 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide ,�� •. •\ G E N'S ••. �� will fit between the bottom chord and any other members. �� : • V F •% 6) Bearing atjoint(s) 2, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ; • 34869 capacity of, bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=518, 5=518. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 271 Ill, up at C 2-11-5, and 15 lb down and 102 lb up at 4-5-5, and 97 lb down and 271111, up at 5-11-5 on top chord, and 29 lb down and 19 lb up �00 •°. ° at 3-0-14, and 13 lb down and 19 lb up at 4-5-5, and 29 lb down and 19 lb up at 5-9-12 on bottom chord. The design/selection of �� �0�'�� such connection device(s) is the responsibility of others. .• Q ,,�111111111111 9) In the LOAD SE(S) section; loads applied to the face of the truss are noted as front (F) or back (B). Q N AL LOAD CASES) S 1111111111 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Julius Lee PE No.34869 Vert 1-3=94, 3.4=-94, 4-6=94, 8-11=40, 7-8=40, 7-14=40 MiTek USA, Inc. FL Cert 6634 Concentrated Loads (lb)' 6904 Parke EastBlvd. Tampa FL 33610 Virt 3=-22(F) 4=-22(F) 7=46(F) 8=1 6(F) 17=1 O(F) 18=1 2(F) Date: November 9,2018 AWARNING' -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10l03/2015 BEFORE USE • Design valid �or use only with MiTek® 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing �Tpl.° MOW is always requlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �1r�,,1�i iC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DS"9 and SCSI Building Component Safety Info r available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. rtna6on Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550347 1501852 TGO6 Diagonal Hip Girder 4 1 Jab Reference(optional) Builders FirstSource, Plant City, FL 33566 ADEQUATE SUPPORT 2-2-12 REQUIRED u.2Z0 s Vct u Zulu MI I eK inaustnes, Inc. rn NOV U 77:77:14 ZU7d rage 7 ID:fB117W?DgQhHWlnpOduPKfyVRvh-24VKdnSBwiaX2Tt1 r5Da1 LeFcXYYkcry8Z761syKx3B 4-2-3 4-2-3 Scale = 1:17.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) 0.02 4-8 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC .. 0.23 Vert(CT) -0.03 4-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 nla n/a BCDL 20.0 Code FRC20171TP12014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=140/Mechanical, 4=73/Mechanical, 2=560/0-3-3 Max Horz 2=246(LC 8) Max Uplift 3=131(LC 8). 2=-300(1_C 8) Max Grav 3=140(LC 1), 4=104(LC 3), 2=560(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-2-3 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone; 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit --lb) 3=131, 2=300.. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 32 lb up at 2-1-0, and 3 lb down and 32lb up at 2-1-0 on top chord, and 18 lb up at 2-1-0, and 18 lb up at 2-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B): LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-3=94, 4-6=-40 , ,���vt1US, �F `, ��..•••.�e•� I� ♦♦ice • : gyp E N s�;•.. No 34869 • FSs� O R V0. "1"4ON AL E % Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Pafke East Blvd. Tampa FL 33610 Date: November 9,2018 ® WARNING -verify design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with :MiTek® 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 property incorporate this design into the overall y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �V �iTek9 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, see - ANSIRPII Quality Cdterla, DSB.89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550348 1501852 TG13 Flat Girder 1 'oral Jab Reference o Builders FirstSource, Plant City, FL 33566 4-10-10 4-8-14 8.220 s Oct 6 ZU1B Mil eK InOustneS, mC. i-n Nov u 11:11:16 2u1B rage 1 ID:fB117W?DgQhHWlnp8duPKfyVRvh-?Td42TTRSJgEHn1 PzWG26mfXwK6HCIGFbscDghft39 4-8-14 4-B-14 4-10.10 Scale=1:40.7 14 r' 12 1. 8 US I I 5x12 = 6xl2 MT20HS WB = 5x8 = 2x4 11 6x8 = 2x4 11 LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 ' BCDL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2017/TPI2014 CSI. TC 0.89 BC 0.66 WB 0.90 Matrix-MSH DEFL. in (loc) lldeft Ud Vert(LL) OA7 10-11 >611 240 Vert(CT) -0.79 10-11 >361 180 Horz(CT) 0.12 8 n/a n/a PLATES GRIP MT20 2441190 MT20HS 187/143 Weight:241 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purling, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3'Excepr BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. 1-13,3-13,3-10,6-10,E-8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. pulsize) 14=3845/0-8-0, 8=3656/0-8-0 Max Uplift 14=-2495(LC 4). 8=1576(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-3707/2482, 1-2=-8184/4045, 2-3=-8184/4045, 3-4=-12685/5557, 4-0=12685/5557, j 7-8=509/272 BOT CHORD 11-13=5710/12717, 10-11=5710/12717, 9-10=3716/8605, 8-9=-3716/8605 WEBS 1-13=-4137/8488, 2-13=-1101/896, 3-13=-4818/1770, 3-11=0/289, 4-10=1285/663, 6-1 0=4 956/4336, 6-9=0/276, 6-8=-8886/3840 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 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. ,,���tl ,�� v`IV S F �j� 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 ,`� �•. �� F �'•� �i ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �� • 3) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=5.Opsf, h=20ft; Cat. 11; Exp C; Encl., No 34869 GCpi=0.18; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 ; 4) Provide adequate drainage to prevent water ponding. * a 5) All plates are MT20 plates unless otherwise indicated. 6) This truss �as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 1.10•: 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. 00 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) R 14=2495,8=1576. on (s) shall sufficient and at , or other 331 9) Han0-1-12, 17 own and s •••..•••• 210 b up at 3-0-1 2ort lb up at 1-0-12.149 lb down and lb oted 205 lb down and 257 lb up at 5-0 12I371lb down and 166 lb up at 7-0-12, 371111 down and 166 lb up at 8-3-4, 371 lb down and 166 lb up at 10-34, 371 lb down and 166 lb up at 12-3-4, 371 lb down and 166 lb up at 14-3-4, 371 lb down and 166 lb up at 16-3-4, 371 lb down and 166 lb up at 18-3-4. and Julius Lee PE No.34869 371 lb down and 166 lb up at 20-34, and 371 lb down and 166 lb up at 22-34 on top chord. The design/selection of such M)Tek USA, Inc. FL Cert 6634 connection device(s) is the responsibility of others. 6904 Parke W'Blvd. Tampa FL 33610 Date: LOAD CASES) Standard November 9,2018 to WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11f147473 rev. 1010312015 BEFORE USE • Design validlfor use only with MTekO connectors. This design is based only upon parameters shown, and is form 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing =•� MOW is always re4uired 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, see ANSUTPIt Quality Criteria, DSB-89 and SCSI Building Component Safety Infognation available from Truss Plate Institute, 218 N. Lee Slree4 Suite 312. Alexandria, VA 22314. 6904 Padre East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T15550348 1501852 TG13 Flat Girder 1 Job Reference o ag 1 Builders FirstSource, Plant City, FL 335b6 a.LZu s Vcr a Lults Iwi i eK InousmeS, Inc. rn imov u l la l ao eu la rage z ID 0117W?DgQhHWinp8duPKfyVRvh-?Td42TTRSJgEHn1PzWG26m0CwK6HCIGFbscDgkyKx39 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert 1-7=94, 8-14=-40 Concentrated Loads (lb) Vert 1=4165=-371 2=-2174=-371 15=-20516=-14917=-371 18=-371 19=-371 20=371 21=-371 22=-371 23=-371 ® WARNING -Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII.7473 rev. 101=015 BEFORE USE. Design valid for use only with MiTekA connectors. This design is based only upon parameters shown, and is for an individual building component, not �e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall rt����e���•YYYYi building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek® 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, see ANSVrP11 Quality Criteria, DSO89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply _ - T15550349 1501852 T05X Jack -Open 9 1 �Jgb a erence o lion I Builders I•Irstsource, rlant urY, rL as000 ..� ..,.. _ ........ -- - - - ID:i13117 W?DgQhH WlnpOduPKfyVRvh-TfASFpU4Ddy5vwrbXEnHfzCmvkQYxwcPgW LmMByKx38 1� 1 4x4 = 3-3-7 3-8-9 Scale = 1:19.1 6-1-7 6.1-7 7 0 0 0-10 9 LOADING (p'so SPACING-- 2-0-0 CSL DEFL. in (loc) Well 'L/d . PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) 0.17 5-8 ,>491 240 MT20 2441190 TCDL 17.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.28 5-8 >297 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.01 4 n/a n/a- BCDL 26.0 Code FRC20171rP12014 Matrix -MP Weight 26 lb FT = 20°/u LUMBER - TOP CHORD, 2x4 SP No.2 BOT CHORD; 2x4 SP No.2 WEBS , 2x4 SP No.3 REACTIONS! (lb/size) 1=465/0-3-0, 3=133/Mechanical, 4=332/Mechanical Max Horz 1=251(LC 12) Max Uplift 1=177(LC 12). 3=132(LC 12), 4=154(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=500/434 BOT CHORD, 1-5=-743/460 WEBS 2-5=529/854 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing: NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsi; h=20ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 4-2-16, Exterior(2) 4-2-15 to 6-11-4 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 240-0 wide will fit between the bottom chord and any other members. 4) Refer to gilder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=177, 3=132, 4=154. ,`�III1111'1Ill't4' '3L1US. GEN"S �. 34869 % - s 00 its • c. Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2018 Symbols PLATE LOCATION AND ORIENTATION 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. 0-1/1en For 4 x 2 orientation, locate plates 0- 'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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 reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: 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 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 8 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 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. It O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses, p4. Provide copies of this truss design to the building F- designer, erection supervisor, property owner and all other interested parties. 5 1 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -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. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSIITPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17..Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, 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 ANSIITPI 1 Quality Criteria.