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HomeMy WebLinkAbout36820 Precita Ter (2)Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 772591-X - Dupont MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: K Hovnanian -Tampa -Links @ Calusa Springs Project Name: DupontT Meld &upoIn Lot/Block: 33 Subdivision: Links @ Calusa Creek Address: City: Zephyrhills State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 45 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, 1 hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T20455619 Al 6/12/20 23 T20455641 CJ3P 6/12/20 2 T20455620 A2 6/12/20 24 T20455642 CJ5 6/12/20 3 T20455621 A3 6/12/20 25 T20455643 E31-1 6/12/20 4 T20455622 A4 6/12/20 26 T20455644 EJ5P 6/12/20 5 T20455623 A5 6/12/20 27 T20455645 ER 6/12/20 6 T20455624 A6 6/12/20 28 T20455646 EVA 6/12/20 7 T20455625 A7 6/12/20 29 T20455647 HJ3 6/12/20 8 T20455626 A8G 6/12/20 30 T20455648 HJ3A 6/12/20 9 T20455627 A9 6/12/20 31 T20455649 HJ3B 6/12/20 10 T20455628 A10 6/12/20 32 T20455650 HJ5P 6/12/20 11 T20455629 All 6/12/20 33 T20455651 HJ7 6/12/20 12 T20455630 Al2 6/12/20 34 T20455652 K 6/12/20 13 T20455631 A13 6/12/20 35 T20455653 K3 6/12/20 14 T20455632 A14G 6/12/20 36 T20455654 L1 6/12/20 15 T20455633 B1 6/12/20 37 T20455655 L2 6/12/20 16 T20455634 B31-1 6/12/20 38 T20455656 LG 6/12/20 17 T20455635 B51-1 6/12/20 39 T20455657 V2 6/12/20 18 T20455636 C1 H 6/12/20 40 T20455658 V3 6/12/20 19 T20455637 Cl HA 6/12/20 41 T20455659 V4 6/12/20 20 T20455638 CJ1 6112/20 42 T20455660 V5 6/12/20 21 T20455639 CJ1P 6/12120 43 T20455661 V6 6/12/20 22 T20455640 CJ3 6/12/20 44 T20455662 V7 6/12/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by American Builders Supply, Inc.. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. )kjuS CF���i�i No 3 8 9 • STATE OF .:�41J` 11111 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 66M ISM Parke East BW. Tampa FL 33610 Date: June 12,2020 Lee, Julius 1 of 2 mm W1 0 MiTek 0 RE: 772591-X - Dupont MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: K Hovnanian -Tampa -Links @ Calusa Springs Project Name: Dupont Model: Dupont B Lot/Block: 33 Subdivision: Links @ Calusa Creek Address: City: Zephyrhills State: FL No. Seal# Truss Name Date 45 T20455663 V8 6/12/20 2 of 2 Job Truss Truss Type Qty Ply Dupont T20455619 772591-X Al Common 9 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 12 13:48:33 2020 Page 1 ID: R WGiORDIF509gYXBdOupOozldd5-yfGhHzLGk1143U GluVcapt4ykoQv8r095wXwwxz7?ty 1 0 q 7� 0 15-0-0 19-0-0 23-8-0 11 ff 38-8-0 36 8-0 7-6-0 7-6-0 4-4-0 44-0 7-6 0 7-6-0 -0-0 3x6 = 5x6 = 5.00 12 5 22 ,.. �. 12 5x8 = 3x8 = 06 = 3x4 = Scale = 1:68.6 3x8 = I$ 10-0-0 19-4-0 28.8-0 38-8-0 10-0-0 9-4-0 9-4-0 10-0-0 Plate Offsets (X,Y)- [3:030,0-3-41,[7:0-3-0,0-3-41,[8:0-4-2,0-1-81,[13:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.32 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.59 12-13 >791 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Wind(LL) 0.29 12 >999 240 Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied. 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2-315(LC 10) Max Uplift 2=716(1-C 12), 8-716(LC 12) Max Grav 2=1500(LC 17), 8=1500(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3106/1651, 3-4=-2867/1552, 4-5=1928/1207, 5-6=1928/1207, 6-7=2867/1552, 7-8=-3106/1651 BOT CHORD 2-13=-1375/3052, 12-13=-920/2252, 10-12-944/2102, 8-10=-1382/2815 WEBS 5-12=-722/1298,6-12=-754/531, 6-10=296/802, 7-1 O=475/433,4-12=-754/531, 4-13=-296/802, 3-13=-475/434 NOTES- 1) Unbalanced roof live loads have been considered for this design. CE 2) 1GCpl I�Exp CS Encl., Ito 18o MWFRS irectonal) C-Cnd gust) 4Extenor(2D 1-0-0 to 2- 0-6 Interior(l) 2-110-6 to819-4-0, Exterlor(2) 19-4-0 %,,,�%%`,us (dmph and •� G E M *-.I to 23-2-6, Interior(1) 23-2-6 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate ,�� .• S • �. 4$ grip DOL=1.60 ,� 3) All plates are MT20 plates unless otherwise indicated. No 34869 •� 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 240-0 wide •: will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing 100 lb — "U : • 0' :, plate capable of withstanding uplift at joint(s) except 0=1b) 2=716, 8=716. ; 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum s sheetrock be applied directly to the bottom chord. i 0 � •• 0 • • , •OR,• SRO E���.` N A%- '1181111111��, Julius Lee PE No.34869 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing 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 ANWTPII Quailly Crllerla, DSO-89 and SCSI Bulkling Component 6904 Parke East Blvd. Saf WIrWorrandon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455620 772591-X A2 Hip 2 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:42 2020 Page 1 I D: R WG iORD IF509gYXBdOupOozldd5-BOJ4A2SvcouofsS UwuG ihnyVN Q UOkv9UApCulvz7?tp 19-8-0 -1-0. 7-6-0 150.0 19-0-0 1 23•&0 31-2-0 38-8.0 & •0.0 7-i-0 7E0 4-0.0 4-0-0 74i0 7-6-0 -s0 0-4-o Scale = 1:71.2 5x6 = 5.00 12 Ia ro — 10 12 zo-,I tr iu 3x6 = 5x8 = 3x8 = 4x6 = 3x4 = 3x8 = 28-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.59 BC 0.95 WB 0.91 Matrix -AS DEFL. in (loc) I/defl Ud Vert(LL) -0.32 12-13 >999 360 Vert(CT) -0.59 12-13 >793 240 Horz(CT) 0.13 8 n/a n/a Wind(LL) 0.29 12 >999 240 PLATES GRIP MT20 2441190 Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied. 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=312(LC 10) Max Uplift 2=-716(LC 12), 8=-716(LC 12) Max Grav 2=1501(LC 17), 8=1501(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All orces 250 (Ib) or less except when shown. TOP CHORD 2-3=3107/1692, 3-4=2868/1592, 4-5=1932/1249, 5-6=1932/1249, 6-7=2868/1593, 7-8=-3107/1692 BOT CHORD 2-13=-1421/3051, 12-13=-981/2251, 10-12=-992/2103, 8-10=-1431/2816 WEBS 3-13=-475/433, 4-13=-295/802, 4-12=729/554, 5-12=727/1255, 6-12=-729/554, 6-10=295/802, 7-10=-475/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. CE 2) 1GCp nd gust) I�Exp CS Encl., 0.18; MWFRS (directio and C-1C Exterior1-G-0 o 2- 0-6 2-10-6 too 119-4-0, Exterior(2) 19-4-0 1US (directional) (2) IMeriioor(1) ,��J+ • to 24-9-10, Interior(1) 24-9-10 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate ,�� .•'� C E N S' •. V lC'••• grip DOL=1.60 `� �� 3) All plates are MT20 plates unless otherwise indicated. 34869 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. " * •� 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. r- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=716, 8=716. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum be 0 •• �[/ � P 4oj,,�� sheetrock applied directly to the bottom chord. • R , 0 ���,�� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Ml1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekW connectors. This design is based only upon parameters shown, and is for an individual building component, not Iff 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 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 ANSYMI Quaity CrrMria, DSB88 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 cuss Truss Type Qty Ply Dupont T20455621 772591-X [A3 Hip 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:43 2020 Page 1 ID:RWGiORDiF509gYXBdOupOozldd5-fbtTNOTXN6OfG01 gTboxD_UgaggFT05dOTySHLz7?to 0 q 71i 0 15-0-0 17 0 0, 19�{ 0 21 8 0 , 23 8 0 31-2-0 38.8-0 3" Q 7-fi0 7.6-0 2.0-0 2h-0 2-4.0 2-0-0 7&-0 7.6.0 -0- 5.00 12 5x8 = 3x8 = 3x4 5x6 = 5x8 = 3x4 7x8 = 4x6 = 3x4 = 10-0-0 19.4-0 28-8-0 38-8-0 10-0-0 9-4.0 9-4.0 10-0-0 Plate Offsets (X,Y)—[3:0-3-0,0-3-41,[5:0-3-0,0-2-41,[6:0-3-0,0-2-4],[8:0-3-0,0-3-4],(9:0•4-2,0-1-8],[13:0-4-0,0-2-81,[14:0-4-0,0-3-01 3x8 = Scale = 1:71.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.62 BC 0.95 WB 0.80 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/clef! L/d -0.32 13-14 >999 360 -0.58 13-14 >801 240 0.13 9 n/a n/a 0.28 13 >999 240 PLATES GRIP MT20 244/190 Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied. 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-279(LC 10) Max Uplift 2=716(LC 12), 9=716(LC 12) Max Grav 2=1506(LC 17). 9=1506(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3123/1806, 3-4=-2883/1704, 4-5=1933/1326, 5-6=-1952/1342, 6-7=1933/1326, 7-8=2883/1704, 8-9=-3123/1806 BOT CHORD 2-14=-1545/3041, 13-14=1079/2237, 11-13=-1087/2100, 9-11=1553/2831 WEBS 3-14=-478/443, 4-14=-300/805, 7-11=299/804, 8-11=-478/443, 5-13=398/662, 6-13=398/663,4-13=-726/589, 7-13=-727/589 NOTES- 1) Unbalanced roof live loads have been considered for this design. Wind: 1GCpi=O ASCE 2) 11; Exp C; Encl., 180 MWFRS C-C4Extenor(2D 1-0-0 2- 0-6 2- 0-6 Exterior(2) &JU S F�CJI.- (directional) and to n enor(1) to817-0.0, 17-0-0 ♦�� to 27-1-10, Interior(1) 27-1-10 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 3) Provide adequate drainage to prevent water ponding. + 34869 0 • •� 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 fit between the bottom f 'fl will chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=716, 9=716. p % 4 ••, �(/ 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum i �i�'n,1� Q Q:� ��♦♦♦ •• 0 R sheetrock be applied directly to the bottom chord. �j` ; �♦ 11111t% Julius Lee PE No.34869 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI.7473 rev. 10/032015 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 properly 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 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 ANSU R1 Quality Criteria, D913-89 and SCSI Building Component 6904 Parke East Blvd. Safetylntormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455622 772591-X A4 Hip 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:44 2020 Page 1 10: RWGiORDIF509gYXBdOupOozidd5-7nRrbkU98Q8WuAct1 JJAmC 1 pdEAXCxOnd7h?poz7?tn -Z-O-q 7-6-0 15-0-0 19-0-0 23-8.0 31-2-0 _ _ _ 38-8-0 3"_ -0-0 7T -0 7-&0 4-4-0 4-4-0 7-6 0 7 6 0 -0-0 Scale = 1:71.2 5.o0 12 5x8 = 2x4 II 5x8 = 4 22 5 23 6 lS zo zr 12 zan za I 5x8 = 3x8 = 4x6 = 3x4 = US = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.73 BC 0.95 WB 0.44 Matrix -AS DEFL. in (loc) I/deft Lid Vert(LL) -0.32 12-13 >999 360 Vert(CT) -0.58 12-13 >798 240 Horz(CT) 0.13 8 n/a n/a Wind(LL) 0.28 12 >999 240 PLATES MT20 Weight: 188lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied. 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-248(LC 10) Max Uplift 2=-716(LC 12), 8=716(LC 12) Max Grav 2=1509(LC 17), 8=1509(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3132/1874, 3-4=-2889/1758, 4-5=2228/1510, 5-6=-2228/1510, 6-7=2889/1758, 7-8=-3132/1874 BOT CHORD 2-13=-1611/3026, 12-13= 1080/2209, 10-12=-1089/2091, 8-10=-1619/2840 WEBS 3-13=-490/496, 4-13=-349/817, 4-12=105/408, 6-12=-105/409, 6-10=349/816, 7-10=-490/496 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 to 15-0-0, Exterior(2) 15.0-0 to 20-5-10, Interior(1) 20-5-10 to 23-8-0, Exterior(2) 23-8-0 to 29-1-10, Interior(1) 29-1-10 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=716, 8=716. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I�. 3x8 = GRIP 244/190 FT = 20% ,t411111111liq 31 34869 ••�� * ACC /1/111111j1 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 ®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 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 ANSUMI Quality Criteria, DSB-89 and BCSI Bugling 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 DupontT20455623 7tyPIy 772591-X A5 Hip 11 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 12 13:48:45 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-bz?Do4UovjGN WKB3bOgP IPa?udVYxPswsnRYLEz7'?tm -,1-0-q 7-6-0 13-0-0 19-4-0 25-8-0 , 31-2-0 , 38-11-0 39 8-0 0-0 7 6 0 5&-0 6-0-0 6-4-0 5 6 0 7� 0 0 0 5x6 = 2x4 II 5x8 = 4 21 22 5 23 24 6 w — a 12 „ — 1. ,u 5x8 = 3x8 = 4x6 = 3x4 = US = 3x8 = Scale = 1 :69.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TC 0.70 BC 0,96 WB 0.34 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.29 12-13 >999 360 -0.55 12-13 >836 240 0.13 8 n/a n/a 0.31 12 >999 240 PLATES GRIP MT20 244/190 Weight: 183 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied. 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=217(LC 10) Max Uplift 2=-716(LC 12), 8=716(LC 12) Max Grant 2=1485(LC 1), 8=1485(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3065/1895, 3-4=2826/1780, 4-5=2586/1716, 5-6=2586/1716, 6-7=2827/1780, 7-8=-3066/1895 BOT CHORD 2-13=1626/2913, 12-13=-1206/2314, 10-12=1213/2267, 8-10=1633/2790 WEBS 3-13=-425/449, 4-13=-273/678, 4-12=-252/567, 5-12=-384/390, 6-12=-251/566, 7-10=-425/449, 6-10=-273/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. `ttJ11 � 1111111 2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2) to 2-10-6, Interior(1) 2-10.6 to 13-0-0, Exterior(2) 13-0-0 % J`raus �j (directional) and -1-0-0 % E #i� to 18-5-10, Interior(1) 18-5-10 to 25-8-0, Exterior(2) 25-8-0 to 31-3-3, Interior(1) 31-3-3 to 39-8-0 zone;C-C for members and forces & ♦♦♦ ••'� G N S+'• F•�•. 0 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ♦ V 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. N O 34869 •� 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 = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 0 •• �(/ •�(/ 2=716,8=716. �i ••• 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ` Q;•� ♦♦ sheetrock be applied directly to the bottom chord. 0 • • �♦ . 1111111��``` Julius Lee PE No.34869 MTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS&TP/1 Qua9ty C~a, DS849 and BCSI Building Component 6904 Parke East Blvd. BMW Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Dupont T20455624 772591-X A6 Hip 1 1 Job Reference tional American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 12 13:48:47 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-YM6zDm W2RLW5ldKSiRstOgfKtRHPPJMDJ5wf07z7?tk 1 7 6 0 11-0-0 16-10-8 21-9-8 27-8-0 31-2-0 38.8-0 3 8- 0.0 7-6-0 3-6-0 5-10-8 4-11-0 5-10-8 3 6 0 7-6.0 0 0 5.00 12 3x8 = 5x6 = 5x8 = 3x4 = 5x6 = 4 23 524 625 26 7 14 13 12 11 5x8 = 3x4 = 46 = 3x8 = 3x8 = Scale = 1:69.9 = 4 J I6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.73 BC 0.62 WB 0.34 Matrix -AS DEFL. in (loc) I/defl Lid Vert(LL) -0.26 13 >999 360 Vert(CT) -0.52 11-13 >898 240 Horz(CT) 0.14 9 n/a We Wind(LL) 0.34 13 >999 240 PLATES GRIP MT20 244/190 Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-14, 6-11 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-186(LC 10) Max Uplift 2=716(LC 12), 9=716(LC 12) Max Grav 2=1485(LC 1), 9=1485(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3056/1902, 3-4=-2831/1792, 4-5=2378/1599, 5-6=2999/1904, 6-7=2374/1598, 7-8=2835/1795, 8-9=-3057/1902 BOT CHORD 2-14=1625/2779, 13-14=-1608/2953, 11-13=1609/2953, 9-11 =1 63312780 WEBS 3-14=-384/413, 4-14=-454/883, 5-14=809/491, 6-11=-812/493, 7-11=-456/886, 8-11=-383/412 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. r139 and11 27 rExtenor(2) C�",' to 16 5 10Elntetior(1) 6 5 10 to 8 O 27 8 0 to 33 1r10, Intenor(1) 33 16110 t 8 0 zone C-C1fo0r members ����)\"tus E •• �i� forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,�� ••',G IV S+ F•••• 3) Provide adequate drainage to prevent water ponding. �� V • 4) All plates are MT20 plates unless otherwise indicated. ' 34869 •� 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (it --lb) r 2=716, 9=716. - 144 Z 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 0 P i��';� ,• • R , ���,�� Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 a WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTekel connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiT@k` 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 ANSLIMI Quality Criteria, DS849 and SCSI Bu9ddng Component 6904 Parke East Blvd. SahtylMormst/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455625 772591-X A7 Hip 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:48 2020 Page 1 ID:R WGiORDIF509gYXBdOupOozidd5-OYgMR6XgCeeyNnveG8N6w2CVTrbM81UMYffDyZz7?tj 1 0 (} 5 8 11 9 M 16-2-15 22-6-1 + 29 8 0 32-11-5 3_ 36 8 Q 5 8 11 3-3-5 7-2-15 6-3.2 7-1-15 3-3 5 5-8.11 0 0 Scale = 1:69.9 3x6 = 5x6 = 5.o0 12 3x4 = 4 23 24 25 5 5x6 = 26 27 5x6 = 287 14 13 12 11 5x10 = 3x4 = 3x8 MT20HS = 3x8 = 3x6 = 4 D I¢ LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.68 BC 0.70 WB 0.41 Matrix -AS DEFL. in (loc) Vdefl L/d Vert(LL) -0.33 13 >999 360 Vert(CT) -0.69 13-14 >671 240 Horz(CT) 0.16 9 n/a n/a Wind(LL) 0.44 13 >999 240 PLATES MT20 MT20HS Weight: 180 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 6-11 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=155(LC 10) Max Uplift 2=-716(LC 12), 9=716(LC 12) Max Grav 2=1485(LC 1), 9=1485(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3156/1984, 3-4=-2926/1806, 4-5=2670/1720, 5-6=-3662/2233, 6-7=2691/1729, 7-8=2914/1800, 8-9=-3153/1986 BOT CHORD 2-14=1720/2881, 13-14=2010/3580, 11-13=-2002/3574, 9-11=-1730/2878 WEBS 3-14=304/349, 4-14=-386/829, 5-14=1121/709, 5-13-0/269, 6-13=0/271, 6-11=1095/698, 7-11=-386/829, 8-11=312/353 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39R; eave=5ft; Cat. `, 11111111rrrr� 14-5-10, I teriiorG) 14-5-10 to 29-8-0,(Exterio to35-1-10, Interior(1) 35-1 1to0 t39-8-0 for orcest& ,,��`,us (2))29-" zo e;�C-C embers and MWFRS for Lumber DOL=1.60 E N •• �i� reactions shown; plate grip DOL=1.60 ,�� e•'�G S F•••• �.0 3) Provide adequate drainage to prevent water ponding. �� • 4) All plates are MT20 plates unless otherwise indicated. : 34869 •� 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) Provide mechanical connection truss to bearing 100 lb r (by others) of plate capable of withstanding uplift at joints) except 0=1b) 2=716, 9=716. fi �• �(/ 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. •• t(/ 40 P •• 9) NOT SYMETRICAL ,f� ����� �j` •• • - R , �r1,��. .,"111 rrr►nn1111` Julius Lee PE No.34869 MTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11111-7473 rev. 10103/2015 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPoI Quality CdteM, DSB419 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tama, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455626 772591-X A8G Roof Special Girder 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:49 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-UkEkeRYlyymp_xUggsuLTFke4FwPt8vWnPPm U?z7?ti -10 7-0-0 13-0-0 19-0-0 25-8-0 27.8-0 29.8-0 33-10-2 38-8-0 3 7Z 6-0-0 6-0-0 6 8 0 2-0 0 2 0 0 4 2-2 4-9-14 Scale = 1:72.6 Special Sx8 4x4 = 5.00 12 NAILED NAILED Sx6 = 5x6 = 5x6 = 5x8 = 7 298 17 16 15 13 12 3x6 _ 4x4 = 30 31 NOP2X STP = NOP2X STP = 14 34 3x4 = US— 3x8 — Special NAILED NAILED US = 3x4 = 7-0-0 13-0-0 19-0-0 25 B-0 29&0 38 8-0 7-0-0 fi-0-0 6-" 6-0-0 4-0-0 9-0-0 Plate Offsets (X,Y)— [3:0-3-0,0-2-41,[5:0-2-8,0-3-01,[6:0-5-4,0-2-81,[7:0-3-0,0-2-4],[8:0-3-0,0-2-41,[10:0.8-0,0-0-101,[16:0-2-8,0-3-0) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 12-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.30 12-23 >780 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 17-20 >999 240 Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-155(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=388(LC 8), 16=-618(LC 8), 15=639(LC 25), 10=372(LC 25) Max Grav All reactions 250 lb or less at joints) except 2=736(LC 17), 16=1421(LC 17), 15=1099(LC 14). 10=687(LC 14) "Special" indicates special hanger(s) or other connection device(s) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/548, 3-4=-1080/553, 4-5=112/475, 5-6=156/561, 6-7-779/516, 7-8=-732/438, 8-9=841/431, 9-1 0=1 182/625 BOT CHORD 2-17=-459/1123, 16-17=-476/301, 15-16=-561/347, 13-15=241/685, 12-13=185/648, 10-12=-477/1079 WEBS 3-17=164/325, 4-17=-743/1719, 4-16=1253/746, 5-16=284/304, 5-15=-479/480, 6-15=-1364/595, 9-12=-428/301 required at location(s)shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 bads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint 2, 618 lb uplift at joint 16, 639 lb uplift at joint 15 and 372 lb uplift at joint 10. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 297 lb down and 326 lb up at 7-0-0 on top chord, and 378 lb down and 113 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 '111111111//j�, us 34869 cc ♦ SS'O N A 11111 Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/0312015 BEFORE USE. -- Design valid for use only with MI ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 ANSUTP/1 qualify Criteria, DSB-89 end SCSI Bulkffng ceawnOW 6904 Parke East Blvd. SatW inrormetbn available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 b Truss Truss Type Qty Ply Dupont T20455626 2591-X r77 A8G Roof Special Girder 1 1 Job Reference (optional) American Builder Supply, Sanford, FL ts.3:3D s May b zuzu mi I eK Inaustrles, inc. t-n dun 1z 13:4t5:4V zuzu rage z ID:RWGiORDIF509gYXBdOupOozldd5-UkEkeRYlyymp_xUggsuLTFke4FwPt8vWnP PmU?z7?ti LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 1-3=54, 3-6=54, 6-7=54, 7-8=54, 8-11=54, 18-21=20 Concentrated Loads (Ib) Vert: 3=166(F) 17=378(1`) 24=-116(F) 26=-116(F) 30=63(F) 31=63(F) AWARN/NG - Verliy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 114II-7473rev. 10/032015 BEFORE USE. easess . 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 Welding 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 ANSYMI Quality C~a, DSO-89 and BCSi Building Component 6904 Parke Fast Blvd. Se" inlbrmWdon available from Truss Plate Institute, 218 N. Lee Street, Suke 312, Alexandria, VA 22314. Tampa, FL 36610 Job russ Truss Type Ply Dupont T20455627 772591-X A9 Hip �Qty 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:51 2020 Page 1 ID: RWGiORDiF509gYXBdOupOozldd5-yxo6mYwjGugc5300ZQa?THspeDucZpf?38J 1 Qz7?th 7.6-0 15-0-0 17 23-8-0 31-2-0 38$-0 3 0-0 72-0 7-6 0 2 0 0 4 6A 2-0.0 7-6-0 7-6-0 0-0 Scale = 1:71.2 3x6 = 10-0-0 5.00 12 5x8 = 3x4 i 5x6 = 5x6 = 3x4 6 7 7x8 = 4x6 = 3x4 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.62 BC 0.95 WB 0.80 Matrix -AS DEFL. Vert(ILL) Vert(CT) Horz(CT) Wtnd(LL) in (Joe) Udefl Lid -0.32 13-14 >999 360 -0.58 13-14 >801 240 0.13 9 rile n/a 0.28 13 >999 240 PLATES GRIP MT20 244/190 Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 "Except` BOT CHORD Rigid ceiling directly applied. 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-279(LC 10) Max Uplift 2=716(1_C 12), 9=716(LC 12) Max Grav 2=1506(LC 17), 9=1506(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3123/1806, 3-4=-2883/1704, 4-5=1933/1326, 5-6=1952/1342, 6-7=1933/1326, 7-8=2883/1704, 8-9=-3123/1806 BOTCHORD 2-14=-1545/3041, 13-14=-1079/2237, 11-13=-1087/2100, 9-11=-1553/2831 WEBS 3-14=-478/443, 4-14=-300/805, 4-13=726/589, 5-13=-3981662, 7-11=-299/804, 8-11=-478/443, 7-13=727/589, 6-113=398/663 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-10-6, Interior(1) 2-10-6 to 17-0-0. Exterior(2) 17-0-0 to 27-1-10, Interior(1) 27-1-10 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Tit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 2 and 716 lb uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I1/11111/1�� pous GENS• ..�40 No 34869 �� • IA,�L,�l.a 11 Q � Julius Loa PE No.34869 MiTek USA, Inc. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 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 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 truss systems, see ANSI Qu&ft CNfarla, DS849 and SCSI BulkUng 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 Dupont T20455628 772591-X A10 Hip 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:34 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-Qsg3UJMuVLtxherySC7pM5d58CmBtQYJKaGTSNz7?tx 1-0 Q 7 6 0 15-0-0 19-0-0 23-8-O 31-2-0 _ 38 6-0 3A-8-Q 700� 720P 7S0 4�-0 440 780 _ 760 ' 5.00 12 5x8 = 2x4 11 5x8 = 4 22 5 23 6 l:1 zo L/ 12 Lull Le lU 5x8 = Us = 3x8 = Us = 3x4 = 3x8 = Scale = 1:71.2 10-0-0 194-0 28-" 38-8-0 10-" 9-4-0 94-0 10-04) Plate Offsets (X,Y)— [2:0-0-2,Edge], [3:0-3-0,0-3-4], [4:0-4-0,0-1-131, [6:0-4-0,0-1-131, [7:0-3-0,0-3-4], [8:0-4-2,0-1-8], [13:0-4-0 0-3-0] LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.32 12-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.58 12-13 >798 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.13 8 file n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Wind(LL) 0.28 12 >999 240 Weight: 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied. 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-248(LC 10) Max Uplift 2=716(LC 12), 8=-716(LC 12) Max Grav 2=1509(LC 17), 8=1509(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3132/1874, 3-4=-2889/1758, 4-5=-2228/1510, 5-6=2228/1510, 6-7=2889/1758, 7-8=313211874 BOT CHORD 2-13=-1611/3026, 12-13=-1080/2209, 1D-12=-1089/2091, 8-10=-1619/2840 WEBS 3-13=-490/496, 4-13=-349/817, 4-12=1051408, 6-12=-105/409, 6-10=-349/816, 7-10=-490/496 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2) to 2-10-6, Interior(1) 2-10-6 to 15.0-0, Exterior(2) 15-0-0 30V$ F I4# (directional) and -1-0-0 �� .. • G E N S+'•. �s►� to 20-5-10, Interior(1) 20-5-10 to 23-8-0, Exterior(2) 23-8-0 to 29-1-10. Interior(1) 29-1-10 to 39-8-0 zone;C-C for members and ,�� .•'� F �•.� forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� .0� 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. NO 34869 •� 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 = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=716, 8=716. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum '�� • O `ID sheetrock be applied directly to the bottom chord. S1 •., • R �,. I • I5'O N A' Julius Lee PE No.34869 M[Tek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: June 12,2020 a WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/lPlf Quality Criterfa, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Saretyinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job cuss Truss Type Ply Dupont T20455629 772591-X A11 Hip �Qty 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:35 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-u2ORifNWFf?oJnQ8?we3vl9HPb4CcuOSYD01?pz7?tw 1 7 6 0 13-0-0 19-4-0 25 8 0 31-2-0 38-8-0 0 0 76 0 5 6-0 6-4-0 6 4-0 5 6 0 7-11 0.0 5x6 = 2x4 II 5x6 = 4 21 22 5 23 24 6 IJ LO Lr 12 -.. zo zu -IV 3x8 = 5x8 = 3x8 = 44 = 3x4 = 3x8 = Scale = 1:69.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.70 BC 0.96 WB 0.34 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Well L/d -0.29 12-13 >999 360 -0.55 12-13 >836 240 0.13 8 n/a n/a 0.31 12 >999 240 PLATES GRIP MT20 2441190 Weight: 183 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 -Except- BOT CHORD Rigid ceiling directly applied. 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=217(LC 11) Max Uplift 2=-716(LC 12), 8=716(LC 12) Max Grav 2=1485(LC 1), 8=1485(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3065/1895, 3-4=-2826/1780, 4-5=2586/1716, 5-6=2586/1716, 6-7=2827/1780, 7-8=3066/1895 BOT CHORD 2-13=-1626/2913, 12-13=-1206/2314, 10-12=-1213/2267, 8-10=-1633/2790 WEBS 3-13=-425/449, 4-13=-273/678, 4-12=252/567, 5-12=-384/390, 6-12=-251/566, 6-10=-273/678, 7-10=-425/449 NOTES- is design. of live s have been considered for 2) Wind: hC-C4Exterior() 1111 C; Encl., GCp 018; MWF Ss (directionnd al) 1-0-0 o 2 10-6 Irlterior(1) 10-6 to 113-0-0, Exterior(2) 13-0-0 ���,���j� and ,`��,,,��Uus' to 18-5-10, Interior(1) 18-5-10 to 25-8-0, Exterior(2) 25-8-0 to 31-3-3, Interior(1) 31-3-3 to 39-8-0 zone;C-C for members and forces & ♦♦ ••••� C E N S+'•.• I1 F MWFRS or reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ♦ V 3) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.Opsf. '0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) „13 �• •• i(/ 2-716, 8=716. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ��i'� •' ( P;•• ����♦ O 0 R sheetrock be applied directly to the bottom chord. �j� ♦♦ Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41II-7473 rev. 1010312016 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 Crffalfa, DSB49 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 ss Truss Type Qty Ply Dupont T20455630 772591-X [Arlu2 Hip 1 1 Job Reference(optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:36 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-MEypv?N8Oy8fwx?KZdAIR WiRd?W WLLRbntlaXFz7'?ty a 0 q 7-0 0 11-0-0 1 > 10 0 22-1-5 27 8 0 3�+ 1110 3 8- -0-0 7-0-0 3- -0 5-10-0 5-3-0 5-6 11 3-6-0 7-10 "n 5.00 12 3x8 = 5x8 = 5x6 = 3x4 = 5x6 = 4 23 524 6 25 7 14 13 12 11 5x8 = 3x4 = 4x6 = 3x8 = 3x6 = Scale = 1:69.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TC 0.73 BC 0.64 WB 0.35 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) -0.26 13 >999 360 Vert(CT) -0.56 11-13 >829 240 Horz(CT) 0.14 9 n/a n/a Wind(LL) 0.34 13 >999 240 PLATES GRIP MT20 244/190 Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 6-11 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=186(LC 11) Max Uplift 2=716(1_C 12), 9=716(LC 12) Max Grav 2=1485(LC 1), 9=1485(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3055/1905, 3-4=-2829/1795, 4-5=2374/1600, 5-6=2997/1901, 6-7=2346/1583, 7-8=2859/1811, 8-9=3065/1898 BOT CHORD 2-14=-1627/2778, 13-14=-1606/2959, 11-13=-1607/2932, 9-11=-1630/2786 WEBS 3-14=386/414, 4-14=-460/888, 5-14= 821/490, 6-11=823/513, 7-11=-483/919, 8-11=-377/412 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=581t; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 to 114)-0, Exterior(2) 11-" to 16-5-10, Interior(1) 16-5-10 to 27-8-0, Exterior(2) 27-8-0 to 33-1-10, Interior(1) 33-1-10 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=1b) 2=716, 9=716. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11111111//II 0o�30US• N S 34869 S *: :* 'J;JAJL4� • Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 very the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSYMI puaft Cdteda, DSB-69 and SCSI Building Component 6904 Parke East Blvd. SdeW Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job cuss Truss Type Qty Ply Dupont T20455631 772591-X [A13 Hip 1 I1 Job Reference(optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:37 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-qR WB7LOmnGGWY5ZX7LhXJEdFPrn4nilOXV73iz7?tu 16-22 5 22-6-1 29-8-0 g2211-5 3B-8-0 3 8- 5 811 3 3 5 7-2-15 6-3 2 7-1-15 3 3 5 5-8-11 0 0 5.00 12 5x6 = 3x4 = 23 24 25 5 5x6 = 26 27 5x6 = 287 Scale = 1:69.9 Ia 3x6 = 14 13 12 11 5x10 = 3x4 = 3x8 MT20HS = 3x8 = 3x8 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.68 BC 0.70 WB 0.41 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl L/d -0.33 13 >999 360 -0.69 13-14 >671 240 0.16 9 n/a n/a 0.44 13 >999 240 PLATES MT20 MT20HS Weight: 180 lb GRIP 2441190 1871143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 6-11 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=716(LC 12), 9=716(LC 12) Max Grav 2=1485(LC 1), 9=1485(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3156/1984, 3-4=-2926/1806, 4-5=267011720, 5-6=3662/2233, 6-7=2691/1729, 7-8=-2914/1800,8-9=-3153/1986 BOT CHORD 2-14=-1720/2881, 13-14=-2010/3580, 11-13=-2002/3574, 9-11 =-1 729/2878 WEBS 3-14=-3041349, 4-14=-386/829, 5-14=1121/709, 5-13=0/269, 6-13=0/271, 6-11=-1095/698, 7-11=-386/829, 8-11=312/353 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. 114-5-10, InteriorG) 14-5 10 to 29 8-0 (dExterior(2))29 8 0 t 35 1r10,2nteno (1) 35 70 D t t39 8-0 C fob members f t& zone0C and ♦���`,�v1`1US '• �i� MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ♦♦� ,•'� (, E N S �. lC•'•• adequate drainage to prevent water ponding. ♦ 4) All plates are MT20 plates unless otherwise indicated. N O 34869 10 •� 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. ' * 6) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection others) of truss to bearing 100 lb '0 : cc (by plate capable of withstanding uplift at joint(s) except 0=11t) 2=716, 9=716. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum 40 '��,♦♦ sheetrock be applied directly to the bottom chord. �• R , P E%% /0NAl Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 � aWARNIN(3 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mk-7477 rev. 10/032015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANSIfrM1 Quality Criteria, DSS40 and SCSI Bulkling 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 Dupont T20455632 772591-X �Al4G HIP GIRDER 1 Job Reference (optional) American liwlaer bupply, baniora, FL d.3JU s may a ZUZU ml I eK Inausmes, Inc. rn Sun 1z i S:4C:4i Zulu rage i ID: RWGiORDIF509gYXBdOupOozldd5- CliyiRHrVmx1 itIMArr8ZP rVOHH?WEKx9TLCTz7?tq 1 0 q 7 0 0 12-0 4 16 10-12 21-9 4 + 26 7-12 31 8-0 38 8-0 39 8-Q 7-0.0 5-0-0 4-10-8 4-10-8 4-10.8 5-11-4 7-0-0 -0-0 Scale = 1:69.9 NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED US = _ Special 5.00 FIT US 2x4 II NAILED 4x4 = NAILED 7x6 2x4 II NAILED 6x6 = 3 2324 25 4 26 27 28 5 29 30 6 31 32 33 7 34 3536 8 18 37 38 17 39 40 16 15 41 42 14 13 43 44 12 45 46 11 NOP2X STP = 2x4 11 NAILED 4x10 = 5x8 MT20HS = NAILED 2x4 11 4x10 = NAILED 2x4 11 NOP2X STP = 4x6 = Special NAILED NAILED NAILED 2x4 II 5x8 MT20HS =NAILED NAILED Special 4x6 = NAILED NAILED NAILED NAILED 700 1204 161012 21-94 + 267-12 3180 3880 71111 Fll� d_1r1..R d-1nJi d_1t1A F11..d 71Lr1 Plate Offsets (X,Y)-- [3:0-3-010.2-9],(6:0-2-8,0-4-8],]8:0-3-0,0-2-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.36 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.67 14-15 >697 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.48 14-15 >965 240 Weight: 454 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-6,6-8: 2x6 SP 240OF 2.0E BOT CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=124(LC 6) Max Uplift 2=-1452(LC 8), 9=1451(LC 8) Max Grav 2=3103(LC 1), 9=3100(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7489/3365, 34=9940/4553, 4-5=9935/4549, 5-6=11434/5230, 6-7=9917/4541, 7-8=9922/4545, 8-9=7480/3361 BOT CHORD 2-18=2972/6857, 17-18=2968/6823, 15-17=5043/11434, 14-15=5043/11434, 12-14=5043/11434, 11-12=2964/6816, 9-11=2968/6849 WEBS 3-18=-79/699, 3-17=-1606/3669, 4-17=692/561, 5-17=1768/785, 5-15=0/420, 6-14=0/421, 6-12=-1789/795, 7-12=-684/558, 8-12=-1601/3657, 8-11=-79/700 Structural wood sheathing directly applied or 3-10-5 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131`xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 (It --lb) 2=1452, 9=1451. 10) "NAILED" indicates 3-1 Od (0.148'W") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 297 lb down and 326 lb up at 7-0-0, and 297 lb down and 326 Ib up at 3141-0 on top chord, and 378 lb down and 113 lb up at 7-0-0, and 378 lb down and 113 lb up at 31-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 111111111111 %vllUS CEF��i�i .� • D ENS �0 .� �.� cam'••,40 No 34869 O N A►- E 00 �. ���///IIIli111�, Julius Lee PE No.34869 MITek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 ndard AWARNiNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 1010312015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required lot 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 ANSIMMI Qu"W Cifterla, DSB 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 Qty Ply Dupont T20455632 772591-X A14G HIP GIRDER 1 A L Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 M7ek industries, Inc. Fri Jun 12 13:48:41 2020 Page 2 ID:RWGiORDIF509gYXBdOupOozldd5 jCliyiRHrVmxlitlMA1T8ZPIVOHH?WEKx9TLCTz7?tq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-8-54, 8-10=54, 2-9=20 Concentrated Loads (lb) Vert: 3=166(B) 8=166(B) 18=-378(B) 5=116(B) 15=63(B) 6=116(B) 14=-63(B) 11=-378(B) 23=116(B) 25=116(B) 26=116(8) 28=116(B) 29=116(B) 30=-116(B) 31=116(B) 33=-116(B) 34=-116(B) 36=116(B) 37=-63(B) 38=-63(B) 39=-63(B) 40=63(B) 41=63(B) 42=63(B) 43=-63(B) 44=-63(B) 45= 63(B) 46=-63(B) a WARNING • Very design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with Mrrek® 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 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 ANS&TPl1 Quality Cdtede, DS849 and SCSI Building Component 6904 Parke East Blvd. Sshtylydonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455633 772591-X B1 Hip Girder 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8,330 s May 6 2020 MTek Industries, Inc. Fri Jun 1213:48:52 2020 Page 1 ID: R WGiORDIF509gYXBdOupOozldd5-uJwsGTaBFt9NrPDPV_S25uMCnSuk4cDyTNdQ5Kz7?tf 7-0-0 10 0 0 13-0-0 20-04) 7-0-0 3-0 0 3-0 0 7-0-0 1-0 0 FJFRWr— Special NAILED 4x8 = Special NAILED 2x4 I 4x8 = 2 17 3 18 4 3x8 = 2x4 11 4x4 = NAILED 3x8 = 2x4 11 3x8 = Special NAILED Special Scale = 1:35.6 7-0-0 10-0-0 13 0-0 20-0-0 7-0 0 3-0 0 3-0-0 7-0-0 Plate Offsets (X,Y) - [1:0-8-0,0-0-2], [2:0-5-4,0-2-0], [4:0-5-4,0-2-0], [5:0-8-4,0-0-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.12 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.24 7-16 >985 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 10-13 >999 240 Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except- TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins. 2-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. BOT CHORD 20 SP M 30 *Except* 5-9: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-121(LC 6) Max Uplift 1=-663(LC 8), 5=741(LC 8) Max Grav 1=1462(LC 1), 5=1518(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3212/1457, 2-3=-3107/1486, 3-4=3107/1486, 4-5=3206/1449 BOT CHORD 1-10=-121312904, 8-10=-1217/2932, 7-8=1208/2926, 5-7=-1205/2898 WEBS 2-10=69/614. 2-8=278/364, 3-8=324/301, 4-8=-276/367, 4-7=59/610 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat.� Exp Encl., GCpi=0.18; MWFRS , 11; C; (directional); Lumber DOL=1.60 plate grip DOL=1.60 �`` �`�V g �� � 3) Provide adequate drainage to prevent water ponding. 4) All MT20 indicated. �� • •.. 0 C E �•. plates are plates unless otherwise ,�� ,•'� INS* V F ••. 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 34869 •: will fit between the bottom chord and any other members. = * * = 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 663 lb uplift at joint 1 and 741 lb uplift at •: joint 5. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. ; 'fl • .: 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 297 lb down and 326 lb up at p 7-0-0, and 297 lb down and 326 lb up at 13-0-0 on top chord, and 378 lb down and 113 lb up at 7-0-0, and 378 lb down and 113 lb 12-11-4 bottom The design/selection .0O 40 up at on chord. of such connection device(s) is the responsibility of others. •� O 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �j` (j ON LOAD CASE(S) Standard , ,//111111111111110 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Julius Lee PE No.34869 Vert: 1-2=54, 2-4=54, 4-6=54. 11-14=-20 MTTek USA, Inc. FL Cart 6634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 2=-166(F) 4=166(F) 10=378(F) 7=-378(F) 17=116(F) 18=-116(F) 19=-63(F) 20=-63(F) Date: June 12,2020 ICI AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE I0110-7473 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 propedy 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 ANSYTPlt quality CrKens, DSO-89 and SCSI Building Component 6904 Parke East Blvd. SarefylrNormstibn available from Truss Plate Institute, 218 N. Lee Strest, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty, Ply Dupont T20455634 772591-X B3H Jack -Open Girder 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 6.33U S May 6 ZUZU MI I eK Industries, Inc. t-n Jun 1Z 13:4ts:b3 ZUZU rage i ID:RWGiORDIF509gYXBdOupOozfdd5-MWUFUpbpOBHETZob3izHd5vTisM8p6L6h1N dmz7?te 1 0 3-0-0 7-0-0 J 3-0.0 4-0-0 Scale = 1:15.6 NAILED 4x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.15 5-6 >542 360 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.32 5-6 >264 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.13 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.20 5-6 >407 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 4--Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=102(LC 8) Max Uplift 4=89(LC 4), 2=-188(LC 8), 5=-26(LC 8) Max Grav 4=106(LC 1), 2=337(LC 29), 5=174(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=391t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 24)-0 wide will f8 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 89 lb uplift at joint 4, 188 lb uplift at pint 2 and 26 lb uplift at joint 5. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3.4=54, 5-7=20 Concentrated Loads (lb) Vert: 3=-13(B) 6=-19(B) `III11111/IIIIII S ENS+ • '�i No 34869 <pRI ♦�. ONa�E`:� 111111111��, Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi rekW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HE building design. Bracing indicated is to prevent budding 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 ANSMII Qua9ty 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 Ply Dupont T20455635 772591-X BSH Jack -Open 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:54 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-qi 1 dh9bRnUP55iNodPU WAJSazGcBYYoFwh6XADz7?td 1 0 0 5-0-0 7-0-0 1�0 00 5-0-0 2-0.0 3x4 = 40 = 5-0-0 7-0-0 5-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Wind(LL) in (loc) I/dell Ltd -0.15 6-9 >544 360 -0.31 6-9 >269 240 -0.11 4 n/a n/a 0.32 6-9 >263 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=147(LC 12) Max Uplift 4=-44(LC 8), 2=-178(LC 12), 5=-83(LC 12) Max Grav 4=52(LC 1), 2=316(LC 17), 5=206(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-196/336 Scale = 1:16.8 A N N PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 to 5-0-0, Exterior(2) 5-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live bad 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 44 lb uplift at joint 4, 178 lb uplift at joint 2 and 83 lb uplift at joint 5. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `,,,IIIIIIIIII//�I 34869 R , Gi ,% 40 ON Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Wake, 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 ANWMI Quality Criteria, DS649 and SCSI SuBoUng 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 Dupont T20455636 772591-X C1H Jack -Open 2 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 12 13:48:54 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozldd5-qi1 dh9bRnUP55iNodPU WAJSWOGgOYZMFwh6XADz7?td -1-0-12 0-11-4 1-0-12 0-11-4 5.00 12 5 4 5x8 MT20HS 11 NOP2X S 0.11-0 Scale: 1/2"=1' Plate Offsets (X,Y)— 12:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.00 4-5 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.15 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=0-6-0, 3=Mechanical, 4=Mechanical Max Horz 5=211(LC 12) Max Uplift 5=365(LC 10), 3=192(LC 12), 4=-354(LC 12) Max Grav 5=401(LC 12), 3=146(LC 10), 4=257(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 fa between the bottom chord and any other members. 5) Refer to girder(s) truss to truss connections. r6) Provide truss to bearing 3651b 5, 192 lb mechanical connecti n (by others) of plate capable of withstanding uplift at joint uplift at joint 3 and 354 lb uplift at joint 4. 4* ` 34869 gyp: 1 stm In 1110 Julius Lee PE No.34869 MTTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03R015 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 miss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSUfPIf OuaUty Crhod4 DS849 and SCSI Building Component 6904 Parke East Blvd. Sa lyinrormadon available from Truss Plate Institute, 218 N. Lee Street, Sufte 31 Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Dupont T20455637 772591-X C1HA Jack -Open 2 1 Job Reference(optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 12 13:48:55 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozldd5Jub?vVc3YoXyisy_A7?liW Itf5jHOcO9Ls4ifz7?tc -1-0-12 i 0-11-4 , 1:12 011-4 5.00 12 NOP2X STP = PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. Scale: 1/2"=1' Plate Offsets (X,Y)— [2:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.DO Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MR Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 4=0-3-8, 4=0-3-8 Max Horz 3=83(LC 12), 4=127(LC 12), 4=30(1_C 1) Max Uplift 3=-50(LC 8), 4=-153(LC 12) Max Grav 3=62(LC 20), 4=93(LC 17), 4=71(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrerlt 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) Refer to for truss to truss 1 ,t%J 1111111f f 1��' girder(s) connections. 6) Provide mechanical connection others) truss to bearing 50 lb 3 153 lb �� vL�U S ( F �j (by of plate capable of withstanding uplift at joint and uplift at 4. �� •.. • G E N • �4- joint �� S ••V� �•• 0 7) N/A ♦♦ ♦ •� � .0 ft No 34869 *c'= OR\OP,����•♦• S/O N AL ti %%%�`. �'��nu n 11111 Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7I73 rev. 10/0312015 BEFORE USE. - Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters 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 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 truss systems, see ANSYM1 Dualky Cdteria, DSB-89 and SCSI Buflcling Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455638 772591-X CA Jack -Open 10 1 Job Reference(optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 1213:48:56 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozldd5-n59N6rdhJ6fpKOWAkgW FkXO03U OTsYO?beE5z7?tb -1-0-0 + 1-0-0 1-M 1-0-0 n Y 0 2x4 = Scale = 1:6.5 1-0-0 Plate Offsets (X,Y)— [2:0-1-14,0.0-10] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=56(LC 12) Max Uplift 3=-5(LC 9), 2=-128(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=19(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown- NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39 t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.(>0 2) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. ,,tiliI11 e mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 128 lb uplift at 6) pet S. 2. `,,��,v`r♦LI ,,' ` GENS' 34869 ;��0�, Julius Lee PE No.34869 MiTek USA, Inc. FL Gait 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI iEK REFERENCE PAGE Mll•7473 rev. 10/032015 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 erly truss system. Before use, the building designer must verify the applicability of design parameters and propincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANS MI Quality Cdtarfa, DS848 and SCSI aulkling Component 6904 Parke East Blvd. So" Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455639 772591-X CAP CORNER JACK 4 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:56 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozldd5-n59N6rdhJ6fpKOWAkgW FkXO03UyOTsYO?beE5z7?tb -1-0-0 1-M 1-0-0 1-" 2x4 = 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=56(LC 12) Max Uplift 3=-11(LC 9), 2=-147(LC 12), 4=-9(LC 9) Max Grav 3=9(LC 1), 2=118(LC 1), 4=11(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:6.5 PLATES GRIP MT20 244/190 Weight: 5 ib FT = 20% Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES, 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 11 lb uplift at joint 3, 147 lb uplift at joint 2 and 9 lb uplift at joint 4. `"Its 1111II##" I %LIUS CFF��i�i `%% ..��GEINSF•. 34869 . i SS 4 0 R I0 ��`�`�•� ;0 N A"11111' ,,,��. Julius Lee PE No.34869 MiTek USA, Inc. FL Carl 66M 6W4 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1UTEK REFERENCE PAGE MII.7473 rev. 10/032015 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 ANSUM1 Quality CrMsrfe, DSB49 and BCSI Builtling 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 Dupont T20455640 772591-X CJ3 Jack -Open 8 1 Job Reference (optional) American Builder Supply, Sanford, FL 1-0-0 2x4 = 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:57 2020 Page 1 ID: R WGiORDIF509gYXBdOupOozidd5-FHjIJAeJ4PngyA5N IX2Dox4BOTpntw5hcfLBmYz7?ta Scale = 1:10.8 3-0-0 3-0-0 Plate Offsets (X,Y)— [2:0-1-14,0-0-10] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=100(LC 12) Max Uplift 3=-53(LC 12), 2=123(LC 12) Max Grav 3=72(LC 17), 2=172(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentt 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) Refer to girder(s) for truss to truss connections. ,,'ll,111 f I 6) Porov 2 e mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 123 lb uplift at )LIU $• C��I,,��� � � DENS• �i 34869 0 N AL Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6W4 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/032015 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 WOW 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 ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Sa" Informadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Dupont T20455641 772591-X CJ3P CORNER JACK 4 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:58 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozldd5-jTH8XWfxrjvXZKgZsFZSK9cLwt85UMLrt141J z7?tZ -1-0-0 3-0-0 1 0-0 3-0.0 3x4 = 3-0-0 Scale = 1:10.8 3-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=100(LC 12) Max Uplift 3=-64(LC 12), 2-179(LC 12), 4=41(LC 9) Max Grav 3=64(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39R; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right expGsed;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 64 lb uplift at joint 3, 179 lb uplift at joint 2 and 41 lb uplift at joint 4. ENS No 34869 :; 4U Z. s`S/o N aL �?•��• '111111111111��, Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/OJ2015 BEFORE USE. Design valid for use only with MIT&O 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 ANSUMI Qua ffy Criteria, DSB-89 and BCSI Building Component 68D4 Parke East Blvd. Safety/nformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type City Ply Dupont T20455642 772591-X CJ5 Jack -Open 8 1 Job Reference(optional) American Builder Supply, Sanford, FL tl.33U S May b ZUZU MI I eK Inaustries, mC. t-n Jun 1Z 13:40:ot5 ZUZu rage i ID:RWGiORDIF509gYXBdOupOozldd5-jTH8XWfxdvXZKgZsFZSK9cHFt5nUMLrr14U z7?IZ 1 0 5-0-0 _ do0 5-M Scale = 1:14.9 3x4 = 5-0-0 Plate Offsets (X Y)— [2:0-1-14,0-0-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Wind(LL) 0.06 4-7 >999 240 Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=13-8-0, 4=Mechanical Max Horz 2=144(LC 12) Max Uplift 3=103(LC 12), 2=141(LC 12) Max Grav 3=130(LC 17), 2=242(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. NOTES• 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. j1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 3 and 141 lb uplift at t`++++1111111111 �� v�,IU S joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum `�� •� G•E N's ••. �i� F •• �.0 sheetrock be applied directly to the bottom chord. :• 34869op •: 411 ON A` Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101.7473 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU7P11 Quieft Criteria, DSO-89 and SCSI Bm' &V Component 6904 Parke East BIM. 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 AlJobpRsference T20455643 772591-X E3H Jack -Open 2 (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:48:59 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozidd5-BgrVUcsfac110BUFIPy4htM90HHIEDpb 4yglrOz7?tY -1 0-12 2-11-0 1 0 12 2-11 -4 5.00 12 NOP2X STP = Scale = 1:28.0 Plate Offsets (X,Y)— [2:0-3-13,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.05 4-5 >657 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.05 4-5 >677 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.34 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MR Weight: 19 lb FT = 20% LUMBER- BRACING• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 5=0-7-4, 3=Mechanical, 4=Mechanical Max Horz 5=257(LC 12) Max Uplift 5=118(LC 8), 3=161(LC 12), 4=156(LC 12) Max Grav 5=185(LC 1), 3=11O(LC 17), 4=59(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; E:xp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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-" wide will fit between the bottom chord and any other members. ,`,�+►11 11/, j�, 5) Refer to girder(s) for truss to truss connections. ,,� vL�U S L� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 5, 161 lb uplift at �� .. F G joint 3 and 156 lb uplift at joint 4. �� •, �� IV 5+$;., 34869 S irONAL 1118111111 Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 1010312015 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 verity 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 ANSY M1 Quality Crlterfe, DS849 and BCS1 Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suh9 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455644 772591-X EJ5P JACK -OPEN 2 1 Job Reference (optional) American Builder Supply, Sanford, FL 1-M 3x4 = 6.33U s May 6 2UZU Mi I eK Industries, Inc. hrl Jun 12 13:49:UU ZUZU Page 1 ID: R WGiORDIF509gYXBdOupOozldd5-fsPuyCgCNK9Fpdry¢gbwPahbGgjuyGr7lcZrNsz7?tX 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=144(LC 12) Max Uplift 3=120(LC 12), 2=236(LC 12), 4=72(LC 12) Max Grav 3=125(LC 17), 2=242(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:14.9 in (loc) I/deft L/d I PLATES GRIP 0.13 4-7 >470 240 MT20 244/190 -0.05 4-7 >999 240 -0.00 3 n/a n/a Weight: 17 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=6.Opsf,, h=10ft; B=72ft; L=41ft; eave=eft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-11-3, Interior(1) 2-11-3 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 120 lb uplift at joint 3, 236 lb uplift at joint 2 and 72 lb uplift at joint 4. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. �fflllllll►�� '0' ,������vL1US �� �, E ►V S' • ��i No 34869 W� �+'• . C?% ON Julius Lee PE No.34869 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa I'L 33610 Date: June 12,2020 AWARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE 11411.7473 rev. 10/03/2015 BEFORE USE. adl Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buikhng 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 ANSLTRI DuaBty Cdterra, DSB-88 and BCSI fil"rig Cornpomnt 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 TrussTruss Type Qty Ply DupontT20455645 r772591- X EJ7 Jack -Open 14 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:01 2020 Page 1 I D: R WGiORDIF509gYXBdOupOozldd5-72yG9YhgBeH6OnP8XN69ynEi341 nhj5HXGJPwJz7?tW -1-0-0 7-" 11 00 7-0-0 Scale = 1:19.3 U4 = 7-0-0 7-0-0 Plate Offsets (X,Y)— [2:0-1-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.09 4-7 >941 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.20 4-7 >416 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Wind(LL) 0.18 4-7 >461 240 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=189(LC 12) Max Uplift 3=-152(LC 12). 2=162(LC 12) Max Grav 3=189(LC 17). 2=315(LC 17), 4=122(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 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) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. �I,� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 3 and 162 lb uplift at 2. � v`11J$ �� F # joint 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum �� `�� .•' C E N S+ ••. �i� V F �•, �� sheetrock be applied directly to the bottom chord. �� 34869 � -0 (� = �OR1�P'��=�• % Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 111II-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 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 ANS11TPl1 Quality Crlter/a, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455646 772591-X EJ7A Jack -Open 7 1 Job Reference (optional) American Builder Supply, Sanford, FL B.3:iU S May 5 LULU Mi I eK industries, Inc. Fn Jun 1L i 6:4v:uz LULU rage 1 ID:RWGiORDIF509gYXBdOupOozldd5-bEWeNuiSuyPz2x K55dOV?MeUNhOALQmw2ySiz7?tV 7-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.09 3-6 >878 360 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.21 3-6 >399 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Wind(LL) 0.19 3-6 >445 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=155(LC 12) Max Uplift 1=-82(LC 12), 2=155(LC 12) Max Grant 1=261(LC 17), 2=191(LC 17), 3=1221LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scaie = 1:18.8 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-10-6, Interior(1) 3-10-6 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) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at pint 1 and 155 Ito uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,�r,11111111111�' %,,����� IUS LF���i�i % • GENS, .�. 34869 %,0�� C O R, .� �h111n I I I0"" Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an indiAd,wl building component, not 01 e 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 andtor 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 items". For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Crnerie, DSB49 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job cuss Truss Type city Ply Dupont �HJ T20455647 772591-X 3 Diagonal Hip Girder 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:02 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozidd5-bE WeNuiSuyPz2x_K55dOV?nOBUVW QALQmw2ySlz7?tV -1-5-0 4-2-3 r 1-5-0 4-2-3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=99(LC 8) Max Uplift 3=-68(LC 8), 2=182(LC 8) Max Grav 3=93(LC 25), 2=239(LC 25), 4=71(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.6 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 3 and 182 lb uplift at joint 2. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=20 Concentrated Loads (lb) Vert: 9=7(F=3, B=3) ,,�t111111/II�,I 30US CFF��i�i ft 34869 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 101032015 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 8 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web anAlor 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 ANSI/rPl1 Quality C~a, DSB-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 30610 Job Truss Truss Type Qty Ply Dupont T20455648 772591-X HJ3A Diagonal Hip Girder 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 12 13:49:03 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozidd54R4laEi4fFXgg5ZWeo9d1C46kukp9bwa?aoV Bz7?tU 1_ � 0 1-333 4-1-2 I1-32-9-15 3.54 12 2x4 II Scale = 1:27.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.54 BC 0.58 WB 0.17 Matrix -MP DEFL. in Vert(LL) 0.09 Vert(CT) 0.09 Horz(CT) -0.25 (loc) Vdefi L/d 5-6 >505 240 5-6 >527 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-2 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=0-8-0, 4=Mechanical, S=Mechanical Max Horz 7=253(LC 8) Max Uplift 7=320(LC 4), 4=170(LC 8), 5=-144(LC 8) Max Grav 7=233(LC 1), 4=105(LC 28), 5=62(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=236/263 WEBS 2-6=-298/572, 3-6= 456/243 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 ♦,♦�LI /t���, will fit between the bottom chord and any other members. 5) Refer to for truss to truss ♦♦♦ �LfIU $ LF I�� �j girder(s) connections. 6) Provide truss to bearing 320 lb 7, 170 lb ♦♦ C E N S '• � mechanical connection (by others) of plate capable of withstanding uplift at joint uplift at `♦♦ �.•'� i� F•••.• .0 joint 4 and 144 lb uplift at joint 5. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 34869 • ': 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i * : LOAD CASE(S) Standard • 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 "0 cc z Uniform Loads (plf) Vert: 1-2=54, 2-4=54, 5-7=20 '•A%( p;� Concentrated Loads (lb) Vert:3=26(F) '•• 0 R o ��♦♦♦ ♦♦ 019 /0NA It Julius Lee PE No.34869 MTTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Mesa 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 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 ANSUTPII Quality Crltedis DS049 and SCSI Bulling component 6904 Parke East Blvd. Safety /nrormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Truss Tlvss Type Qty PlyTJobpReference F T20455649 �11.138 Diagonal Hip Girder 1 o tional American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:04 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-YdePnajiQZfgHF8jCVgsaQsJw18gu2AjDEX3Wez7?tT -181 4-1-2 1 6-1 4-1-2 3.54 12 I$ Scale = 1:27.7 2x4 11 a NOP2X STP = 4-1-2 1 8 3310 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.02 5-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) -0.24 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 5=Mechanical, 6=0-8-0 Max Horz 6=253(LC 8) Max Uplift 4=128(LC 8), 5=101(LC 24), 6=-449(LC 4) Max Grav 4=78(LC 28), 5=37(LC 3), 6=351(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-533/425, 2-6=298/573 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=15ft; B=58ft; L=391t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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. truss to truss 6) Provide miechanicalrconnection (by others) connections.connectiontruss to bearing plate capable of withstanding 128 lb uplift at joint 4, 101 lb uplift at ,��� ....... LF����j, joint 5 and 449Ile uplift at joint 6. • `�� •.••�C E N,9'• �.� 7) "NAILED" indicates 3-10d (0.148"xV) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. �� F••. 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 34869 LOAD CASE(S) Standard * j 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54, 24=54, 5-7=20 ��)Q Concentrated Loads (lb) Vert: 3=26(8) F01 ON •' OR��p'• �.`� ,//IIII{{{{{ Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 1010312015 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 MR 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 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 buss systems, see ANSIITP11 Quaft Cfltafa, D3849 and SCSI BuMlIng Component 6904 Parke East Blvd. SalerylMormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36810 Truss Truss Type City Ply Dupont L(Job T20455650 772591-X �H,15P DIAGONAL HIP GIRDER 2 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:05 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-OpCn?wkKBtnXvPivmDB56dPXWhWzdVstSuHc34z7?tS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.02 6.7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) -0.01 5 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-3-8, 5=Mechanical Max Horz 2=144(LC 8) Max Uplift 4=-65(LC 8), 2=-356(LC 8), 5=-196(LC 8) Max Grav 4=70(LC 1), 2=344(LC 1), 5=190(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-476/390 BOT CHORD 2-7=-444/444, 6-7=-444/444 WEBS 3-6=-477/477 Scale = 1:16.2 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 65 lb uplift at joint 4, 356 lb uplift at joint 2 and 196 lb uplift at joint 5. 6) "NAILED" indicates 3-1Od skew 45 to 135 degrees (0.148" x 3") toe -nails per NDS guidelines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 12=-2(F=-1, B=-1) 13=7(F=3, 8=3) 14=17(F=-9, B=-9) I$ oitI111111111I ��VLIUS i ,icei 34869 • i���'i • ON �11nnn1010?, Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 aWARNiNG •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web 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, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salaty/ntiormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455651 772591-X HJ7 Diagonal Hip Girder 4 1 Job Reference(optional) American Builder Supply, Sanford, FL 1-M 4-6.0 5.330 s May 6 202U MI I8K Industries, Inc. Fri Jun 12 13:49:06 ZU2U page 1 ID: R WGiORDIF509gYXBdOupOozldd5-UOm9CFIryAvOXYH5KwiKfnibz5lTMsTOhYOAbWz7?tR Scale = 1:21.2 2x4 = exq ii 5 NAILED NAILED NAILED NAILED 4-6-0 . 9-10-1 4.6-0 + 5-4-1 Plate Offsets (X,Y)— (2:0-3-410-0-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.05 6-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.12 6-7 >944 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.05 6-7 >999 240 Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=189(LC 8) Max Uplift 4=-140(LC 8), 2=-266(LC 8), 5=-80(LC 8) Max Grav 4=153(LC 1), 2=502(LC 25), 5=330(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1087/324 BOT CHORD 2-7=-430/1006, 6-7=-430/1006 WEBS 3-7=0/281, 3-6=1042/445 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 fit between the bottom �� 0�ivs �j will chord and any other members. 5) Refer to for truss to truss connections. fit, % E N S ••. �i� girder(s) .•' G F ••, �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 4, 266 lb uplift at S joint 2 and 80 lb uplift at joint 5. 34869 7) "NAILED" indicates 3-1 Od (0.148'x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. = * * = 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 'U 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 p Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 •• Concentrated Loads (lb) Vert: 3=-2(F=-1, B=-1) 7=17(F=9, B=-9) 12=82(F=-41, B=-41) 13=7(F=3, B=3) 14=-63(F=-32, B=32) �j` . s 0 E��`% 111111110 Julius Lee PE No.34869 MITek USA, Inc. R. Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/032015 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 budding 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTM1 Quoi ty Criteria, DW419 and BCS/ Bulking 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 Ply Dupont T20455652 772591-X K Common �Qty 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:07 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-yCKXQblbjU2F8islteDZC2UrnV9g5P?9vCmj7yz7?tQ -1-a12 i a114 3-11.4 6-11-4 i 7-1a8 8-11-4 , �1•at2 0-11-4 1 3-0-0 3-0-0 att•4 i-ai2 4x4 = 5.00 12 10 9 NOP2X STP = NOP2X STP = 2x4 II 3x4 = 3x4 = 2x4 II 0-11-4 7-10-8 7-4 6-11-4 7 7-4 6-0-0 Scale = 1:36.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.08 9-10 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 65 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 9=0-8-0, 10=0-8-0 Max Horz 10=294(LC 11) Max Uplift 9=329(LC 12), 10=363(LC 12) Max Grav 9=346(LC 1), 10=346(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=1641270, 45=163/270, 2-11=124/269, 6-8=-125/270 WEBS 4-9=-254/258, 4-10=255/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 2-9-10, Interior(1) 2-9-10 to 3-11-4, Exterior(2) 3-11-4 to 7-8-12, Interior(l) 7-8-12 to 8-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 329 lb uplift at joint 9 and 363 lb uplift at joint 10. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,,1111111 life" II VLIUS CFFIIi��i ♦ GENS• �. 34869 Va. ,10�1IIIIII� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 101032015 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 properly Incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPN QuaUfy CAtada, DSB49 and BCSI Building Component 6904 Parke East Blvd. SareWIntbrmaflon available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss s Type THrupsGd,, Qty Ply Dupont T20455653 � 772591-X K3 i 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:09 2020 Page 1 I0:RWGiORDIF509gYXBdOup0ozldd5-ubRlrHnrF51z000g?3F1 HTZ7vJpOZHuSNWFgCrz7?tO ,-1-0-12 0-11 4 2-11-4 4-11-4 7-10-8 8 11-4 �1-0-1-2 0-1 2-0-0 2-0-0 2-11� 3x4 = Special 5.00 f12 Special 3x4 = 4 5 NOP2X STP = _-, . NOP2X STP = 3x6 11 3x6 11 3x6 11 3x6 11 Scale = 1:34.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171TPI2014 CSI, TC 0.56 BC 0.50 WB 0.27 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) 0.04 11 >999 240 Vert(CT) 0.04 11 >999 180 Horz(CT) -0.00 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 62 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. REACTIONS. (size) 12=0-8-0, 10=0-8-0 Max Horz 12=279(LC 6) Max Uplift 12=-790(LC 8), 10=-745(LC 5) Max Grav 12=416(LC 37), 10=409(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-201/440, 4-5=125/371, 5-6=202/432, 2-13=-293/393, 7-9=293/402 BOT CHORD 11-12=-294/214 WEBS 3-11=-489/255, 6-11=-497/257, 3-12=-610/900, 6-10=-616/886 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,�11I111If 111 3) Provide adequate drainage to prevent water ponding. 4) All MT20 otherwise indicated. ,�v`tJU S L�.��I,� F I� plates are plates unless ,� '•• �i� 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ,�� .••�!✓ EN S+ F•••. 6) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 6 0 tall by 2 0 0 wide V will fit between the bottom chord and any other members. No 34869 • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 lb uplift at joint 12 and 745 lb uplift * •: * " at joint 10. :• 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 297 lb down and 377 lb up at 2-11-4, and 289 lb down and 328 lb up at 4-11-4 on top chord, and 121 lb down and 240 lb up at 2-11-4, and 106 lb down and 189 lb up at 4-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. „ O •� �(/ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Al LOADCASE(S) Standard O R 1 S1••••••••••.••• 1) Dead + Roof Live(balanced): Lumber Increase=1.25, Plate Increase=1.25 ` 00Uniform i,S�O Loads (eI Vert: 1-2=54, 24=54, 4-5=54, 5-7=54, 7-8=-54, 9-13=-20 Concentrated Loads (lb) Julius Lee PE No.34869 Vert: 4=6(1`) 5=-2(F) 14=-15(F) 15=4(F) Mffek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 aWARNING • Ver1/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1010312015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verily 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 WOW 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 ANSIITP11 Quality Cnteda, DSB-69 and BCSI Building Component 6904 Parke East Blvd. SaIely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Dupont T20455654 772591-X L1 COMMON 1 1 Job Reference(optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:09 2020 Page 1 ID: RWGiORDIF509gYXBd0upOozidd5-ubRlrHnrF5lz000g?3F1 HTZSTJo8ZKSSNWFgCrz7?tO -1-0 0 6-0-0 12-M 13-0-0 1-0-0 6-0.0 6-0-0 1-0-0 5X6 = 3x4 = LX4 11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.13 6-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.08 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 4=0-3-8 Max Horz 2=-108(LC 10) Max Uplift 2=504(11C 12), 4=504(LC 12) Max Grav 2=498(LC 1), 4=498(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-698/1358, 3-4=-698/1359 BOT CHORD 2-6=-1124/611, 4-6=-1124/611 WEBS 3-6=584/265 Scale = 1:22.4 Ii 3x4 = PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39R; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 to 6-0-0, Exterior(2) 6-0-0 to 9-10-6, Interior(1) 9-10-6 to 13-0-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 2 and 504 lb uplift at joint 4. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,,�1111111111j� ,��+►���vL1US CF���i�i No 34869 .40RX r16 S10 N Ail E?%`� Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 ♦WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 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 ANS11TPf1 Dually CrNeds, DSB49 and BCSI Building Component 6904 Parke East Blvd. Se" /nformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455655 772591-X L2 COMMON 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 5x6 = 3x4 = Zxa I I 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:10 2020 Page 1 ID: R WGiORD IF509gYXBdOupOozldd5-Mn?g2doTOPQgOAbsZm nG ph6H_i841ngocA_N kHz7?tN 3x4 = Scale = 1:21.4 I$ 6-M 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.13 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.08 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-3-8, 3=0-3-8 Max Horz 1=-105(LC 10) Max Uplift 1=-427(LC 12), 3=-508(LC 12) Max Grav 1=442(LC 1), 3=500(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/1401, 2-3=-706/1382 BOT CHORD 1-5=-1172/618, 3-5=-1172/618 WEBS 2-5=-597/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-10-6, Interior(1) 3-10-6 to 13 0-0, Exterior(2) 6-0-0 to 9-10-6, Interior(1) 9-10-6 to 13-0-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 1 and 508 lb uplift at joint 3. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. No 34869 .0 Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 WARNING . Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1"32015 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 ANSIITPH Quality Criterls, DSB-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 City Ply Dupont T20455656 772591-X LG HIP GIRDER 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fn Jun 12 13:49:11 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-rz72Fzp5njYhdKA36UNMufU26VJ1 EllggkxGkz7?tM 1-0-0 5-0-0 7 0 0 12-0-0 13-0 0 .0-0 + 5-0-0 2.0.0 5-0-0 Special 4x8 = Special 4x4 = 3x4 = 2x4 II 3x4 = Special Special 3x4 = Scale = 1:22.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.10 8-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.07 8-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 5=0-3-8 Max Horz 2=93(LC 6) Max Uplift 2=-789(LC 8), 5=789(LC 8) Max Grav 2=762(LC 1), 5=762(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1389/1395, 3-4=1271/1354, 4-5=1391/1397 BOT CHORD 2-8--1184/1249, 7-8=-1206/1269, 5-7=1186/1251 WEBS 3-8=-313/300, 4-7=-314/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad 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 789 lb uplift at joint 2 and 789 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 2381b up at 5-0-0, and 154 lb down and 238 lb up at 7-0-0 on top chord, and 201 lb down and 224 lb up at 5-0.0, and 201 lb down and 224 lb up at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 34=54, 4-6=54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-63(B) 4=63(B) 8=201(B) 7=201(B) N I$ ,`III1111111,1�, LIUS •• DENS' , .� ♦ 34869 ONM- 40 �11/111111/111111 Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6W Parke East BNd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 ray. 1010312015 BEFORE USE. ass Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall IS building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Qua9ry Cifterfs, DSB-89 and SCSI BulWing Component 69D4 Parke East Blvd. Safety/Monnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455657 772591-X V2 Valley 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MTek Industries, Inc. Fri Jun 12 13:49:12 2020 Page 1 ID: R WGiORD IF509gYXBdOupOozldd5-JA7QTJpjYOgYFTI FgBpku6BhY WwUm ipu3UTUoAz77tL 4-8.8 4-6-8 0 b d 2x4 2x4 11 Scale = 1:12.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-5-14, 3=4-5-14 Max Horz 1=82(LC 12) Max Uplift 1=-43(LC 12), 3=78(LC 12) Max Grav 1=137(LC 17), 3=146(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-&8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 78 lb uplift at joint 3. `�killI 11/#/I'I ,%%%%�US C����ii 3486JA L O R 1 , P� ``�•, Julius Lee PE No.34869 Mffek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1411.7473 rev, 1010312015 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 verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI/Ml Quality Criterla, DSB-89 and SCSI Bu/1r9ng• Component 6904 Parke East Blvd. SalbtyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455658 772591-X W Valley 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017frP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=2-5-14, 3=2-5-14 Max Horz 1=37(LC 12) Max Uplift 1=19(1-C 12), 3=35(LC 12) Max Grav 1=62(LC 17), 3=66(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:13 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-nMhogfgMJKoPtdKREuKzRJkxlwHkV93218D1 Lcz7?tK Scale: 1.5"=1' 2x4 II DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint 1 and 35 lb uplift at joint 3. `,�IIIIIIIIIII�I '30US. L�F,,���i 34869 *: :* .0�O�c�` i�ljin n IN��� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473rev. 101072095 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVM1 Quality CrItede, DSBd9 and SCSI Building Component 6904 Parke East Blvd. Safety/nformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455659 772591-X V4 Valley 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:14 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozldd5-FYFBu?r_4ewGUnueocrC XH2vKaOEbgBWoybt2z7?tJ 5-2-9 10-5-2 5-2-9 5-2-9 i 4x4 = 4 2x4 5:� 2x4 II 20 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 Scale = 1:16.6 a 6 10-" CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.19 Vert(CT) n/a n/a 999 WB 0.10 Horz(CT) 0.00 3 n/a n/a Matrix-S Weight: 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=10-3-14, 3=10-3-14, 4=10-3-14 Max Horz 1=69(LC 11) Max Uplift 1=78(1_C 12), 3=78(LC 12), 4=-141(LC 12) Max Grav 1=148(LC 21), 3=154(LC 18), 4=370(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-242/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 4-7-7, Interior(1) 4-7-7 to 5-2-9, Exterior(2) 5 2-9 to 9-0-15, Interior(1) 9-0-15 to 9-8-1 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 78 lb uplift at joint 1, 78 lb uplift at joint 3 and 141 lb uplift at joint 4. III, 11111111�I IS CFE,��i�i E N S . 34869 ='p; �(r= 9 .��U�: SS/ONALE % IIn111110 Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/032BEFORE USE. ��015 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 properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Crrlerie, DSO-89 and BCSI BWMing Component 6904 Parke East Blvd. Selety kifonmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455660 772591-X V5 Valley 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 1213:49:14 2020 Page 1 ID:RWGiORDIF509gYXBdOupOozldd5-FYFBu?r_4ewGUnueocrC XH46KdSEcOBWoybt2z7?tJ 3-2-9 6-5-2 3-2-9 3-2-9 2x4 5- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 7.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-3-14, 3=6-3-14, 4=6-3-14 Max Horz 1=-38(LC10) Max Uplift 1=-53(LC 12), 3=53(LC 12), 4=-57(LC 12) Max Grav 1=89(LC 1), 3=93(LC 18), 4=185(LC 1) 2x4 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.8 4x4 = 2x4 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15f ; B=58ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 53 lb uplift at joint 1, 53 lb uplift at joint 3 and 57 lb uplift at joint 4. ,,11111111///j�, ,,`S��`�v1IUS LENS. No 34869 1,%N A` %%% nl Julius Lee PE No.34869 M1Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. I0103,2015 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 01 building design. Bracing indicated is to prevent budding 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, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SeNty /nionnatfon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Maxandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455661 772591-X V6 Valley 1 1 Job Reference (optional) American Builder Supply, Sanford, FL 2-0-0 5.00 12 i LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 2x4 4 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 REACTIONS. (size) 1=3-10-13, 3-3-10.13 Max Horz 1--20(LC 10) Max Uplift 1=-41(LC 12), 3= 41(LC 12) Max Grav 1=92(LC 1), 3=92(LC 1) 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:15 2020 Page 1 ID: RWGiORD IF509gYXBdOup0ozldd5-jipZ5Kscrx276xTgLJMR WkpHHjyUz3ZLISi8PVz7?tl 3x4 = Scale = 1:7.4 2x4 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.07 Vert(CT) n/a n/a 999 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - 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; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=5811t; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 41 lb uplift at joint 1 and 41 lb uplift at joint 3. v x� ,,��11111//III�I LFF�'0 � 34869 '0: rir ae Julius Lee PE No.34869 MiTek USA, Inc. R- Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 1010312015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI MI Quality Crifaria, DSB-89 and SCSI Sulking Component 6904 Parke East Blvd. Safety inflornm0on avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Dupont T20455662 772591-X V7 Valley �Qty 1 1 Job Reference(optional) American Builder Supply, Sanford, FL a b d 2x4 i 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:16 2020 Page 1 ID: R WGiORDIF509gYXBdOupOozidd5-BxMxJgsEbFA_k520v1 tg3yMOA7B7iVoU_6Rhxxz77tH 3x4 = 2x4 Scale = 1:14.6 10 8-" 0 - 0 7-11.6 Plate Offsets (X,Y)— 12:0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 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 10.0 Code FBC2017rfP12014 Matrix-P Weight: 22 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 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=7-10-13, 3=7-10-13 Max Horz 1=-51(LC 10) Max Uplift 1=-108(LC 12), 3=108(LC 12) Max Grav 1=240(LC 1), 3=240(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/378, 2-3=-254/378 BOT CHORD 1-3=-278/209 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=58ft; L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 fit between the bottom vUU$ will chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 108 lb uplift at i�� .••� (, E N S+'•. �i� joint 3. 34869 O '#fnl % Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 Is a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckl g 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Wf Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Salary IMonnadan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Dupont T20455663 772591-X V8 Valley 1 1 i Job Reference (optional) American Builder Supply, Sanford, FL 8.330 s May 6 2020 MiTek Industries, Inc. Fri Jun 12 13:49:17 2020 Page 1 ID: RWGiORDIF509gYXBdOupOozldd5-f7wJWUtsMZIgLFdDTkPvb9vYkXbxRxSeDmBFUNz7?tG Scale = 1:19.1 4x6 = e =a 4 3x4 i 2x4 II 3x4 0 10 12-" O-Nl0 11-11.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.38 BC 0.27 WB 0.10 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud n/a n/a 999 n/a n/a 999 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 37 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=11-10-13, 3=11-10-13, 4=11-10-13 Max Horz 1=-82(LC 10) Max Uplift 1=-91(LC 12), 3=-91(LC 12), 4=-166(LC 12) Max Grav 1=175(LC 21), 3=181(LC 18), 4=436(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-285/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.0psf; h=15ft; B=58ft; L=39R; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 4-7-7, Interior(1) 4-7-7 to 6-0-0, Exterior(2) 6-0-0 to 9-10-6, Interior(1) 9-10-6 to 11-2-15 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. This 5) truss has been designed for aof20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S L will between the bottomand other inembefs 6) Provide truss to bearing 91 lb 1, 91 lb 3 ,,,�1�,v`IU E N ••. �i� mechanical connection (by others) of plate capable of withstanding uplift at joint uplift at joint ,�� .•'� (, S+ ' V F ••. �.0 and 166 lb uplift at joint 4. �� ; 34869 Z tit; ;*� .,5�4 N AL �?•�`• Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 12,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MX7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekV connectors. This design is based only upon parameters shown, and is for an individual building componerd, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" j 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 ANS11TPl1 Quality Criteria, DSB-89 and BCS1 Bulidinar Component 6904 Parke East Blvd. Safetyintormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 36610 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-le am For 4 x 2 orientation, locate plates 0- 'lid' 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 4 x 4 width measured perpendicular 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/TPI1: 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 64-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 cc O U d O 8 7 6 5 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 NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved ®M W1 IRI MiTek a MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 41, 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 altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 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 puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 16. 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 ANSI/TPI 1 Quality Criteria. t ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek � RE: All—MiTek - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: NIA Project Name: N/A Model: N/A Tampa, FL 33610-4115 Lot/Block: N/A Subdivision: N/A Address: N/A City: N/A State: N/A Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: N/A License #: N/A Address: NIA City: N/A State: N/A General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 This package includes 14 individual, Truss General Detail Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T20240221 TPA-T-BRACE 5/19120 2 T20240222 MII - L-BRACE 5/19/20 3 T20240223 MII-GE120-SP 5/19/20 4 T20240224 MII-GE170-D-SP 5/19/20 5 T20240225 MII-TOENAIL 5/19/20 6 T20240226 MII-TOENAIL SP 5/19/20 7 T20240227 M11-PIGGY-ACr 7-16 5/19/20 8 T20240228 TPA-VALLEY140 5/19/20 9 T20240229 MII-STRGBCK 5/19/20 10 T20240230 MII-REP01A1 5/19/20 11 T20240231 Mll-VALLEY SPF 5/19120 12 T20240232 MII-VALLEY HIGH WIND2 5/19/20 13 T20240233 T-VALLEY VTT-160D-30 5/19/20 14 T20240234 T-4PLY OR 5PLY SCREW 5/19/20 The truss detaoil drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by American Builders Supply, Inc.. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 6 �:.. STATE OF .44/ Philip J. O'Regm PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 ORegan, Philip 1 of 1 t DECEMBER 17, 2018 T-BRACE / I -BRACE DETAIL TPA-T-BRACE T20240221 aaaa �� o0 0 00 a MiTek USA, Inc. 'Vote: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Vote: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 10d 0.131" X 3" 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WE Nails VVCu Nails Web I -Brace Nails MITek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (') T-Brace lx4 (') I -Brace 2x6 1x6 (") T-Brace 2x6 I -Brace 2x8 12x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 12x8 I -Brace i E' '. No 58120 O E O F : 44J 44/ s,O N A� E�C� �. nr Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 T-Brace / I -Brace must be same species and grade (or better) as web member. (`) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/I Brace. ,&WARNING - Verify design parameters arrd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f01032015 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, nol a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Wilding design. Bracing indicated is to prevent bucking 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 ANSUTPN Quaft CHWA, DS049 and SCSI Su1Ming Component 6904 Parke East Blvd. SdelylMormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 AUGUST 1, 2016 L-BRACE DETAIL MII - L-BRACE Tzo2aoa2z sass LVA O 0� a MiTek USA, Inc. Y77�EiflA MITek Afdlate Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" D.C. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WEI a Web L-Brace must be same species grade (or better) as web member. MiTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing I Web Size 1 1 1 2 1 2x3 or 2x4 1 x4 *** 2x6 1 x6 *** 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. `111111111//4j4 %? J. OR ,--,fe No 58126 0', 44: i .ORI At- E?,, fi111111lll'% Philip J. O'Regan PE No.58126 Wrek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 19,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr. 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 properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM1 Quality CrNeda, VS849 and SCSI Buffeting Component 6904 Parke East Blvd. Safety Inrormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APRIL 12, 2019 Standard Gable End Detail MII-GE120-SP T20240223 0� ® MiTek USA, Inc. pans 1 of 9 UI� a MITek USA, Inc. ENGINE RED BY ❑ 0 A MrTek Affiliate DIAGONAL BRACE Typical _x4 L-Brace Nailed To 2x Verticals W/10d Nails spaced 6" o.c. Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud (4) - 16d Nails DIAGONAL �CE 16d Nails Spaced 6" D.C. (2) - 10d Nails into 2x6 Stud or R\ 2x4 No.2 of better \Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A -A w/(4)-10d Nails 2x4 tud 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) -10d NAILS AT EACH END. DRAFOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING TH 3x4 = (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD Q*WINGS (5) - 10d NAILS. SHEATHING TO 2x4 STD-SPF BLOCK * - Diagonal Bracing ** - L-Bracing Refer Refer to Section A -A to Section B-B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131"X 3.5") Roof Sheathing 24" Max M— NAIL � 2) - 10d NAILS �Truss s @ 24" o.c. k / 2x6 DIAGONAL BRACE SPACED 48" O.C. Diag. Brace ATTACHED TO VERTICAL WITH (4) -16d at 1/3 points NAILS AND ATTACHED p _ TO BLOCKING WITH (5) - 10d NAILS. if needed = End Wall & HORIZONTAL BRACE \ (SEE SECTION A -A) Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 113 POINTS Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No. 3 / Stud 16" O.C. 1 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No. 3/Stud 24" O.C. 1 3-3-11 3-4-14 4-9-13 1 6-7-7 9-11-12 Diagonal braces over 6 4' require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MEAN ROOF HEIGHT = 30 FEET :GORY II BUILDING )SURE B or C 7-98, ASCE 7-02, ASCE 7-05 120 MPH 7-10, ASCE 7-16 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 4TION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ``II1111111//�' N�-gyp No 58126 Philip J. O'Repan PE No.58126 MiTek USA, Inc. FL Cart 6634 SW Parke East Blvd. Tampa FL 33610 Date: May 19,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. f 0/03/2015 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te k 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 ANSI M1 Qualky Criterfa, DS849 and SCSI BuMoUnp Component 6904 Parke East Blvd Saretyfntormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APRIL 12, 2019 Standard Gable End Detail MII-SHEET 2 T20240223 EVAII A in, MiTek USA, Inc. ymm A MRek Am11aM ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses,@ 24" o.c. HORIZONTAL BRACE (SEE SECTION A -A) Roof Sheathing --I \ 1'-3" MiTek USA, Inc. Page 2 of 2 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d (0.131" X 3.5") NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE NAIL DIAGONAL BRACE TO '-PURLIN WITH TWO 16d (3.5"x0.131") NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH r1l TWO 16d (0.131" X 3.5") NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/ TWO 16d (0.131"X 3.5") NAILS (MIN) Diag. Brace at 1 /3 points if needed \ PROVIDE 2x4 BLOCKING BETWEEN HE TRUSSES UPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d (0.131" X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131' X 3") NAILS SPACED 6" O.C. FOR WIND SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCE 7-10, 16) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131"X 3-) NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO HE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTUGABLE TRUSS BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM To SIST ALL OUT OF PLANE LOADS. # #; SHOWN N / THIS DETAHORD IL IS FOR HE ERTICAL/S %%% J. O'qF '� F•• NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED No 58126 / k .• •. STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. -Q ; ' F 41J' :44 STANDARD / i, �•• 4 Q R \ O,. G,\�% Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MII.7473 rev. 10/07/2015 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 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 ANSYTPH Quaft C7ltW* OS84M and BCSI BuMng Component 6904 Parke East Blvd. So" Intimation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APRIL 12, 2019 Standard Gable End Detail MII-GE170-D-SP T20240224 �0 MiTek USA, Inc. Page 1 of 2 a MiTek USA, Inc. ENGINE RED BY O A MITek Anlllete BRACE 4'-0" Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails spaced 6" o.c. Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 aVaries to Common Truss ttr - Diagonal Bracing ** - L-Bracing Refer Refer to Section A -A to Section B-B Vertical Stud (4) -16d Nails PO 2X6DIAGONAL BRACE P OR SPF NoZ 16d Nails Spaced 6" D.C. (2) - 10d Nails into 2x6 2X6 SP OR SPF No. 2 `\Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails SECTION A -A 2x4 P OR SPF No. 2 PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WIT ** (5) - 1Od NAILS. 3x4 = B g (4) - Sd (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131"X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheathing \ 24" Max 1' o" (2) -10/ Max. NAILS Diag. Brace at 1/3 points if needed Minimum Stud Size Species and Grade Stud Spacing Without Brace 20 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 113 POINTS Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 3-9-7 5-8-8 6-11-1 11-4-4 2x4 SP No. 3 / Stud 16" O.C. 3-4-12 4-11-15 6-9-8 10-2-3 2x4 SP No. 3 / Stud 24" O.C. 2-9-4 4-0-7 5-6-8 8313 2x4 SP No. 2 12" O.C. 3-11-13 5-8-8 6-11-1 11-11-7 2x4 SP No. 2 16" O.C. 3-7-7 4-11-5 6-11-1 10-10-5 2x4 SP No. 2 24" O.C. 3-1-15 4-0-7 6-3-14 9-5-14 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over IZ-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with I Od nails 6" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. End Wall MEAN ROOF HEIGHT = 30 FEET )SURE D : 7-10, ASCE 7-16 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. kTION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. - 10d NAILS @ 24" o.c. / X \ 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ,111111111//jIIt 100 ♦♦♦QXX "\ C'E'N S' • �'q2 �i No 58126 -1310 �• i 40 % • Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6W4 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. f 0103a015 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 ANS11TR1 Quality Criteria, DW49 and SCSI Suadlnp Conglonent 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APRIL 12, 2019 Standard Gable End Detail MII-SHEET 2 T20240224 EVENqui i - -- ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses 0- 24" o.c. HORIZONTAL BRACE (SEE SECTION A -A) MiTek USA, Inc. Roof Sheathing A MITek AiI.allate Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ Diag. Brace at 1 /3 points if needed \ End Wall MiTek USA, Inc. Page 2 of 2 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d (0.131" X 3.5") NAILS AND ATTACHED TO BLOCKING WITH (5) -10d (0.131" X 3") NAILS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d (3.5"x0.131") NAILS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131"X 3.5") NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/ TWO 16d (0.131" X 3.5") NAILS (MIN) PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES ,,SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d (0.131"X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)- 10d (0.131"X 3") NAILS. SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X — SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X 3") NAILS SPACED 6" O.C. FOR WIND SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCE 7-10, 16) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. �II/IIIIIIIII!!I JSEDONLY FOR / NO 58126 WITH INLAYED iOUTINLAYED ESSED HERE. / "O : : it .. 13 S E OF : 44/� fANDARD / jOT . Al P ��� 4BLETRUSS i�,� �'; O R (V•' G�%`�� IONAJJ Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 ♦WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSbTPI1 Quaft CrrlMds, D3849 and BCSI Bullding Comporient 6904 Parke East Blvd. Sa/etylnlormMfon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL T20240225 �aaa O DO O OO a MiTek USA, Inc. WMUO A MiTek Afallate MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S C9 131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 .162 118.3 108.3 93.9 91.9 80.2 ri .128 84.1 76.9 66.7 65.3 57.0 Z O J .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ri C9 .120 73.9 67.6 58.7 57.4 50.1 Z O .128 84.1 76.9 66.7 65.3 57.0 J o .131 88.1 80.6 69.9 68.4 59.7 `Q .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT W U2 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE \ NEAR SIDE SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -- ----� FAR SIDE NEAR SIDE X -- i FAR SIDE SIDE VIEW (24) 4 NAILS -� NEAR SIDE ---1 FAR SIDE NEAR SIDE ---1 FAR SIDE Page 1 of 1 SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ,e-\G,E•NS - No 58126 OF 4UZ do e��,, •., \�,�. •. O R `O P ONAX_ 111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 �WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10A032013 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Quality Criterls, DSB-89 and 13CSI BuNdrng Con%wneld 69D4 Parke East Blvd. SaletylrNormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 36610 MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL SP T20240226 F---i= e MiTek USA, Inc. Page 1 of 1 L J�� NOTES:1.. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. y=10 A Mrrek ARlliaM THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW TOE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S O 131 88.0 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J - 162 108.8 99.6 86.4 84.5 73.8 ai .128 74.2 67.9 58.9 57.6 50.3 Z 131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 I, VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30° TO 60° 45.00° ANGLE MAY \VARY FROM 30' TO 60° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2x4) 4 NA 3 NAILS 4NILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE 45.00' �%q • \DENS No 581 )01 (�" O R O N A' ���. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cen 66M 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 aWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 properly incorporate this design into the overall building design. Bracing indicated is to prevent bucidl g 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 ANSKM1 Qua9ly Criteria, DSB-99 and SCSI Bullillny Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 STANDARD PIGGYBACK MII-PIGGY-ALT JANUARY 8, 2019 TRUSS CONNECTION DETAIL 7-16 T20240227 ==I �aa 0 00 0 00 a MiTek USA, Inc. j�j I E D Bl/ 0 �-+rlgiju D A MITsk Amnele A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131"X 3.5") TOE -NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131"X 3.5") NAILS EACH. D - 2 X _ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131"X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEED IN THE RANGE 116 MPH -180 MPH ADD 9" x 9" x 12" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3 -6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) MiTek USA. Inc. rage 1 of 1 MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY If BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING = 5 PSF TCDL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. sheet is provided as a Piggyback connection �\ I only. Building Designer is responsible for all ianent bracing per standard engineering ices or refer to BCSI for general guidance on ♦♦♦% �P 31 restraint and diagonal bracing requirements. ♦ ��. ♦♦Q�.• �\ G•E•N S VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED No 58126 EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: BOTTOM CHORD 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS OF PIGGYBACK MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 4� 0•_ F ; �C(/: 2) ATTACH 2 x _ x '-0" SCAB TO EACH FACE OF � �J(S!/ � TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3) NAILS VERTICAL WEBS OF PIGGYBACK E. (SIZE A D GSRADE TO MATCH ���i�Fs�. O R 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM MINIMUM 2X4) ��i� 41111 Al ���♦♦ CONCENTRATED LOAD OF 4000 LEIS (01.15). REVIEW Philip J. O'Regan PE No.58126 BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS MiTek USA, Inc. FL Cert 6634 GREATER THAN 4000 LBS. 6904 Parke East Blvd. Tampa FL 33610 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. Date: 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH May 19,2020 ®WARNING - Verify tleslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473rev. 10/03/2015 BEFORE USE. sasew 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 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 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 ANSYIPrt Quafy CrfreAa, DSB-89 and BCS1 Buedarg Component 6904 Parke East Blvd. Saletyrntotmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 DECEMBER1,20141 CONVENTIONAL VALLEY FRAMING DETAIL I TPA -VA LE 140 T20240228 EY1011 0 000 o RIDGE BOARD GABLE END, COMMON TRUSS M/mn ( SEE NOTE #5) OR GIRDER TRUSS MiTek USA, Inc. ----- ----- ----- ----- ----- - - ----- ----- ----- --- - ----- y i u it n u u u i I li ii a ll n n li a '� i ii i u u u n n n i i ii I ll u u u i 'i 4 li n u n n i 'i �' VALLEY PLATE y 1i ( SEE NOTES #4 & #5 ) r r DST ( SEE NOTES #7 & #8 ) VALLEY RAFTERS ( SEE NOTE #6) PLAN DRAWING TRUSS TYPICAL (24" O.C. ) POST (SEE NOTE #8) GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY SPAN NOT TO EXCEED 40'-0". PITCH VARIES FROM 3/12 to 8/12. 12 PLAN SECTION TRUSS MUST NOTE: BE SHEATHED 48" O.C. MAXIMUM POST SPACING GENERAL SPECIFICATIONS LIVE LOAD = 30 PSF (MAX) 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO DEAD LOAD =IS PSF (MAX) TOP CHORD OF SUPPORTING (BASE) TRUSSES. D.O.L. INC = 1.15 ASCE 7-05 105 MPH (MWFRS) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. ASCE 7-10 140 MPH (MWFRS) EXPOSURE B OR C, MEAN ROOF HEIGHT OF 30'-0". 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE GABLE END, GIRDER TRUSS OR COMMON TRUSS TO THE ROOF SHEATHING. (a.) (b.) (c.) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X .131") NAILS. �`a`P C E 5. SET 2 x 6 #2 SOUTHERN PINE OR DOUG FIR LARCH RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF Q �, F 2 .• . POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) tOd (3" X .131")NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS FOR 400 LBS OF GRAVITY AND 280 LBS OF UPLIFT FORCE. No 58126 •� IF VERTICAL POST OR END OF VALLEY PLATE IS NOT DIRECTLY OVER THE SUPPORTING TRUSS, BLOCKING SHALL BE INSTALLED * : * _ BETWEEN TRUSSES TO PROVIDE SUPPORT. PROVIDE CONNECTION FOR 250 LBS OF UPLIFT AND GRAVITY FORCE AT EACH END OF BLOCKING. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING S O F IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X .131'1 TOE -NAILS. O FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X .131") TOE -NAILS. % Q ,• �� ,,�� • C O ``lS O R ` �\ ��` 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. BOTTOMBEVEL SHEATHING. � '�5;� N TALLL P STS INA STAGGERED PATTERN AS SHOWN ONPLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X .131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS FOR 400 LBS OF GRAVITY AND 280 LBS OF UPLIFT FORCE. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 8. ALL LUMBER INCLUDING TRUSS MEMBERS SHALL BE MINIMUM 2x4 #2 OR BETTER DF-L OR SPINE, EXCEPT AS NOTED. 6904 Parke East Blvd. Tampa FL 33610 2X4 POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED Date: M19,20 May ( 2 ) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10Po1Y2015 BEFORE USE. aa.ees 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 ss 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 ANSbTR1 Qualify Criteria, OSS49 and SCSI Building Component 6904 Parke Fast Blvd. SefetylMormation available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA22314. Tampa, FL 36610 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK T20240229 00 R MiTek USA, Inc. Pane 1 of 1 a MITek USA, Inc. T�lDGINE BY ao A MiTek A1111IaN TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO ERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE V USE METAL FRAMING WEB WITH - TI SCAB WITH (3) - 1 Od FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH rn Ill'-V a"l AIA�I (0.131" X 3") NAILS (DO NOT USE DRYWALL TYPE SCREWS) VERTICAL WEB IS RECOMMENDED WHILE USE METAL FRAMING ATTACH TO VERTICAL TO BOTTOM CHORD ANCHOR TO ATTACH Vag WITH (3) - (0.131" X 3") NAILS OF TRUSS FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IOd ATTACH TO VERTICAL SCAB WITH (3) - 10d (0.131" X 3") NAILS TRUSS rSTRONGBACK 2x6 4-0-0 WALL — (BY OTHERS) 41111 (TYPICAL SPLICE) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d (0.131" X 3") NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d (0.131" X 3") NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) ATTACH TO VERTICAL WEB WITH (3) - 10d (0.131" X 3") NAILS ATTACH TO CHORD WITH TWO #12 x 3" Wrenn SrRFWS (.216" DIAM.I INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) BLOCKING ,%� O (BY OTHERS)G'E NS • O''9,L No 58126 0 N A, %%%%. ,� Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 us 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 ANSI1rP/1 Qualify Ctiterfa, DSB-89 and SCSI Bul/WI1g Component 6904 Parke East Blvd. Sa" Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS MII-REP01A1 AND DAMAGED OR MISSING CHORD SPLICE PLATES T20240230 0� tea/ as 0 00 0 00 a MiTek USA, Inc. d E tJ �SIJa A Mlrek Amliare MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X INCHES MAXIMUM FORCE (lbs)16% LOAD DURATION SP DF SPF HF 2x4 2XB 2X4 2x6 2x6 20 30 4" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 3Y' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36„ 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 5485 3346 5019 2829 4243 2898 4 ' DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d (0.131" X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C -A • 1IOd NAILS NEAR SIDE +10d NAILS FAR SIDE THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR 1S TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY Philip J. O'Regan PE No.58126 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek'S 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 vent' 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 ANSYMI Quality Criteria, DS848 and BCSI Bulld/ng Co/nponend 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MII-VALLEY SPF T20240231 �aaa a 00 0 00 a MiTek USA, Inc. y7MNIO A MiTek Affilie VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS NAIL SIZE 16d (0.131" X 3.5") INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUAL TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. NAILING DONE PER NDS - 05 VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL ATTACH 2x4 CONTINUOUS NO.2 SPF TO THE ROOF W/ TWO 16d NAILS INTO EACH BASE TRUSS. DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. GABLE END, COMMON TRUSS no —... ter too WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10, ASCE 7-16 150 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 10/12 CATEGORY II BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 60 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES �11111111I�I No 58126 F ao i O•.. Q �1(/� iON A11 11"o%��� Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev, 10/03R015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI Quaft Criteria, DSB-89 and SCSI Building ComponaM 6904 Parke East Blvd. S&%V irNormaWn available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 T20240232 sass 0 00 c� o0 a MiTek USA, Inc. E a IN ERE BYao Ijl i_n^JJ A MiTek Affiliate VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. MiTek USA, Inc. GENERAL SPECIFICATIONS 1. NAIL SIZE 10d (0.131" X 3") 2. WOOD SCREW = 4.5" WS45 USP OR EQUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. GABLE END, COMMON TRUSS 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND OR IRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS Page 1 of 1 WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-06 146 MPH WIND DESIGN PER ASCE 7-10, ASCE 7-16 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING EXPOSURE C ATTACH 2x4 CONTINUOUS NO.2 SP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF `,,�111111► WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING = 24" O.C. (BASE AND VAL � ? �,.••""••.;cCi MINIMUM REDUCED DEAD LOAD OF 6 E N 9,L ��' ON THE TRUSSES �� Q`j`,•��G 5�.; No 58126 Cr S OF •�' Max�O .O'. •.�� O R , N A` E� 1111 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MFek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. eetore use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall the building design. Bracing 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 posslble personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM1 Queft CrlMrla, DS849 and BCSI BulWing Component 6904 Parke East Blvd. Sofetylnformadon available from Thus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 MAY 12, 2020 VTT- MiTek VALLEY TRUSS TIE Detail T-VALLEY VTT-160D-30 T20240233 0o O MiTek USA, Inc. Page 1 of 1 L � -]aa 0 00 O 00 a MiTek USA, Inc. ENGINEER D BY GABLE END, COMMON TRUSS SECURE VALLEY TRUSS TIE TO VALLEY TRUSS USING (3) 10d (0.1 8" x 1.5") NAILS SECURE VALLEY TRUSS TIE TO SUPPORTING TRUSS USING (3) 10d (0.148" x 3") NAILS. NAILS. DETAIL A N.T.S. VALLEY TRUSS MiTek VTT VALLEY TRUSS TIE SUPPORTING TRUSS 1. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 2. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 3. IF SHEATHING IS NOT INSTALLED UNDER VALLEY, BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING 4. NAILING DONE PER NDS - 2012 5. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 6. MAX MEAN ROOF HEIGHT = 30 FEE_ T 7. ROOF PITCH = 0/12 TO 12/12 8. CATEGORY II BUILDING 9. WIND DURATION OF LOAD INCREASE: 1.60 10. MAX TOP CHORD TOTAL LOAD = 60 PSF 11. MAX SPACING = 24" O.C. (BASE AND VALLEY) 12. MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES. 13. CONNECTION IS BASED ON MWFRS. WIND DESIGN PER ASCE 7-10, 7-16 <180 MPH, EXPOSURES B OR C WIND DESIGN PER ASCE 7-10, 7-16 UP TO AND INCLUDING 160 MPH, EXPOSURE D MiTek VTT TO BE INSTALLED AT-EVERY- TRUSS/VALLEY INTERSECTION PER DETAIL B WIND DESIGN PER ASCE 7-10, 7-16 <155 MPH, EXPOSURES B OR C MTek VTT MAY BE INSTALLED AT EVERY OTHER TRUSSNALLEY INTERSECTION, STAGGERED BETWEEN EACH VALLEY TRUSS. BLE END, COMMON TRUSS GIRDER TRUSS /ALLEY TRUSS IiTek VTT VALLEY RUSS TIE ENTERED ON BASE TRUSS LOWER ROOF SHEATHING (MAXIMUM 1/2" SHEAT 'kill p wti °'RF''�'• 6 yt STATE OF :�4/ , '���'•. < O R p P Nam,. s'ON A� %C� �. 11110 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 ,&WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 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 antl/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 ANSYM1 Quaft Criteria, DSB409 and SCSI Building Coi ponent 6904 Parke East Blvd. Se"Informallon available from Truss Plate Institute, 21lt N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APRIL 30, 2018 STANDARD BOLT TO SCREW T-4PLY OR 5PLY TRUSS CONNECTION DETAIL SCREW T20240234 00 L_V_�LJL� 0 00 aaa MiTek USA, Inc. Y o" M 4-ply or 5-ply girder trusses are to be connected together using the nailing or screw schedule provided by MiTek 20/20 software. In addition to the nailing typically specified, 1/2" dia. bolts are sometimes specified throughout certain chords as indicated on the truss design drawing. In lieu of these bolts, the following wood screws may be used: USP WS6, MiTek Pro Series WSWH6, FastenMaster Trusslok-Z 6", FastenMaster FlatLOK FL006, *Simpson SDS1/4 x 6, Simpson SDW22600 (for assemblies between 6" and 6 3/16" ), or Simpson SDW22638 (for assemblies between 6 3/16" and 6 3/8" thick). These screws are to be installed in two rows spaced 24"o.c. in 2x6 and larger chords (use one row in 2x4 chords) as shown in the detail below. For 5-ply girders, use the above screws from each face of truss using the same pattern as above. These connections are intended to provide clamping force to aid in allowing the 4-ply or 5-ply assembly to act as a unit and are not included in the calculation of ply to ply load transfer. Back 6" Screws *Loaded Face staggered as shown It is vitally important that the plies are tightly clamped together during the installation of the screws to prevent gaps between the plies. USP WS6, MiTek Pro Series WSWH6, FastenMaster Trusslok-Z6", FastenMaster FlatLOK FL006, and Simpson SDW screws may be installed from either face. *Note that Simpson SDS Screws must be installed from the loaded face. For trusses where screws are specified for the ply to ply connection instead of nails, the bolts called out in the connection notes on the truss design may be omitted. rage -1 OT -1 J. O'RR No 58126 � r • : V. .414 • F .S;� N A tGC���• Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 19,2020 ®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 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bring WOW 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 ANSIM11 Quality CNfer* DSB-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 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. Old' - -I- For 4 x 2 orientation, locate plates 0- ' id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular 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/TPI1: 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 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 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. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved M_ W1 R MiTek a MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor'I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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 ANSI/TPI 1 Quality Criteria.