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HomeMy WebLinkAboutTruss® 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: 2866910 - 1820 D BLI< NO HS MiTek USA, Inc. Site Information: 16023 Swingley Ridge Rd C estedield, MO 63017 Customer Info: Adams Homes Port St Lucie Project Name: 1820 D Model: 18203 .434.1200 Lot/Block: 171 PH3 Subdivision: WATERSTONE- 5309 Vespera St A4unoo apn� 'aS Address: 5309 Vespera St, . ;uaw4.redaa 6up41rwad City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. ZZO� �dW Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor) I oad: N/A psf This package includes 25 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board lof Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 147883567 A01 9/14/21 23 147883589 E7V 9/14/21 2 147883568 A02 9/14/21 24 147883590 H 1 9/14/21 3 147883569 A03 9/14/21 25 14788359.1 H7V 9/14/21 4 147883570 A04 9/14/21 5 147883571 A05 9/14/21 6 147883572 A06 9/14/21 ���p��tl����� 7 147883573 A07 9/14/21 8 14788357 A08 9/14/21 � CODE COMPL NC 9 147883575 A09 9/14/21 10 11 147883576 147883577 A10 All 9/14/21 9/14/21 { S7a LUQE COUNTY 12 147883578 A24 9/14/21 13 147883579 B01 9/14/21 ���� 14 147883580 B01 A 9/14/21 15 147883581 B01 B 9/14/21 i 16 17 147883582 147883583 B11 C1V 9/14/21 9/14/21 5-50 18 147883584 C3V 9/14/21 �' + y= r' 19 147883585 C5V 9/14/21 20 147883586 D01 9/14/21 '"" ' 21 147883587 D03 9/14/21 22 147883588 E1 9/14/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Johnson, Andrew My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the, jurisdictions) 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. J%%J 1 I I U 111� ��REW JOy� �.G E N 3F:S02o� N 84 3 ST OF .::� O R 1 P N���� /O N A� E�.�`• Andrew Johnson PE No.84943 MiTek USA, Inc. FL Cert 6634 16023 Swingley Ridge Road, Chesterfield, MO 630V Date: September 14,2021 Johnson, Andrew 1 of 1 Job Truss Truss Type Oty Ply 1820 D BLK NO HS 147883567 2866910 A01 SPECIAL 8 1 - --- Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:03:29 2021 6-3-0 5.8-12 7-10-4 1 7-10.4 Scale = 1:73.1 5.6 = 4x12 Zz 4x12 3.00 12 8-8-0 17-6-8 22-1.8 31-0-0 39-8-0 8-8.0 8-10-8 1 4-6.15 B-10-6 8-8-0 Plate Offsets (X,Y)--[2:0-2-7,0-0-91,[4:0-4-0,0-3-01,[6:0-4-0,0-3-01,[8:0-2-7,0-0-91,[10:0-4-0,0-5-41,[14:0-4-0,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. IDEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.66 12-14 >724 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 VIert(CT) -0.95 12-14 >502 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.54 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS I Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 B DT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 V EBS 1 Row at midpt 6-11, 4-12 REACTIONS. MaxlzeHorz 2=435(LC 0) 0 REVIEWED FOR Max Uplift 2=-941(LC 12), 8=-941(LC 12) Max Grav 2=1761(LC 17), 8=1761(LC 18) CODE 00 r- AN FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ST. L8I C I E COUNTY TOP CHORD 2-3=-6021/2969, 3-4=-5704/2732, 4-5=-2762/1605, 5-6=-2733/1599, 6-7=-5374/2742, 7-8=-5697/2965 BOT CHORD 2-14= 2540/5818, 12-14= 1612/3880, 11-12=-717/2254, 10-11 =-1 638/3424, BOCC 8-10=-2573/5185 WEBS 5-11= 495/1166, 6-11 =-1 477/953, 6-10= 807/2095, 7-10=-315/380, 5-12=-492/1221, 4-12=-1565/949, 4-14=-797/2281, 3-14=-305/380 A f NOTES-'�� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opl f; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.T 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-10-0, Extefior(211) 19-10-0 to 23-10-0, Interior(1) 23-10-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 8. 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. Andrew Johnson PE No.84943 \DTekUSA, Inc. FL Cert 6634 16023 Sningley Midge Road, Chesterfield, MO 63017 Date: September 14,2021 - A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 �1 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 passible personal injury and property damage. For geneFal guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BILK NO HS 147883568 2866910 A02 SPECIAL 2 1 Job Reference (optional) builders Hrstbource (F9ant Gny, I-L), F9ant city, F-L - 33bb 1, 8.43U s Aug 16 ZU21 MI I eK Industries, Inc. MOn tiep 13 1 B:U3:32 ZU21 Page 1 I D:193QG W BBpX3jR187zeOm7kz5?ad-tPwC?4AMZXHvTSpfpATXSOJ5FDO0oanVBHOOMQydzKv 1-4-Q 6-3-0 ti-11-12 19-0-0 20-8-0, 27-8-4 33-5-0 39-8-0 41-0-Q 1-4-0 6-3-0 5-8-12 7-0-4 1-8-0 7-0-4 5-8-12 6.3-0 1-4-0 5x8 2X4 3 ST1.5x;STP = 23 16 cQ 2 1 7x8 = 0 5x8 3.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 REACTIONS. (size) 2=0-8-0, 9=0-8-0 5x6 = 6.00 F12 5x6 = 5 6 24 25 5x8 4 7 LZI 15 14 13 12 4x8 = 4x4 — 4x4 = 4x4 = 15-7.7 19-10-0 24-0-9 31.0.0 6-11-7 4-2-9 1 1 4-2-9 6-11-7 CSI. TC 0.83 BC 0.84 W B 0.79 Matrix -AS Max Horz 2=419(LC 11) Max Uplift 2=-941(LC 12), 9= 941(LC 12) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5072/3053, 3-4=-4754/2823, 4-5= 2759/1827, 5-6=-1960/1492, 6-7=-; 7-8=-4754/2797,8-9=-5072/3033 BOT CHORD 2-16=-2638/4820, 15-16=-1669/3209, 13-15=-813/1956, 12-13=-808/1956, 11-12=-1662/3136, 9-11=-2631/4617 WEBS 3-16=-335/387, 4-16=-842/1794, 4-15=-1197/870, 5-15=-622/1112, 5-13= 6-13=-273/339, 6-12=-622/1045, 7-12=-1119/869, 7-11=-841/1693, 8-11= FL. in (loc) Well 1(LL) 0.6511-12 >729 I(CT)-0.8211-12 >583 z(CT) 0.50 9 n/a Scale = 1:76.1 2X4 8 ST1.5x8 STP = 26 11 9 10 7x8 = 5x8 = L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 247 lb FT = 20% CHORD Structural wood sheathing directly applied. CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-0-0, Exterior(2E) 19-0-0 to 20-8-0, Exterior(2R) 20-8-0 to 24-8-0, Interior(1) 24-8-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 9. 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. Andrew Johnson PE No.84943 3LTek USA, Inc FL Ced 6634 16023 Swingley Ridge Road, Chesterfield, MO63017 Date: September 14,2021 Y A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. • Design valid for use only with MTeM 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 ANSl1TPl1 Quality Criteria' DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 I Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883569 2866910 A03 SPECIAL - 2 1 - - --- - Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:03:33 2021 Page 1 I D:193QGW BBpX3j R187zeOm7kz57ad-LbUaCPB_KrPm5bOrNt_m_brH2dkW X_FeNxlxvsydzKu 4- 6- 6-3.0 11-11-12 17.0-0 22r8-0 27-8.5 33-5.0 39-8.0 1}1.0•q 1-4-0 6-3-0 5-8-12 5-0-5 5-8.0 5-0-4 5-8-12 6-3.0 1.4-0 I - Scale=1:76.1 5x8 zz 5x8 3.00 F12 8-6-0 17-0.0 22-8.0 31-0-0 39-8.0 Plate Offsets (X Y)-- [2:0-3-11,0-0-141, [4:0-3-0,0-3-01, [5:0-3-0,0-2-0), [6:0-6-0,0-2-8), [7:0-31,0,0-3-01, [9:0-3-11,0-0-141, [11:0-4-0,0-4-12), [15:0-4-0,0-4-12) - I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.65 11-12 >730 240 MT20 244/190 TCDL 7.0 Lumber DOL ' 1.25 BC 0.82 Vert(CT) -0.84 11-12 >565 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 HOrc(CT) 0.50 9 n/a n/a BCDL 10s0 Code FBC2020/TPI2014 Matrix -AS I Weight: 235 lb FT = 20% LUMBER- B ACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2= 378(LC 10) Max Uplift 2=-941(LC 12), 9=-941(LC 12) Max Grev 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5096/3207, 3-4=-4761/2952, 4-5=-2543/1771, 5-6=-2231/1686, 6-7= 2541/1776, 7-8=-4762/2969, 8-9=-5097/3223 BOT CHORD 2-15=-2780/4813, 14-15— 1746/3152, 12-14=-1080/2229, 11-12=-1771/3107, 9-11=-2813/4642 WEBS 3-15=-364/423, 4-15=-886/1828, 4-14=-1214/870, 5-14= 454/833, 6-14=-254/ I58, 6-12=-455/840, 7-12=-1140/875, 7-11= 896/1738, 8-11=-372/423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 17-0-0, Extedor(2R) 17-0-0 to 21-0-0, Interior(1) 21-0-0 to 22-8-0, Exterior(2R) 22-8-0 to 26-8-0, Interior(1) 26-8-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w_ ide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 9. 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. Andrew JohnsonaPE \0.84943 11111ek USA, Inc FL Cerl 6634 16073 Swboey Ridge Road, Chesterfield, d10 63017 Date: September 14,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2061 Chesterfield, MO 63017 Job Truss Truss Type City Ply 1820 D BLK NO HS 147883570 2866910 A04 - SPECIAL I - 2 1 - - - - - Job Reference (optional) nuuaers nrsiaource trianc Idly, ruf, rianl uny, ru - 0s001, r1-4-q 5-11-1 9-6-9 15.0-( 1-4-0 5-11-1 23 77 5-5-7 6.00 12 5x6 <24 4 . � 2x4 = 3 ST1.5x8 STP = P3 16 • � wI 12 7x10 = � 4x12 4x8 \1 3.00 F12 t7.4JU S Hug 1 b ZUZI mi I eK InauSUles, Inc. mon Aep 1 J ib:UJ:Jb ZUZI rage 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-IAAjgRDtdmoL-y36Q20YTcEToGgjOkSH43v-bVBydzKl 19-10-0 24-8-0 30-1-7 33-8-15 39.8.0 4-10-0 4-10-0 5-5-7 3-7-9 5-11-1 5x6 = 3x4 = 5x6 = 5 25 266 27 28 7 29 5x6 8 J L\ 15 14 31 II 32 13 12 4x8 = 4x8 = 48 = 7x10 = Scale = 1:76.1 ca 6 2x4 = g ST1.5z8 STP = 10 30 0 0 1011 ]v N 6 4x12 4x8 // Plate Offsets (X,Y)--[2:0-0-3,1-11-7],[2:0-2-7,0-0-9],[4:0-3-0,0-3-0],[5:0-3-0,0-2-0],[7:0-3-0,0-2-0],[8:0-3-0,0-3-01,[10:0-0-3,1-11-7],[10:0-2-7,0-0-9],[12:0-5-0,0-5-4], [16:0-5-0,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. l DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.60 13-15 >796 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.89 13-15 >534 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Hcrz(CT) 0.52 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15; 8-13 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=337(LC 11) Max Uplift 2=-941(LC 12), 10=-941(LC 12) Max Grav 2=1778(LC 17), 10=1778(LC 18) II FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5973/3172, 3-4=-5725/3022, 4-5= 3293/1905, 5-6=-2945/1820, 6-7=-2845/1826, 7-8=-3187/1911, 8-9=5468/3039, 9-10=-5723/3189 BOT CHORD 2-16=-2738/5725, 15-16=-2241/4807, 13-15=-1383/3073, 12-13=-2270/4357, II 10-12=-2770/5237 WEBS 3-16=-241/255, 4-16=-665/1697, 4-15=-1949/1109, 5-15=-512/1177, 7-13=-5141/1186, 8-13=-1839/1116, 8-12=-673/1581, 9-12=-251/255, 6-15=-334/231, 6-13=-334/231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-0-0, Exterior(2R) 15-0-0 to 19-0-0, Interior(1) 19-0-0 to 24-8-0, Exterior(2R) 24-8-0 to 28-8-0, Interior(1) 28-8-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 10. 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. Andrew Johnson PE \o.84943 SDrek USA, Inc. FL Ced 6634 16023 Smngley Ridge Road, Chesterfield, 310 63017 Dale: September 14,2021- WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 Chesterfield, MO 63017 Job Truss Truss Type City Ply 1820 D BLK NO HS 147883571 2866910 A05 SPECIAL I 1 1 Jab Reference (optional) Builders nmlouurce trlanl uey, r�/, r1anl i.ny, 11 - ouaor, 8.430 5 Hug 16 2021 WII I eK Indusmes, Inc. Mon Sep 13 8:03:38 2021 rage 1 I D:193QG W BBpX3j Rl87zeOm7kz51ad-hYHTF7F79N22BNGoARayhfZ3RePBCHZNXDTia4ydzKp Ti-4.0 6-8.0 13-0-0 19-10.0 26-8-0 33-0-0 39-8-0 41-0-q 1-4.0 6-8-0 6-4-0 6-10.0 I 6.10.0 6-4-0 6-8-0 1 04 Scale = 1:76.1 6.00 12 5x6 = 5x6 = 3x _ 4 23 24 51 25 26 6 5x6 22 27 5x6 � m 3 7 6 v ST1.5x8 STP = ST1.5x8 STP = 21 28 vI 1 2 14 7x8 = 13 112 11 10 O 8 m N IV 0 = 3x4 - 4 6 = 3x4 = 7x8 = 9 o 48 4x8 3.00 12 8-8.0 15-7-5 24-0-11 31-0-0 39-8-0 8.8.0 6-11-5 8.5-6 6-it-5 1-8-0 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [3:0-3-0,0-3-01, [4:0-3-8,0-2-4], [6:0-3-8,0-2-41 17:0-3-0 0-3-01, [8:0-1-14 Edge] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98Vert(LL) 0.77 10-11 >619 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.01 11-13 >472 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 HOrz(CT) 0.63 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS I Weight: 190 lb FT = 20% LUMBER- BF TOP CHORD 2x4 SP No.1 `Except' TC 4-6: 2x4 SP No.2 Bt BOT CHORD 2x4 SP No.1 'Except` 12-14,10-12: 2x4 SP No.2 WEBS 2x4SPNo.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=295(LC 11) Max Uplift 2=-941(LC 12), 8=-941(LC 12) Max Grav 2=1540(LC 1), 8=1540(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4895/3118, 3-4=-4601/2917, 4-5=-3039/2056, 5-6=-3039/2064, 6-7=-46C 7-8=-4895/3134 BOT CHORD 2-14=-2687/4490, 13-14=-1491/2830, 11-13=-1752/3217, 10-11=-1515/2830, 8-10=-2718/4420 WEBS 3-14=-335/446, 4-14=-1069/1883, 4-13=-148/526, 5-13=-390/293, 5-11= 390/, 6-11=-148/526, 6-1 0=-1 079/1795, 7-10=-343/445 CHORD Structural wood sheathing directly applied. CHORD Rigid ceiling directly applied. 1 /2933, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-0-0, Exterior(2R) 13-0-0 to 17-0-0, Interior(1) 17-0-0 to 26-8-0, Exterior(2R) 26-8-0 to 30-8-0, Interior(1) 30-8-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-6-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 8. 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. AndrewJohnsoa PE So.84943 hfiiek USA, Inc. FL Cent 6634 16023 Suingley Ridge Road Chesterfield, 310 63017 Date: September 14,2021 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 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/ 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'gutdance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883572 2866910 A06 SPECIAL 1 1 - Job Reference o tional Builders Firstbource trlant City, F ), r1-4-0, 5.11-1 Plant City, FL - 33567, 11-0-0 17-0-0 22-8-0 8.43u s Aug 16 2UZ1 MI I eK IntlUstneS, Inc. Mon Sep 13 18:U3:4U 2U21 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-exPEgpGNh?ImRgQBHrcQn4ePiR4YgGUg_XypfyydzKn 28-8-0 33-8.15 39-5-0 Ai -O-q 1_ 4-0 5-11-1 5.0.15 6-0.0 5 I 5.0-15 5-11-1 i I _ _ Scale=1:74.6 _ _ 5x6 = I I 2x4 I I 5x6 = 5x6 = 6.00 12 4 24 25 5 l 6 26 27 7 2x4 _ 2x4: 23 28 CO 6 3 8 ST1.5x8 STP = l ST1.5x8 STP =CQ 22 29 � 2 vI 1 15 Sx10 = 14 13 IO 12 11 � to 910 a 4x4 = to 0 5x8 = Sx10 = '4x8 = 4xB ; 4x8 ; 3.00 F12 16.10-11 Offsets (X.Y)-- f2:0-1-1 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 FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 13-15,11-13: 2x6 SP No.2 8-2-11 CSI. DEFL. in (loc) I/deft L/d TC 0.99 Vert(LL) 0.8912-14 >533 240 BC 0.99 Vert(CT) -1.1014-15 >434 180 WB 0.55 F�orz(CT) 0.63 9 n/a n/a Matrix -AS II WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-254(LC 10) Max Uplift 2=-941(LC 12), 9=-941(LC 12) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4888/3126, 3-4= 4602/2830, 4-5=-4139/2686, 5-6=-4139/2686, 6-7=-41 7-8=-4601/2846, 8-9=-4887/3141 BOT CHORD 2-15=-2699/4423, 14-15=-1788/3288, 12-14=-2254/4155, 11-12=-1816/3289, 9-11=-2730/4412 WEBS 3-15=-289/433, 4-15=-751/1486, 4-14=-560/1105, 5-14=-315/348, 6-12= 376, 7-12= 559/1106, 7-11= 756/1444, 8-11=-300/432 PLATES GRIP MT20 244/190 Weight: 209lb FT=20% CHORD Structural wood sheathing directly applied. CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf;, h=25ft; B=45ft; L=40ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Exterior(2R) 11-0-0 to 15-0-0, Interior(1) 15-0-0 to 28-8-0, Exterior(2R) 28-8-0 to 32-8-0, Interior(1) 32-8-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water poriding. 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) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 9. 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. AodrewJohasoa PE \o.84943 3LTekUSA,1nc. FL Cert 6634 16023 SwWoey Ridge Road, Chesterfield, 310 63017 Date: September 14,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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. Additionalltemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883573 2866910 A07 SPECIAL 1 1 Job Reference (optional) tiudaers Hrstsource triant cny, rL/, riant cuy, rL - 33oor, r1-4-q 4-6-5 9-0-0 15-10-E 1-4-0 4-6-5 4-5-ti 6.10-8 - 5x6 = 6.00 F12 ST1.5x8 STP = 25 Cl) 1 2 - o 3x6 3x4 = 4 27 28 5 3x4 326 17 16 18 5x6 = 3x4 = 2x4 II 3.00 12 6.43U S Aug It) ZUZI MI I eK inaustnes, Inc. mon sep s 3 i ts:u3:4i zuzi rage s I D:193QG W BBpX3j R187zeOm7kz5?ad-67zcuBH?SIQd2q?NrZ7fJHBfkrYUPi2pDBhMBOydzKrr 23-9-8 30-8-0 35-1-11 39-8-0 A1-0-9 7-10-15 6-10-8 4-5-11 4-6-5 1-4-0 Scale = 1:74.6 5x6 = 5x6 = 6 29 30 7 3x4 co 8 31 ST1.5x8 STP = CV 32 0 15 11 13 12 910 Iv 1N 3x6 = 5x6 = 5x6 = 11 ; o 3x4 =I 2x4 II 3x6 26-0.0 31.0-0 1 35-1-11 _Plate Offsets (X,Y)-- 12:0-0-10,Edge], [4:0-3-0,0-2-0], [6:03-0,0-3-41, [7:0-3-0,0-2-01, [9:0-0-10,Edge] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.21 15-16 >749 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 U�lIert(CT) 0.17 15-16 >949 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 HOrz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS I Weight: 187 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. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=213(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-340(LC 12), 9= 356(LC 12), 16=-773(LC 12), 13=-808(LC 12) I Max Gray. All reactions 250 lb or less at joint(s) except 2=440(LC 17), 9=516(LC 18), 16=1125(LC 21), 13=1184(LC 22) iFORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-925/527, 3-4= 347/131, 4-5=-343/664, 5-6=-59/709, 6-7= 379/703, 7-8=-480/210, 8-9= 1060/599 BOT CHORD 2-18=-358/961, 17-18=-360/969, 16-17=-14/312, 15-16=-315/166, 13-15=-412/281, 12-13=0/347, 11-12=-443/927, 9-11=-439/919 WEBS 3-17=-562/536, 4-17=-61/420, 4-16=-990/635, 5-16=-785/730, 5-15=-519/207, 6-15=-488/298, 7-12=-83/391, 8-12=-552/528, 6-13= 768/714, 7-13=-1007/716 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 13-0-0, Interior(1) 13-0-0 to 30-8-0, Exterior(2R) 30-8-0 to 34-8-0, Interior(1) 34-8-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fog 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) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 2, 356 lb uplift at joint 9, 773 lb uplift at joint 16 and 808 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 17, 18, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) 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. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AndrexJobmmn PE \o.84943 Wek USA, Inc FL Cert 6634 16023 Srsiagley Ridge Road, Chesterfield, MO 63017 Date: September 14.2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 iwiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general g�idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883573 2866910 A07 SPECIAL 1 1 Job Reference o tional buiiaers I-Irstbource (Hiant Gty, FL), I lant city, rL - 33bbi, LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 17-19=-20, 12-17=-20, 12-22=-20 4) Dead + 0.6 C-C Wind (Pos. Intemal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) a.43U S Aug 1 ti zUz1 mi I eK InausineS, Inc. mon Sep 13 1 d:U3:4Z zU21 rage z I D:193QG W BBpX3j RI87zeOm7kz5?ad-aKX_5U IeDcYUg_aaPGfusVjgUFuj89lzRrRvjrydzKl Vert: 1-2=118, 2-25=66, 4-25=54, 4-28=79, 7-28=54, 7-31=79, 9-31=54, 9-10=42, 17-19=-12, 16-17=-12, 13-16=18(F=30), 12-13=-12, 12-22=-12 Horz: 1-2=-126, 2-25=-75, 4-25=-62, 7-31=87, 9-31=62, 9-10=51 5) Dead + 0.6 C-C Wind (Pos. Internal).Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-26=54, 4-26=79, 4-29=54, 7-29=79, 7-32=54, 9-32=66, 9-10=118, 17-19=-12, 16-17=-12, 13-16=18(F=30), 12-13=-12, 12-22=-12 Horz: 1-2=-51, 2-26=-62, 4-26=-87, 7-32=62, 9-32=75, 9-10=126 I 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.6 Uniform Loads (plf) Vert: 1-2=5, 2-4=-44, 4-7= 44, 7-9= 44, 9-10=-33, 17-19= 20, 16-17=-20, 13-16=10( Horz: 1-2=-19, 2-4=30, 7-9=-30, 9-10=-19 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60I Uniform Loads (plf) Vert: 1-2=-33, 2-4=-44, 4-7=-44, 7-9=-44, 9-10=5, 17-19=-20, 16-17= 20, 13-16=10( Horz: 1-2=19, 2-4=30, 7-9=-30, 9-10=19 1 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) i Vert: 1-2=51, 2-4=20, 4-27=57, 6-27=49, 6-7=33, 7-9=35, 9-10=24, 17-19=-12, 1611 Horz: 1-2= 60, 2-4=-28, 7-9=44, 9-10=32 1 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.6C Uniform Loads (plf) Vert: 1-2=24, 2-4=35, 4-5=33, 5-30=49, 7-30=57, 7-9=20, 9-10=51, 17-19=-12, 16-I Horz: 1-2=-32, 2-4=-44, 7-9=28, 9-10=60 10) Dead+ 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.6C 12-13= 20, 12-22=-20 12-13=-20, 12-22=-20 7=-12113-16=18(F=30), 12-13=-12, 12-22= 12 13-16=18(F=30), 12-13=-12, 12-22- 12 Uniform Loads (plf) i Vert: 1-2=-23, 2-4=-34, 4-7= 16, 7-9=7, 9-10=18, 17-19=-20, 16-17=-20, 13-16=1 I(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=20, 7-9=21, 9-10=32 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-4=7, 4-7=-16, 7-9=-34, 9-10=-23, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-32, 2-4=-21, 7-9= 20, 9-10=-9 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=85, 2-4=54, 4-7=54, 7-9=54, 9-10=85, 17-19=-12, 16-17=-12, 13-16=18(i=30), 12-13=-12, 12-22= 12 Horz: 1-2=-94, 24=-62, 7-9=62, 9-10=94 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) I Vert: 1-2=63, 2-4=31, 4-7=31, 7-9=31, 9-10=63, 17-19- 12, 16-17= 12, 13-16=18(F=30), 12-13= 12, 12-22=-12 Horz: 1-2=-71, 2-4=-39, 7-9=391 9-10=71 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increas =1.60 Uniform Loads (plf) Vert: 1-2= 4, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-4, 17-19=-20, 16-17= 20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-10, 2-4=2, 7-9=-2, 9-10=10 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) j Vert: 1-2= 4, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-4, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22= 20 Horz: 1-2=-10, 2-4=2, 7-9=-2, 9-10=10 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-51, 2-4==59, 4-7=-45, 7-9=-28, 9-10=-20, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=7, 2-4=15, 7-9=16, 9-10=24 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-20, 2-4=-28, 4-7=-45, 7-9=-59, 9-10= 51, 17-19= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-24, 2-4=-16, 7-9=-15, 9-10= 7 19) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4= 45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2= 7, 2-4=1, 7-9=-1, 9-10=7 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 12=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17= 20, 13-16=61(F=81), 12-13=-20, 12-22= 20 Horz: 1-2=-7, 2-4=1, 7-9=-11 9-10=7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 gyidance regarding the fabrication, storage, delivery,, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-69 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type City Ply 1820 D BLK NO HS 147883574 2866910 A08 SPECIAL 1 1 Job Reference (optional) timaerS mrsrAource trlani L ry, t-L), Mani L:Iiy, rL - 060bl, u.43u s Aug 16 zuzl mi I eK mauslnes, Inc. mon Jep 1-J ib:u3:44 zuz1 rage 1 I D:193QG W BBpX3jR187zeOm7kz5?ad-W iekW AJuI DoCwlkyW hhMxwo8F2Uvc_EGv9wOojydzKj 1-4-q 7-0.0 12-3.1 16.0-8 19-10-0 , 22-5-14 , 26-3-5 32.8-0 39.8-0 41-0-q 11 4-0 7-0-0 5-3-1 3.9-8 3-9.8 2-7-14 3-9-8 6.4-11 7-0-0 1-4-0 6.00 FIT ST1.5x8�STP = 0 0 1r �J vi 3x6 3.00 F12 5x6 = 3x8 = 3x4 = 3 24 25 4 26 27 5 28 i 2x4 II 5x6 = 5x12 = = 29 6 30 7 31 32 833 34 35 9 5x6 17 36 37 16 38 39 40 1514 41 42 43 13 44 45 46 12 5x8 = 6x8 = 3x6 = 6x8 = 5x12 = 3x8 J THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. Scale = 1:74.6 ca ST1.5x8 STP = a c� r 10 11 Iv L7� o 3x6 7-1-8 12-3-1 12 -0 19-.l%0 1 26-2-0 26 -5 32-6-8 39-8.0 7-1-8 5-1-9 0- -15 7-4.0 1 6-4-0 0-1-5 6-3-3 7-1 .8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-3-0,0-2-0], [10:0-0-10,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >689 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 Rep Stress Incr NO W B 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS I Weight: 177lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=172(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-415(LC 8), 10=-488(LC 8), 16=-1786(LC 8), 13=-1963(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 2=612(LC 1). 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/502, 3-4� 1038/516, 4-5=-648/923, 5-6=-856/1371, 6-7=-856/1371, 7-8=-857/1022, 8-9=-1360f779, 9-10= 1598/796 BOT CHORD 2-17=-280/1089, 16-17=-923/823, 14-16=-576/321, 13-14=-489/248, 12-13=-1022/960, 10-12=-546/1412 WEBS 3-17=-102/325, 4-16=-1311/1009, 5-16— 1398/1559, 5-14=-643/680, 6-14=-421/495, 7-14=-823f753, 7-13=-1427/1601, 8-13=-1441/1211, 9-12=-14/366, 4-17=-1102/2098, 8-12=-1496/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift at joint 2, 488 lb uplift at joint 10, 1786 lb uplift at joint 16 and 1963 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Continued on page 2 Andrew Johnson PE No. 84943 \hTek USA, Inc. PL Ced 6634 16023 Swingley lodge Road, Chesterfield, ll0 63017 Date: September 14,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Jab Truss Truss Type Qty Ply 1820 D BLK NO HS 147883574 2866910 A08 SPECIAL I 1 1 Job Reference o tional k3maers rlrst5ource (mant L;ny, t-L), Plant Laty, 1-I-- 3356/, NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support conceni 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 Ito up at 13-0-12, lb down and 197 lb up at 19-0-12, 111 lb down and 197 Ito up at 20-7-4, 111 lb down, lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 1; down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 9, 32-6-8 on bottom chord. The design/selection of such connection device(s) is the resp 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front 8.430 s Aug 16 2021 Mi I ek Industries, Inc. Mon Sep 13 18:03:44 2021 Page 2 I D:193QG W BBpX3j Rl87zeOm7kz5?ad-W iekW AJ ul DoCwlkyW hhMxwo8F2Uvc_EGv9wOojydzKj 3ted load(s) 175 lb down and 173 lb up at 7-0-0, 111 lb down and 197 lb up at 11 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 1d 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 1 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down -0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at insibility of others. 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, 3-9- 54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B) 9=-175(B)17=-330(B) 15=-46(B)12=-330(B)24=-111(B)25=-111(B) 26=-111(B) 27=-111(B)28=-111(B) 29=-111(B)30= 111(B) 32=-111(B) 33= 111(B) 34= 111(B) 35=-111(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 41=-46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B) 46=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.6 Uniform Loads (plf) Vert: 1-2=51, 2-3=20, 3-25=57, 25-31=49, 9-31=33, 9-10=35, 10-11=24, 17-18=-12, 16-17=-12, 13-16=47(F=59), 12-13=-12, 12-21=-12 Horz: 1-2=-60, 2-3=-28, 9-10=44, 10-11=32 Concentrated Loads (lb) Vert: 3=144(B)7=156(B)9=257(B)17=108(B)15= 23(B)12=108(B)24=136(B)25 136(B)26=136(B)27=156(B)28=156(B)29=156(B)30=156(B)32=156(B) 33=156(B)34=156(B) 35=165(B)36=-23(B)37= 23(B)38=-23(B)39=-23(B)40=-23(B)41=-23(B)42= 23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ' Vert: 1-2=24, 2-3=35, 3-5=33, 5-34=49, 9-34=57, 9-10=20, 10-11=51, 17-18=-12, 116-17=-121 13-16=47(F=59), 12-13=-12, 12-21=-12 Horz: 1-2=-32, 2-3=-44, 9-10=28, 10-11=60 Concentrated Loads (lb) Vert: 3=173(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 27=156(B) 28=156(B) 29=156(B) 30=156(B) 32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39= 23(B) 40=-23(B) 41=-23(8) 42=-23(B) 43= 23(B) 44=-23(B) 45=-23(B)46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60I Uniform Loads (plf) Vert: 1-2=-23, 2-3=-34, 3-9=-16, 9-10=7, 10-11=18, 17-18=-20, 16-17= 20, 13-16=3i (F=59), 12-13=-20, 12-21- 20 Horz: 1-2=9, 2-3=20, 9-10=21, 10-11=32 Concentrated Loads (lb) Vert: 3=57(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)27=197(B)28=197(B)29=197(B)30=197(B)32=197(B) 33=197(8) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39- 13(B) 40= 13(B) 41= 13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 7) Dead+ 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-3=7, 3-9=-16, 9-10=-34, 10-11=-23, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13= 20, 12-21=-20 Horz: 1-2= 32, 2-3=-21, 9-10=-20, 10-11= 9 Concentrated Loads (lb) Vert: 3=57(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)27=197(B)28=197(B)29=197(B)30=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37- 13(B) 38=-13(B) 39=-13(B) 40=-13(8) 41_ 13(B) 42_ 13(B) 43=-13(13) 44=-13(13) 45=-13(13) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase-11.60 Uniform Loads (plf) Vert: 1-2=85, 2-3=54, 3-9=54, 9-10=54, 10-11=85, 17-18=-12, 16-17=-12, 13-16=47( i 59), 12-13= 12, 12-21=-12 Horz: 1-2=-94, 2-3=-62, 9-10=62, 10-11=94 Concentrated Loads (lb) Vert: 3=140(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)27=136(B)28=136(B) 29=136(B) 30=136(B) 32=136(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39= 23(B) 40=-23(B) 41=-23(B) 42= 23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=63, 2-3=31, 3-9=31, 9-10=31, 10-11=63, 17-18=-12, 16-17=-12, 13-16=47(F=59), 12-13=-12, 12-21=-12 Horz: 1-2=-71, 2-3=-39, 9-10=39, 10-11=71 Concentrated Loads (lb) Vert: 3=135(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30=165(B) 32=165(B) 33=165(B) 34=165(8) 35=165(B) 36= 23(B) 37- 23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B)43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-4, 2-3=-i6, 3-9= 16, 9-10=-16, 10-11=-4, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2= 10. 2-3=2, 9-10=-2, 10-11=10 Concentrated Loads (lb) Vert: 3=70(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)27=197(B)28=197(B) 29=197(B) 30=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B)37=-13(B) 38=-13(B)39=-13(B)40=-13(13) 41=-13(B) 42= 13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-4, 2-3=-16, 3-9=-16, 9-10- 16, 10-11=-4, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-10, 2-3=2, 9-10=-2, 10-11=10 Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANSVTP11 Quality Criteria, DS6-69 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 1 Job Truss Truss Type I City Ply 1820 D BLK NO HS 147883574 2866910 A08 SPECIAL 1 1 I Job Reference (optional) Builders First.Source (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:03:44 2021 Page 3 ID:1930G W BBpX3j Rl87zeOm7kz57ad-W iekW AJul DoCwlkyW hhMxwo8F2Uvc_EGv9wOojydzKj LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=70(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)27=197(B)28=197(B)29=197(B)30=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37- 13(B) 38=-13(B) 39=-13(B)40=-13(B) 41=-13(B) 42= 13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 51, 2-3=-59, 3-9=-45, 9-10- 28, 10-11=-20, 17-18=-20, 16-17=-20, I3- 2-13=-20, 12-21=-20 Horz: 1-2=7, 2-3=15, 9-10=16, 10-11=24 Concentrated Loads (lb) Vert: 3=-17(B) 7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B)39=-13(B)40--13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increa le=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 20, 2-3=-28, 3-9=-45, 9-10=-59, 10-11=51, 17-18=-20, 16-17=-20, 1i-16=24(F=44), 12-13= 20, 12-21=-20 Horz: 1-2=-24, 2-3=-16, 9-10=-15, 10-11= 7 Concentrated Loads (lb) Vert: 3=-17(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39= 13(B) 40=,-13(B) 41=-13(B) 42= 13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2= 7, 2-3=1, 9-10= 1, 10-11=7 Concentrated Loads (lb) Vert: 3=-7(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-..13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9= 45, 9-10= 45, 10-11=-37, 17-18=-20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 �i Concentrated Loads (lb) Vert: 3=-7(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)27=145(B)28=145(B)29=145(B)30=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36_ 13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-i13(13) 41=-13(B) 42= 13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Y` • 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 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 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/TPI7 Quality Criteria, DSB !89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883575 2866910 A09 SPECIAL 1 - 1 I Job Reference (optional) Builders FirstSource (Plant Gity, FL), F'lant Gity, FL - 33557, 8.430 s Aug 16 2021 Mt I ek Industries, Inc. Mon Sep 13 18:03:46 2021 Page 1 1 ID:193OGW BBpX3j R187zeOm7kz57ad-S5mVxsLBGr2w9btLe6jgOLuSfs974vVZMTP7scydzKh t13-0-0 19-10.0 I0 3-10.00 , 218-0 30-0 33-00-0 3980 1 1 -0-9 14 6 2-10-2--0-0 440 2-.0 6-.0 1-4.6-8-0 Scale = 1:77.0 3x6 = 6.00 FIT 5x8 = 5x6 i 7 7x8 4 3 I4 — 8 27 28 6 3x6 5x6 26 9 5x6 ci 3 10 6 v ST1.5x8 STP = ST1.5x8 STP = 25 29 co 2 18 17 I, 16 15 14 13 11 12 co 1 0 7x8 = 4x4 = 7x8 = to 4x4 = 5x8 = 4x4 = 4x8 5x8 3.00 12 8-8-0 6.11-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.65 17-18 >729 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.84 15-17 >568 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.51 11 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 235 lb FT = 20% LUMBER- BRA,ACING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-10: 2x4 SP No.1 I 1 Row at micipt 6-8 BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-353(LC 10) Max Uplift 2= 941(LC 12), 11=-941(LC 12) Max Grav 2=1540(LC 1), 11=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5061/3204, 3-4= 4761/2971, 4-5=-3096/2051, 5-6=-3067/1972, 6-8=-2888/1I840, 8-9=-3299/2096, 9-10=-4798/2876, 10-11=-5020/2998 BOT CHORD 2-18=-2814/4720, 17-18=-1527/2877, 15-17=-1734/3260, 14-15=-1455/2910, 13-14=-2230/4206, 11-13=-2564/4563 WEBS 3-18=-389/486, 4-18=-1124/1990, 4-17=-132/493, 5-17=-320/255, 5-15=-436/337, 8-15— 148/476, 8-14= 447/789, 9-14= 1439/862, 9=13=-635/1251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft B=45ft; L=40ft; eave=5f; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-0-0, Exterior(2R) 13-0-0 to 17-0-0, Interior(1) 17-0-0 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 11. - 9) 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. AndrerrJohnsooPE\o.84943 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 3lfrekUSA, Inc. FLCed6634 16013 Suboey Ridge Road, Chesterfield, MO63017 Date: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 AN51/rPl1 Quality Criteria, DSB-69 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Type Qty Ply 1820 D BLK NO HS T 147883576 2866910 SPECIAL 1 1 Job Reference (optional) t-sunaers t-irstbource trlanl L ny, t-Lj, mant L ny, rt_ - 3dbbl, in 6x8 = 4 6.00 F12 2x4 28 3 ST1.5x8 STP = 27 2 20 qI 1 Bx10 = 0 4x8 3.00 12 8.43U S Aug 16 ZU21 Mi I eK Industries, Inc. Mon Sep 13 18:03:48 2U21 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-PUuFMYMOoS IeOvljlXl l5mzgCgphYtprgnuExUydzKf 1.15 23.10r0 28-8.0 , 31.0-0 , 33-8-15 . 39-6-0 41-0-0 -10 J-yLO t-U-t 4-,U-u 4 •4-u 5x6 = I. 8 10x12 2x4 II 5x6 5 321 7 33 29 30 y 6 2x4 11 I 1 19 18 17 48 = 5x8 = 4x4 = 4x4 11 16 15 4x4 =8x10 = Scale = 1:77.0 2x4 ; co 12 6 ST1.5x8 STP = CO 31 0 0 13 14 Iv a 0 4x8 zz 8-8-0 16-10.11 22-9-51 28.8-0 31.0-0 39-8-0 8-8-0 B•2-11 5-10-t 5-10.11 2--4 8.8.0 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-4-0,0-1-15], [7:0-4-0,0-4-81, 110:0-2-4,0-0-01, [13:0-1-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.75 17-19 >636 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.93 19-20 >514 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 HOrz(CT) 0.57 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 248lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied. Except: 4-7,7-10: 2x6 SP No.2, 6-8,8-10: 2x4 SP No.2 1 Row at midpt 7-10 BOT CHORD 2x4 SP No.1 'Except* BO CHORD Rigid ceiling directly applied. 18-20,15-18: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 7 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 i Max Horz 2=354(LC 11) Max Uplift 2=-941(LC 12), 13=-941(LC 12) Max Grav 2=1540(LC 1), 13=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4884/3181, 3-4=-4614/2905, 4-5=-4273/2847, 5-6_ 4272/2844, 6-7=-3727/2531, 7-9=-3340/2281, 9-10=-3345/2284, 10-11=-3759/2423, 11-12= 4656/2863, 12-13=-4841/3015, 6-8=-650/490, 8-10=-659/468 BOT CHORD 2-20=-2801/4525, 19-20=-1899/3309, 17-19— 2175/3896, 16-17=-1806/3303, 15-16=-2282/4108; 13-15= 2608/4365 WEBS 3-20=-263/407, 4-20=-774/1504, 4-19=-688/1120, 5-19= 591/558, 7-19=-288/588, 7-17=-345/364, 10-17= 533/830, 8-9=-94/294, 10-16=-545/1040, 11-16=-1102/654, 11-15=-491 /975 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Exterior(21R) 11-0-0 to 15-0-0, Interior(1) 15-0-0 to 23-10-0, Exterior(2R) 23-10-0 to 27-10-0, Interior(1) 27-10-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941 lb uplift at joint 2 and 941 lb uplift at joint 13. 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. Andress Johnson PEA. 84943 AT& USA, Inc. FL Cert 6634 16023 SwIngley Ridge Road, Cheslerf>eld, \10 63017 Date: September 14,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 vedfy 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply 1820 D BLK NO HS 147883576 2866910 A10 SPECIAL 1 1 Job Reference (optional) tSutlders FtrstSource (Plant city, t-L), Plant Uity, I-L - 33b6/, 8.430 S Aug 16 2021 Mi I ek Industries, Inc. Mon Sep 13 18:03:48 2021 Page 2 ID:193QG W BBpX3j Rl87zeOm7kz5?ad-PUuFMYMOoSleOvi j IXI15mzgCgphYtprgnuExUydzKf NOTES- 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANSVTPH Quality Criteria, DSB-69 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 1820 D BLK NO HS I 147883577 2866910 A11 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, ICZ 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:03:50 2021 Page 1 7NydzKd 14; 13 JG JJ 4x6 = 3x6 = 3x6 = 3x6 = 3.00 12 6x8 = I 9-4.4 ale = 1:76.1 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 FBC2020frP12014 CSI. TC 0.69 BC 0.99 WB 0.96 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) -0.28 11-13 >842 240 Veit(CT) -0.43 11-13 >547 180 Horz(CT) -0.02 13 n/a n/a I PLATES GRIP MT20 244/190 Weight: 198lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP IICHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 "Except` BOT CHORD Rigid ceiling directly applied. Except: 6-13: 2x4 SP No.3 I 2-2-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=353(LC 11) Max Uplift 2=-580(LC 12), 13=-734(LC 12), 9= 564(LC 12) Max Grav 2=894(LC 17), 13=1791(LC 17), 9=982(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2353/1494, 3-4=-2046/1266, 4-5=-1287/933, 5-6=-237/315, 6-7=-188/409, 7-8=-1214/810,8-9=-13361769 BOT CHORD 2-17=-1260/2390, 16-17=-827/1894, 15-16=-506/768, 13-15=-1004f748, 6-15=-227/272, 11-13=0/252, 9-11=-524/1132 WEBS 3-17= 298/363, 4-17=-368/907, 4-16=-547/313, 5-16=-127/803, 5-15=-1052/881, 7-13=-696/297, 7-11=-516/1122, 8-11=-531/567 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Extedor(2R) 9-0-0 to 13-0-0, Interior(1) 13-0-0 to 23-10-0, Extedor(2R) 23-10-0 to 27-10-0, Interior(1) 27-10-0 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle'3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 580 lb uplift at joint 2, 734 lb uplift at joint 13 and 564 lb uplift at joint 9. 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. Andrew Johnson PE No.84943 H1fek USA, Inc. FL Ced 6634 16013 Swiagley Ridge Road, Chesterfleld,110 63017 Date: September 14,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANSVTP11 Quality Criteria, DSB-89 end BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type I Qty Ply 1820 D BLK NO HS 147683578 2866910 A24 SPECIAL 1 1 i Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 18.436 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:03:53 2021 Page 1 ID:3xt7Yd6 RbYnXO16Sf6ghjjz4cnz-I Rh8 PFQXd_xwVgwhY4LTopgizhXzD58bz2b7ciydzKa 111-.44-7-0-1-.8140 500 27-11-113320--181 I 23.-8100 307--11.18 44-0 4.3-14 11.-40--001 -2-35-2-400 2-11 4- Scale = 1:76.1 i ! 5x6 = ST1.5x8 STP = STP = 4x6 5 5X8 = '— a 18 17 3x8 k1 8x12 = 3x4 = 3x6 = 3x6 = 3x6 = 3.00 F12 6x8 = 7-1-8 9-10-0 11-8-4 20-1-8 202.0, 26.7-2 33-7-10 39-8-0 7-1-8 2-8-8 r1-10-01 4.1-4 4-4-4 0- -8 6-5-2 7-0-8 6.0.6 Plate Offsets (X,Y)-- [2:0-1-15,1-2-131, [2:0-2-14,Edgel, [3:0-6-0,0-2-81, [10:0-3-0,0-3-01, r19:0-3-8,0-3-81, [21:0-3-0,0-4-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Veit(LL) 0.25 23 >979 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.29 24-27 >843 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Hofz(CT) -0.03 17 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS I Weight: 233lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP'CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bracing. Except: 5-22: 2x8 SP 240OF 2.OE, 19-21,8-17: 2x6 SP M 26 I 6-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Horz 2=353(LC 7) Max Uplift 2=-742(LC 8), 17=-1152(LC 8), 12= 448(LC 8) Max Grav 2=1090(LC 1), 17=2300(LC 2), 12=898(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3075/1790, 3-4= 2675/1715, 4-5=-2509/1695, 5-6=-2811/1874, 6-7= 637/627, 7-8=-335/1018, 8-9=-222/756, 9-10=-589/299, 10-1 1=-1289/506,11-12=-1396/530 BOT CHORD 2-24=-1442/2776, 23-24=-1415/2752, 22-23=-825/1417, 5-21= 250/291, 20-21=-665/1122, 17-19=-1074l788, 8-19=-311/307, 16-17=-167/298, 14-16=-161/835, 12-14=-328/1206 WEBS 3-24=-425/1085, 3-23=-334/27, 21-23=-634/1290, 6-21=-1001/1879, 6-20=-1247/895, 7-20=-754/1339, 7-19= 976/677, 9-17=-1215/461, 10-16=-670/502, 10-14=-84/465, 9-16=-309/795 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45fh L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 742 lb uplift at joint 2, 1152 lb uplift at joint 17 and 448 lb uplift at joint 12. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 170 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11-0-12 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). Continued on page 2 Andrely 3obasoa PE No. 64943 3141ek USA, Inc. PI. Cent 6634 16023 Sniuglel Ridge Road, Cbester0eld, 310 63017 Date: SeDtember 14.2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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. W1 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 ANSIITP11 Quality Criteria, DSB-B9 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883578 2866910 A24 SPECIAL I 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, I 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:03:53 2021 Page 2 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-I Rh8PFQXd_xwVgwhY4LTopgizhXzD58bz2b?oiydzKa LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25= 20, 22-24=-20, 19-21=-20, 1 i 18=-20, 17-28=-20 Concentrated Loads (lb) Vert: 3=-1 59(F) 24=-312(F) 23=-46(F) 4=-111(F) 31=-111(F) 32=-46(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. J ^ • "Design valid for use only with MITekb 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 ANSUTPH Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS l 147883579 2866910 B01 SPECIAL I 1 1 Job Reference (optional) Buncers rtrstaource triant Guy, FL), riant t ay, FL - 33567, d.43U S Aug 16 ZUZI MI I eK mtlustries, Inc. Mon Sep 13 I u:U3:54 2u21 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-Dd FW cbR9013n6gVt6osiL1 Dv94?ByV FkCi LY88ydzKZ 1-4-0 i B-6.0 11-10-0 19.6.0 27-8-0 29-0-0 1-4-0 B-6.0 3-4-0 I 7-8.0 B-2-0 1-4-0 46 = I Scale = 1:57.1 4 6.00 F12 5x6 II I 3 I 18 5x8 CC 5 17 th 2 ST1.5x8 STP = dI1 19 0 20 10 8 7x10 — 6 4x4 = 7 ''? o I� -o O N 9 4x4 = ST1.5x8 STP = 6x8 = 4x6 11 7-10-0 8-Q-0 17-5-12 27-8-0 77 10-0 0- -0 9-5-12 10-2-4 Plate Offsets (X,Y)-- [2:0-1 -0, Edge],[3:0-3-10,Edge], [5:0-4-0,0-3-0], [8:0-3-4 Edge] [10:0-7-8,0-4-0] LOADING (pst) SPACING- 2-0-0 CS]. DEFL. in ([cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Verl(LL) 0.35 10-13 >270 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.30 10-13 >318 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS I Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 I REACTIONS. (size) 2=0-4-0, 9=0-8-0, 6=0-8-0 Max Horz 2=315(LC 11) Max Uplift 2=-449(LC 12), 9=-739(LC 12), 6— 536(LC 12) I Max Grav 2=343(LC 21), 9=1099(LC 1), 6=809(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I TOP CHORD 3-4=-72/336, 4-5=-934l764, 5-6— 1072/739 BOT CHORD 9-10=-1019/1209, 3-10=-390/533, 6-8=-491/891 WEBS 4-10=-703/336, 4-8=-494/819, 5-8=-517/593, 8-10=-99/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 218-0 to 11-10-0, Exterior(2R) 11-10-0 to 15-10-0, Interior(1) 15-10-0 to 29-0-0 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 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 449 lb uplift at joint 2, 739 lb uplift at joint 9 and 536 lb uplift at joint 6. 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. Andrew Johnson PE No. 84943 MTek USA, Inc. FL Cent 6634 16023 Swingley Ridge Road, Chesterfield, 310 63017 Date: September 14,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 ANSVTPI1 Quality Criteria, DSB-89 and, SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty- Ply 1820 D BLK NO HS I 147883580 2866910 B01A SPECIAL 2 1 I Job Reference (optional) CO aI' 0 —1)" , 11, —y, i o.voU S My 10 ZUL 1 Ivm I UK uruuss IUS, Inc. 1v1Un oep I o I mus:no ZUZI rage I I I D:193QG W BBpX3j R I87zeOm7kz57ad-AONH1 HTQwvJVM8eGDDvAQSIC4uYgQOQ1 fOgfD 1 ydzKX 1.4.0 5-10-13 8.6-0 11-10-0 19.6-0 27-8.0 29.0.0 1-4-0 5-10-13 2-7-3 3-4-0 7-8-0 8-2-0 1-4-0 46 = 11 4X4 — 5x8 = ST1.5x8 STP = 6x8 = 17-6-5 Scale = 1:58.0 r? o 1'! -o O N LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.24 9-10 >973 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.40 9-15 >590 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 HorZ(CT) -0.03 10 n/a n/a BCDL 10.0 Code FBC2020(fP12014 Matrix -AS I Weight: 146 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied. Except: 4-10: 2x6 SP No.2 I 6-0-0 oc bracing: 10-12 WEBS 2x4 SP No.3 WEBS, 1 Row at midpt 5-10 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 10=0-8-0, 7=0-8-0, 2=0-4-0 Max Horz 2= 312(LC 10) Max Uplift 10=-558(LC 12), 7= 564(LC 12). 2=-600(LC 12) Max Grav 10=1057(LC 2), 7=1013(LC 18), 2=479(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-318/442, 3-4=-219/382, 4-5= 260/433, 5-6— 1284/859, 6-7=-1402/814 BOT CHORD 10-12= 3651765, 9-10=0/353, 7-9=-552/1192 WEBS 5-10=-614/323, 5-9=-537/1109, 6-9=-532/589, 3-12=-208/358 NOTES- 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-10-0, Exterior(2R) 11-10-0 to 15-10-0, Interior(1) 15-10-0 to 29-0-0 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 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 10, 564 lb uplift at joint 7 and 600 lb 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. AndrereJoltmon PE No.84943 3hTek USA, Inc. Fl. Ced 6634 16023 SDiegley lodge Road, Cheslerrteld, 3f0 63017 Dale: September 14,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M1Tek® 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 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883581 2866910 B01B SPECIAL I 1 1 - Job Reference o tional ounaers mrsiauurce trtant Ul y, rr_/, rianl ury, rL - 33D01, 4&-1 i 8-6-0 1-4-0 4-0-0 6x8 = 5 6.00 F12 4x4 11 214 3x4 i 3 20 c1 2 �11 � 24 15 3x4 = 2x4 II 14 V 7x10 — 12 1 13 1 8x10 = 44 = 8-2.0 .0 8,1,0 11.10-0 0 0 3 b 3-8-0 0.1.0 f7:0-2-8,Edae1. 1`12:0-5-0.0-4-121. 11 a.43U S Aug lb ZUZI MI I eK InauStneS, Inc. mon A-ep 13 1tf:U3:b/ ZUZI rage 1 ID:193QGW BBpX3jR187zeOm7kz57ad-eCxfFdT2hDRMzHDSnwQPzfrLul7A9ueAugZCITydzKW Scale = 1:54.7 22 6 6 23 26 10 � 7 ED o g m 1� -o 6 N 1 9 ST1.5x8 STP = 4x6 = 2x4 I 4x4 = 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 0.83 Vert (LL) 0.23 9-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.19 9-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Ho '(CT) -0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 183lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied. Except: 4-12: 2x8 SP 240OF 2.0E 6-0-0 oc bracing: 12-14 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11, 5-12, 6-11 REACTIONS. (size) 12=0-4-0, 7=0-8-0 Max Horz 12=311(LC 11) Max Uplift 12— 1830(LC 12), 7=-736(LC 12) Max Grav 12=1580(LC 1), 7=705(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1216/568, 3-4=-1750/851, 4-5=-1048/645, 5-6=-225/252, 6-7=-948/1700 BOT CHORD 2-15=-461/1254, 14-15=-461/1254, 12-14=-547/1238, 4-14=-309/548, 11-12=-184/390, 9-1 1=-1303/787, 7-9=-1287/783 WEBS 5-11=1726/521, 6-9— 989/368, 3-14=-304/745, 5-12— 1183/2-723, 6-11=861/1861, 3-15=-352/148 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-10-0, Exterior(2R) 11-10-0 to 15-10-0, Interior(1) 15-10-0 to 29-0-0 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 I - 3) Building Designer / Project engineer responsible for verifying applied roof jive load shown covers rain loading requirements specific to the use of this truss component. 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 1830 lb -uplift at joint 12 and 736 lb uplift at joint 7. 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. Andrew Johnson PE No. 84943 ShTek USA, Inc. R Ced 6634 16023 S1liagley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021- A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 ANSUTPIII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883582 2866910 B11 GABLE 1 1 Job Reference (optional) Irsi5ource tviant Lmy, FL), viant Uly, rL - 33567, ST1.5x8 STP = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 TCDL 7.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.94 BCDL 10.0 Code FBC202OfTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-26,7-24: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 24=0-8-0, 15=0-8-0 Max Horz 2=312(LC 11) Max Uplift 2=-720(LC 12), 24=-480(LC 12), 15=-678(LC 12) Max Grav 2=588(LC 1), 24=805(LC 1), 15=963(LC 18) 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:04:00 2021 Page 1 ID:193QG W BBDX3i RI87zeOm7kz57ad-2ncoteW wzBDxolvl S2z6alTr5VwIMDKcaeosMovd7KT 5x8 = 17-6-5 27-8.0 in (loc) I/defl Ud 0.2818-19 >837 240 -0.4317-44 >552 180 0.09 15 n/a n/a Scale = 1:58.2 M o I6 -o O N 3x4 = PLATES GRIP MT20 244/190 Weight: 223 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-11-13 oc bracing: 2-26 6-10-1 oc bracing: 15-17. 6-0-0 oc bracing: 24-26 WEBS 1 Row at midpt 8-24 JOINTS 1 Brace at Jt(s): 27, 30, 33, 35, 36 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-881/1380, 3-5=-565/458, 5-6=-554/465, 6-7=-522/469, 7-8=-320/534, 10-11=-1182/1013, 11-12=-1154/939, 12-13=-1190/905, 13-15=-1298/903 BOT CHORD 2-26=-1116/834, 24-26=-272/814, 26-29=-163/370, 7-29= 138/333, 23-24=-116/452, 22-23— 116/452, 21-22=-117/452, 20-21= 117/452, 19-20=-116/452, 18-19=-116/452, 17-18=-116/452, 15-17=-621/1114 WEBS 17-34=-442/467, 13-34=-447/415, 22-35=-312/493, 8-35=-290/481, 20-36=-336/234, 10-36= 348/257, 8-10=-591/656, 24-28=-850/351, 8-28=-919/405, 10-32— 684/1064, 32-33=-607/900, 17-33=-583/903, 3-31=-526/1145, 30-31=-529/1147, 29-30=-529/1147 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -2-0-0 to 1-10-10, Interior(1) 1-10-10to 11-10-0, Exterior(2R) 11-10-0 to 15-10-0, interior(1) 15-10-0 to 29-8-0 zone; end vertical left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 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 720 lb uplift at joint 2, 480 lb uplift at joint 24 and 678 lb uplift at joint 15. Continued on page 2 AndrelrJoheson PE No.84943 3LTek USA, Inc. FL Ced 6634 16023 Swingley Ridge Road, Chesterfield, JIO 63017 Date: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTekV 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 temporaryand 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D ELK NO HS 147883582 2866910 B11 GABLE 1 1 Job Reference o tional Builders Firstsource (Plant City, FL), Plant City, FL - 33567, I 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:04:00 2021 Page 2 ID:193QG W BBpX3j Rl87zeOm7kz57ad-2ncoteW wzBpxgly1 S2z6a1Tr5Vwl MDKcaeosMoydzKT NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 26 lb up at 1-0-0, 10 lb down and 23 lb up at 3-0-0, and 10 lb down and 23 lb up at 5-0-0, and 10 lb down and 23 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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: 1-9=-54, 9-16=-54, 26-37=-20, 24-25=-20, 24-40=-20 Concentrated Loads (lb) Vert: 46=-10(F) 48=-9(F) 49=-9(F) 50— 9(F) I I A WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 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 ANSUTPI1 Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883583 2866910 CiV SPECIAL L 6 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MP LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 BOT REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-4(LC 9), 2=-211(LC 12), 4=-14(LC 1) Max Grav 3=18(LC 12), 2=158(LC 1). 4=41(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ustries, Inc. Mon Sep 13 18:04:01 2021 Page 1 'kSxoSvXDOmUL7VOAvvUB5uHmplXQuEydzKS Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 Structural wood sheathing directly applied or 0-11-4 oc purlins. Rigid ceiling directly applied or 6-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=C.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 211 lb uplift at joint 2 and 14 lb uplift at joint 4. Andrew Johnson PE No. 84943 MiTek USA, Inc. FL Ceti 6634 160I3 S1/ingley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANSVTP11 Quality Criteria, OSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Jab Truss Truss Type Qty Ply 1820 D BLK NO HS 1478B3584 2866910 C3V SPECIAL 6 1 Job Reference (optional) Builders FirstSource (Plant City, FL), 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 FBC2020/TP12014 CSI. DEFL. in (loc) Udefl Ud TC 0.26 Vert(LL) 0.01 4-7 >999 240 BC 0.13 Vert(CT) -0.01 4-7 >999 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -MP ies, Inc. Mon Sep 13 18:04:01 2021 Page 1 (oSvXD Om U L7 VOAvvTu5uH mp IXQ u EydzKS Scale = 1:12.7 0 c%r n IV 6 6 6 PLATES GRIP MT20 244/190 Weight: 12 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 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=152(LC 12) Max Uplift 3=-67(LC 12), 2=-174(LC 12) Max Grav 3=72(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0ps1; h=25ft; B=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3 and 174 lb uplift at joint 2. Andrew Johnson PE No.84943 3LTek USA, Inc. FL Ced 6634 16023 Somgley Ridge Road, Chesterfield, 310 63017 Dale: September 14,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingtey Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply 11120 D BLK NO HS 2866910 C5V SPECIAL I 8 1 147883585 Ruilrlora PirerRnurro 1PI—t r»„ Dl s Di— r:,., �l Jab Reference o tional -1-4-0 2 8 ST F d' d• p 3x4 Plate Offsets 6.00 F12 uy ,. —1 Inl l en ll1—ulub, Iln . Iviurl Jeff Io to;u'i;uC zue i rage 1 ID:193QG W BBpX3j R I87zeOm7kz5?ad-_AkY1KXBV13f436QaTOagjYGHJj EgLXv2yHzQhydzKR 4-11-4 4-11-4 9 3.00 12 3 9 Scale = 1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ver4L) 0.07 4-7 >817 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.07 4-7 >881 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz�CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix -AS I Weight: 18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=214(LC 12) Max Uplift 3= 133(LC 12), 2=-189(LC 12) Max Grav 3=134(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=2 ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live I ads. 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. I 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI[TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 3 and 189 lb uplift at joint 2. 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. Andress Johnson PE No. 84943 )GTek GSA,Iar. FL Ced 6634 16013 Sssboey Ridge Road, Chesterfield, 1f063017 Date: September 14,2021 - A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020. BEFORE USE v + - 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/TPI7 Quality Criteria, DSB-69 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty PlyTJ.b BLK NO HS 2866910 D01 Common 2 147883586 rence (optional) 1-4-0 s-R-n • ST1.5x8 STP = ri 2 6 s e 4x4 = 6.00 12 2x4 16 3 15 4x4 = 14 8 5x8 o.vou s muy III zaz I Ivu I eK Inausrnes, Inc. Mon Sep 13 7 t1:U4:U3 2U21 I -age 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-TMIwVgYpG3BVhChc7BXpCw5UrzTZ113HcOXz7ydzKQ 14-4-0 20-0-0 21-4-0 4-4.0 5-8-0 1-4.0 10.0.0 I 17 2x4 i 5 Scale = 1:36.5 18 6 61 m x I e 7 o e s 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.33 8-11 >721 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 90 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) 2=0-8-0, 6=0-8-0 Max Horz 2=233(LC 11) Max Uplift 2=-531(LC 12), 6=-531(LC 12) Max Grav 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1211/1021, 3-4=-928/796, 4-5= 928l796, 5-6=-1211/1020 I BOT CHORD 2-8=-730/1104, 6-8=-753/1057 WEBS 4-8=-386/587, 5-8=-398/493, 3-8=-398/494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(K) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 10.0-0, Exterior(2R) 10-0-0 to 14-0-0, Interior(1) 14-0-0 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 531 lb uplift at joint 2 and 531 lb uplift at joint 6. 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. Andrew Johnson PE No. 84943 3bTek USA, Inc. FL Cert 6634 16023 Snmgley Ridge Road, Chesterfield, Jf0 63017 Date: September 14,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883587 2866910 D03 - Hip Girder 1 1 Jab Reference o tional Builders 3x4 = 2x4 11 5x6 = 3x8 = 2x4 11 3x4 = l 12.0-0 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. I in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) �I 0.06 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.08 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020)TP12014 Matrix -MS Weight: 104 lb FT = 20% LUMBER- BRACING- .l TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORDII Rigid ceiling directly applied or 8-4-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=193(LC 7) Max Uplift 2=-531(1-C 8), 7=-531(LC 8) Max Grav 2=812(LC 1), 7=812(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1326/715, 3-4=-1031/625, 4-5=-881/603, 5-6=-1024/620, 6-7=-13251715 BOT CHORD 2-12=-495/1188, 11-12= 495/1188, 10-11=-292/879, 9-10=-495/1147, 7-9= 495/1147 WEBS 3-11=-367/240, 4-11=-84/272, 5-10=-80/272, 6-10=-371/241 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft,L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint 2 and 531 lb uplift at joint 7. ge 1 IzKP 1:37.7 Andrew Johnson PE No.84943 Mi1ek USA, Inc. FL Cert 6634 16023 Snfngley Ridge Road, Chesterfield,110 63017 Date: September 14,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 end/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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swfngley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply BLK NO HS 147883588 2866910 E1 SPECIAL I 14 1 F rence (optional) Dunuers rrssnauurce triarn Amy, rr-/, Mann airy, i4:ub zuzi rage 1 iHMkwVd1?ydzKO Scale = 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrc(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 6 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) 2=0-8-0, 4=Mechanical Max Horz 2=101(LC 12) Max Uplift 2=-221(LC 12), 4=-11(LC 1) Max Grav 2=157(LC 1), 4=55(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 n 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 221 lb uplift at joint 2 and 11 lb uplift at joint 4. Andrew Jahasan PE No. 84943 3hTek GSA, Inc. FL Ceti 6634 16023 Sidngley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 ANSUTPI7 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 D BLK NO HS 147883589 2866910 E7V SPECIAL I 17 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), 4X4 Plate Offsets (X,Y)-- Inc. Mon Sep 13 18:04:06 2021 Page 1 YgPBpJ4WgZsSwz-m9XVzaFBZSydzKN m m N O O � n Scale = 1:23.0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL., in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.23 4-7 >355 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.22 4-7 >378 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS I Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 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 j Max Horz 2=278(LC 12) I Max Uplift 3=-200(LC 12), 2=-21 O(LC 12) I Max Grav 3=200(LC 17), 2=336(LC 1), 4=121(LC 3) s FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 3 and 210 lb uplift at joint 2. 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. Andreiv Jahnsoo PE,No. S4943 3hTek USA, Inc. FL Cert 6634 16013 Saingleh Ridge Road, Chesterfield,110 63017 Date: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type i Qty Ply 1820 D BLK NO HS 147883590 2866910 H1 SPECIAL 3 1 I Job Reference (optional) LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 7.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 BOT REACTIONS. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=92(LC 8) Max Uplift 2= 338(LC 8), 4= 25(LC 13), 3=-9(LC 5) Max Grav 2=223(LC 1), 4=41(LC 8), 3=22(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. in (loc) I/defl Ud 0.00 7 >999 240 0.00 7 >999 180 0.00 2 n/a n/a 13 18:04:06 2021 Page 1 1wB7m9XVzaFBZSydzKN Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% Structural wood sheathing directly applied or 1-4-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft B=45ft; L=40ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. . 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 338 lb uplift at joint 2, 25 lb uplift at joint 4 and 9 lb uplift at joint 3. Andrew Johnson PE No. 84943 Arek USA, Inc. FI. Ced 6634 160I3 Swingley Ridge Road, Chesterfleid,110 63017 Date: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Jab Truss Truss Type Qty Ply 1820 D BLK NO HS 147883591 2866910 H7V SPECIAL I 3 1 Job Reference (optional) Builders FirstSource (Plant city, FL), Plant City, FL - 33567, 1-10-10 2 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 WEBS 2x4 SP No.3 3x4 = 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:04:07 2021 Page 1 I D:193QG W BBpX3j RI87zeOm7kz5?ad-LBXRLI bJKlhxAcl_NMObI NmF51 KOOVXReBE_k6uydzKM 4-6.0 SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud Plate Grip DOL 1.25 TC 0.65 Vert(CL) 0.10 6-7 >999 240 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 Rep Stress Incr NO WB 0.34 Horz(CT) -0.02 5 n/a n/a Code FBC2020/TP12014 Matrix -MS REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=277(LC 8) Max Uplift 4=-187(LC 8), 2= 298(LC 8), 5=-185(LC 9) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/716 BOT CHORD 2-7=-777/933, 6-7=-788/932 WEBS 3-7=0/293, 3-6= 918/773 Scale = 1:22.7 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord jive 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. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 4, 298 lb uplift at joint 2 and 185 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Continued on page 2 I? N 6 c6 Andrew Johasoa PE No.84943 1hTek USA, Inc. FL Cent 6634 16023 Swingley Ridge Road, ChesterGeld,11063017 Date: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type 1 Qty Ply 1820 D BILK NO HS 147883591 2866910 H7V SPECIAL I 3 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, B=-50) 1 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 18:04:07 2021 Page 2 ID:193OGW BBpX3j Rl87zeOm7kz57ad-LBXRLI bJKlhxAc)_NMObINmF51KOOVXReBE_k6uydzKM 1, B=11) 15=-11(F=-5, B=-5) 16=-51(F=-25, B=-25) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Symbols Numbering System A General Safety Notes 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. o'1/ifi 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/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 0 M 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building 0 0 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 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from THE LEFT. the environment in accord with ANSI/rPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. - -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. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, g or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values established by others. 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved 111111110111111110 Nil .1� MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.