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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 6 RE: 2867055 - 2508 CR 3CAR BLK NO HS MiTek USA, Inc. Site Information: 16hh023 SwingleyQQRiddgge Rd Customer Info: Adams Homes Port St Lucie Project Name: 2508CR 3CAR Mod rMU 3CAR Lot/Block: 33PH3 Subdivision: WATERSTON& 8694 Waterstone Blvd Address: 8694 Waterstone Blvd, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 42 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 147882595 A01 9/14/21 2 147882596 A01 A 9/14/21 3 147882597 A01 B 9/14/21 4 147882598 A02 9/14/21 5 147882599 A03 9/14/21 6 147882600 A04 9/14/21 7 147882601 A05 9/14/21 8 147882602 A06 9/14/21 9 147882603 A07C 9/14/21 10 147882604 A08C 9/14/21 11 147882605 A09C 9/14/21 12 147882606 A10 9/14/21 13 147882607 A11 9/14/21 14 147882608 Al2 9/14/21 15 147882609 A13 9/14/21 16 147882610 -A15 9/14/21 17 147882611 A16 9/14/21 18 147882612 A17 9/14/21 19 147882613 B03 9/14/21 20 147882614 B04 9/14/21 21 147882615 B05 9/14/21 22 147882616 B09 9/14/21 No. Seal# Truss Name Date 23 147882617 B10 9/14/21 24 147882618 Bll 9/14/21 25 147882619 B12 9/14/21 26 147882620 Cl 9/14/21 27 147,882621 C3 9/14/21 28 147882622 C5 9/14/21 29 147882623 D01 9/14/21 30 147882624 D01 S 9/14/21 31 147882625 D02 9/14/21 32 147882626 E7 9/14/21 33 147882627 E7V 9/14/21 34 147882628 E7VA 9/14/21 35 147882629 E7VB 9/14/21 36 147882630 E7VC 9/14/21 37 147882631 F01 9/14/21 38 147882632 H7 9/14/21 39 147882633 H17 9/14/21 40 147882634 P131 9/14/21 41 147882635 PB2 9/14/21 42 147882636 PB3 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 jurisdiction(s) identified and that the designs comply with ANSVTPI 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 ANSl/TPI 1, Chapter 2. ,1/1111111111II SW JOf� No 943 S TAT E O F : 4/ Off. <v . • 1111111®� Andrew Johnson PE No.84 MiTek USA, Inc. FL Ced 60 16M Swingley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 Johnson, Andrew 1 of 1 Job Truss Truss Type Qty Ply 2508 CR 3CAR BLK NO HS 147882595 2867055 A0.1 SPECIAL 5 1 Job Reference (optional) tyuuoers r irsioource trtani L ny, rL/, riant L'ny, rL- aaoor, o.—. _. � 1 11 ID:71YDfltmYJ1 NmupVDA3te2z4H2S-P7EvCBLU6ufz4KzTcbQhwvk5AL2n47pGBL9Ok6ye-in i1-4-0 5-3-0 8-10-8 14.11.11 , 21-0-0 i 25-4-0 , 29.8-0 i 35-8.1 _ 41-10-15 46-7-4 48-0.0 -4- 5.3.0 3-7-8 6-1-0 6-0-8 4-4.0 4-0-0 6-0-8 6-2-7 4-8-5 1.4-12 - - - Scale = 191.5 5x6 = 3x6 = 5x6 = 6.00 FIT 6 31 7 32 3334 8 3x6 30 5 5x6 4 a 3x6 i ST1.5x8 STP = 3 29 8-10- 19 1 2 3x4-= 18 38• 39 17 16 40 22 21 20 3x6 = 3x8 = 3x8 = 4x6 = 2x4 I I 6x8 = - 35 3x6 9 41 15 14 42 - 43 - 13 3x8 = 4x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. - in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.28 13-15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.50 13-15 >907 180 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-21: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 11=0-7-4, 21=0-3-8 Max Horz 2=419(LC 11) Max Uplift 2=-492(LC 12), 11=-911(LC 12), 21=-1146(LC 12) Max Grav 2=367(LC 23), 11=1778(LC 18), 21=2134(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-366/761, 3-4= 310/417, 4-5=-1385/843, 5-6=-1837/1250, 6-7=-1583/1214, 7-8=-1878/1327, 8-9=-2133/1362, 9-10=-3023/1620, 10-11= 3266/1758 BOT CHORD 2-22=-644/251, 21-22=-644/251, 19-21=-1949/939, 4-19=-1946/916, 16-18=-696/1623, 15-16= 712/1787, 13-15=-1133/2318, 11-13=-1452/2869 WEBS 4-18=-596/1610, 5-16=-17/251, 6-16=-228/615, 7-16=-449/289, 8-15=-283/664, 9-15=-784/566, 9-13=-91/585, 10-13= 337/344, 5-18=-779/542, 3-22=-547/217, 3-21=402/888 5x6 � x 10 ST1.5x8 STP = 36 11 rn- -- v �a o IN 4x6 = PLATES GRIP MT20 244/190 Weight: 271 lb FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-3-0 max.): 6-8. Rigid ceiling directly applied. Except: 3-9-0 oc bracing:19-21 1 Row at midpt 7-16, 7-15, 9-15 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=7ft 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 21-0-0, Exterior(2R) 21-0-0 to 25-0-0, Interior(1) 25-0-0 to 29-8-0, Exterior(2R) 29-8-0 to 33-8-0, Interior(1) 33-8-0 to 48-0-0 zone; porch left exposed;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 i 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 = I O.Opsf. 7) Provide mechanical connection (by others) of -truss -to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=492, 11=911, 21=1146. 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. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Andretr Johmoa PE :t o. 84943 1hTek USA, lac FL Cent 6634 16023 Swingley Ridge Road, ChesterBeld,110 63017 Date: September 14,2021 WARNING - Verily 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• 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 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 2508 CR 3CAR BLK NO HS 147882596 2867055 A01A SPECIAL 1 1_ Job Reference (optional) t wiciers mrstbource (I'lant city, rL), Vlant city, I-L - 33b6/, 5x8 6 3x4 II 5 - 2x4 ��- -- ST1.5x8 STP = 4 303 1 2 4x6 = 38 23 22 4x6 = 6x8 = 5x6 = 6.00 12 8 3x6 i 31 7 rs.43u S Aug I b ZUZI mi i eK InaUSIneS, Inc. mon Sep I3 I tr:Zt5:4b ZUZI rage I I D:?i YDfltmYJ1 NmupVDA3te2z4H2S-tJoHQUL6sCngiTYfAlxwS6GGdl RzpcVQQ?vyGYye-jn 20 39 40 19 i8 41 3x6 = 4x8 = 3x8 — 3x6 = 5x6 = 933 3435 10 36 3x6 11 42 17 16 43 44 15 3x8 = 4xB = 3x6 = Scale = 1:91.5 5x6 oc 12 ST1.5x8 STP = c_ 37- 13111 � o IN 4x6 = 7-2-12 6-1-8 6- 8 12-1-7 21-0-0 29-8-0 38-7-11 46-7-4 6-1-8 0- -0 4-10-11 il.49 8-8-0 8-11-11 7-11-9 _ 0-11-4 _ _ _ _ _ _ _ _ _ _ Plate Offsets (X,Y)--[8:0-3-0,0-2-0],[10:0-3-0,0-2-01,[12:0-3-0,0-3-01,[23:0-3-8,0-3-0] LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. in (loc) I/defl - Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.30 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.52 15-17 >931 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.12 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 270lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc purlins (4-0-4 max.): 8-10. 4-23: 2x4 SP No.3, 13-16,16-19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 3-8-0 oc bracing: 21-23 WEBS 1 Row at midpt 7-18, 9-18, 9-17, 11-17, 6-21 REACTIONS. (size) 2=0-8-0, 13=0-7-4, 23=0-4-0 Max Horz 2=419(LC 11) Max Uplift 2=-379(LC 12), 13= 968(LC 12), 23=-1082(LC 12) Max Grav 2=275(LC 21), 13=1881(LC 18), 23=2170(LC 17) FORCES. (lb) -Max. Comp./Max. Ten._ -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-293/402, 3-4= 301/458, 4-6=-215/344, 6-7=-2494/1501, 7-8=-2223/1472, 8-9� 1949/1420, 9-10=-2084/1462, 10-11=-2362/1515, 11-12=-3249/1770, 12-13= 3485/1901 BOT CHORD 2-23= 376/122, 21-23=-2052/907, 4-21=-266/201, 20-21 =-1 035/2162, 18-20=-1086/2397, 17-18=-881/2123, 15-17=-1266/2521, 13-15=-1578/3063 WEBS 7-18=-416/405,_8-18=_-323/768, 9-18=343/212, 10.17= 349/783, 11-17=-782/563, 11-15=-93/584, 12-15=-329/340, 3-23=-169/344, 6-20=0/394, 6-21=-2730/1189 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=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 21-0-0, Exterior(2R) 21-0-0 to 25-0-0, Interior(1) 25-0-0 to 29-8-0, Extedor(2R) 29-8-0 to 33-8-0, Interior(1) 33-8-0 to 48-0-0 zone; 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) 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 = I O.Opsf. 7) Provide mechanical connection (by others) of truss -to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=379, 13=968, 23=1082. 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. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Andrew Johnson FENo. 84943 ZTek USA, Inc. R Cerf 6634 16023 Slriogley Ridge Road, Chesterfield,110 63017 Dale: 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 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 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 2508 CR 3CAR BLK NO HS 147882597 2867055 A01B HIP 1 1 Job Reference (optional) timaers mrstbource tt-tant ury, t-t-), mart Lolly, r-t-- aabb/, 0.40U s Aug 1 o zun Ivu I eK Inaustnes, Inc. wion aep Ill I o:zb:4r zuz t rage I ID:YuAUBcri P W Cx6RhnNP_DwTzU6L_-giv2rANMOp1 Yxni2Hj_OYXMd.5z5NH PzjtJO2KRye-jk 1-4.0 4-3-6 8.0-5 14-6-3 21.0-0 25.4-0 29-8-0 35-1-14 40-7-11 46-7-4 48-0-q 4- 4-3-6 3.8-15 6.5-13 6-5-13 4-4-0 4.4-0 5-5-14 5-5-14 5-11-9 4-1 Scale = 1:90.2 5x6 4 3x6 3 26 co 19 1 2 4x12 = 20 ST1.5x8 STP - - - 6x8 = 4x6 = 5x6 = 3x6 = 5x6 = 6.00 12 6 28 30 729 31 8 3x6 3x6 5 27 9 5x6 10 ST1.5x8 STP = - 32 12 6 0 18 17 16 33 34 15 14 - 35 36 13 IN 3x8 = 3x8 = 3x8 = 3x6 = 46 = 3x8 = 48 = 7-6-15 Bi0r5 14-6-3 21-0-0 29-8-0 37-10-12 46-7-4 7-6-15 0-5-6 6-5-13 6-5-13 - 8-8-0 8=2-12 8-8-8 Plate Offsets (X Y)-- [4:0-3-0,0-3-01, [6:0-3-0,0-2-01, [8:0-3-0,0-2-01, [10:0-3-0 0-3-01, [18:0-3-8,0-1-81, [20:Edge,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFC in (loc) I/defl - Ud- PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.27 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.45 15-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix -AS Weight: 281 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 2-20: 2x6 SP No.2, 4-20: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 20=0-5-0, 11=0-7-4 Max Horz 2=419(LC 11) Max Uplift 2= 223(LC 12), 20=-1038(LC 12), 11— 915(LC 12) Max Grav 2=273(LC 21), 20=2314(LC 17), 11=1781(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-209/2911 3-4=-274/753, 4-5— 1799/1073, 5-6=-1860/1203, 6-7=-1612/1179, 7-8=-1884/1271, 8-9=-2132/1321, 9-10=-2974/1592, 10-11=-3168/1666 BOT CHORD - 19-20=-2133/1135,-4-19= 2017/1170, 18-19=-471/285, 17-18=-664/1772, 15-17=-680/1834, 13-15=-1045/2267, 11-13=-1347/2777 WEBS 3-19= 602/347, 4-18=-994/2066, 5-18=-395/377, 6-17=-219/607, 7-17=-453/266, 8-15=-299/681, 9-15=-758/537, 9-13=-165/640, 10-13=-347/343 Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-3-0 max.): 6-8. Rigid ceiling directly applied. 1 Row at midpt 5-17, 7-17, 7-15 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=6ft; 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 21-0-0, Exterior(2R) 21-0-0 to 26-7-14, Interior(1)-26-7-14 to 29-8-0, Exterior(2R) 29-8-0 to 35-1-14, Interior(1) 35-1-14 to 48-0-0 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 jive 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 =1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=223, 20=1038, 11=915. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Andrew Johnson PE M.84943 11flek USA, Inc FL Cent 6634 160I3 Swingley Ridge Road, Cbester8eld,110 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 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 2508 CR 3CAR BLK NO HS 147882598 2867055 A02 SPECIAL 1 1 __ _ Job Reference (optional) I3umerS rlrStSOUfce (rlant Glty, rL), Plant Glty, hL - 33b67, 6.43U S Aug l6 2U21 MI I eK Inaustrles, Inc. Mon Jep 13 lb:26:46 2U21 rage 1 ID:?1YDfitmYJlNmupVDA3te2z4H2S_IuTQ2WC_979PZxHErQVd4luhKzRROycs6z7cttyejj _ 1-4- 5-7-6 8-11-0 12-1-5 21-0.0 23-10-11 29-8-0 38-6-11 45-7-8 4- 5-7-6 3-3-10 3-2-5 8-10-11 2-10-11 5-9.6 8-10-11 7.0-13 - Scale = 1:86.4 5x8 = -2x4 II 7x10 = 6.00 F12 6 7 28 29 8 32 19 ST1.5x8 STP = - 8x10 = 4x6 = 8-8-0 8-11-0 15-3-14 25.4-0 35-4-2 45.7.8 8-8-0 0- -0 6-4-14--10=0-2 10-0-2 10-3.6 Plate Offsets (X,Y)--[5:0-4-0,0-3-01,[6:0-4-8,0-1-121,[8:0-6-8,0-1-121,[9:0-4-0,0-3-01,[19:0-3-8,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES -GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.55 12-14 >801 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.89 12-14 >499 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix -AS Weight: 261 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied. 6-8,1-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP M 31 'Except' 4-2-0 oc bracing: 17-19 2-18: 2x6 SP No.2, 4-19: 2x4 SP No.2, 11-13: 2x4 SP No.1 WEBS 1 Row at midpt 5-17, 6-16, 7-14, 8-14 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-11-12 REACTIONS. (size) 2=0-8-0, 11=0-3-0, 19=0-3-8 Max Horz 2=405(LC 11) Max Uplift 2=-487(LC 12), 11=-772(LC 12), 19=-1133(LC 12) Max Grav 2=394(LC 23), 11=1666(LC 18), 19=2079(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-293/53413-4=-210/420, 4-5=-180/426, 5-6=-1700/1243, 6-7=-1718/1281, 7-8=-1718/1281, 8-9= 2524/1502, 9-11=-2714/1570 BOT CHORD 2-19=-530/194, 17-19= 1861l765, 16-17= 816/1276, 14-16=-736/1629, 12-14= 797/1652, 1.1-12= 1260/2332 WEBS 5-17=-2175/1060, 5-16=0/547, 6-14= 142/698, 8-12= 274/839, 9-12=-383/497, 3-19=-293/451 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=7ft; 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 21-0-0, Exterior(2R) 21-0-0 to 25-0-0, Interior(1) 25-0-0 to 29-8-0, Exterior(2R) 29-8-0 to 33-8-0, Interior(1) 33-8-0 to 45-7-8 zone; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=487, 11=772, 19=1133. 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 Johmort PE No. 84943 bhTek USA, Inc. FL Cent 6634 160I3 Swingley Wile Road, Chesterfel , 510 63017 Date: September 14,2021 -A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M3II-747rev.-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 Chesterfield, MO 63017 Job Truss Truss Type Qty I Ply 2508 CR 3CAR BLK NO HS 147882599 2867055 A03 SPECIAL Job Reference (optional) nuuaers rrsmource triam LAW, ref, rianr ulry, rt-- aoaor, D.— J —I) I. —, —F I oV= ID:?1 YDfltmYJ1 NmupVDA3te2z4H2S-m4.1 oGsOcwRHFB5sQP80sdyRvtMmVIP8?Ldt9PJye-ji. 1-4.0 5-2-5 8-11-0 13-2-15 19.0.0 24-7-13 31-8-0 37-5-1 45-7-8 4-0 5-2-5 3-8-11 4-3-15 5-9-1 5-7-13 7-0-3 5.9-1 8-2-7 1CO , o 34 ST1.5x8 STP = 4x6 = 6.00 F12 5x6 = 2x4 II 5x6 = 6 28 29 7 30 31 8 4x6 = 19 18 7x8 = B-8.0 8-11-0 15-6.15 16 35 1536 14 3x6-= - 48 -- 3x8 - 13 3812 3x8 = 3x6 4x6 10 5x8 11 Scale=1:85.5 -LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 19-25 >558 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.66 12-14 >676 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) -0.09 - 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 8-11: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.1 'Except' 2-18,4-19: 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-11-12 REACTIONS. (size) 11=0-3-0, 2=0-8-0, 19=0-3-8 Max Harz 2=364(LC 11) Max Uplift 11=-768(LC 12), 2=-460(LC 12), 19=-1159(LC 12) Max Grav 11=1648(LC 18), 2=356(LC 23), 19=2098(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. _TOP CHORD 2-3=-197/548, 3-4=-117/417, 4-5= 41/436, 5-6=-1673/1216, 6-7=-1947/1382, _ 7-8=-1947/13B2, 8-9=-2475/1518, 9-11=-2611/1501 BOT CHORD 2-19= 556/152, 17-19= 1910/823, 16-17=-783/1313, 14-16=-760/1591, 12-14=-876/1769, 11 _1 2=-1 175/2225 _ WEBS 5-17=-2189/972, 5-16=0/542, 6-14=-303/820, 7-14=-379/391, 8-14=-119/329, 8-12=-268/746, 9-12=-322/429, 3-19— 274/416 Weight: 258 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 5-2-0 oc bracing: 17-19 1 Row at midpt 5-17, 6-16 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=7ft; 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 19-0-0, Exterior(2R) 19-0-0 to 23-0-0, Interior(1) 23-0-0 to 31-8-0, Exterior(2R) 31-8-0 to 35-8-0, Interior(1) 35-8-0 to 45-7-8 zone; porch left exposed;C-C for members and forces & MWF.RS 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 jive 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 BCD = I O.Opsf; - - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=768, 2=460, 19=1159. 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. AndrewJohasoa PE -No. 84943 bhTek USA, Inc. FL Ced 6634 16023 Srfagley Ridge Road, Chesterfield, M0 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 ANSI/TPIt Duality 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 2508 CR 3CAR BLK NO HS 147882600 2867055 A04 SPECIAL Job Reference (optional) tlUllrlers rlrstb'ource (rtanl UIIy, 1-L), Flan Ldty, t-L - d3bb/, 0.431.0 5 HU9 10 ZUZ I Iw1 I ex Inuusine5, II Ic. IVIUI I oup I a 10:40:01 4U4 1 rnye I _ 1D:? t YDfitmYJ l NmupVDA3te2z4H2S_-iT9YgYQtS2Yz000pVVZ2Ki N W GCAS_gDLsloxMGTCye-jg 1-4- 6-1-8 8-11-0 12-6.5 17-0-0 22-2-12 28-5.4 33-8.0 3B-3-B 45-7-8 4-0 6.1-8 2-9-8 3-7-5 4-5-11 5-2-12 6-2-8 5-2-12 4-7-7 7.4-0 Scale = 1:86.0 6.00 F12 5x6 = 3x6 = 5x6 = 5x6 = Sx6 6 30 7 31 32 8- 33 934 35 � - - - - 3x6 529 10 3x4 II 2x4 \\ 4 3 28 - - ty 1 2 4x8 = 37 21 20 ST1.5x8 STP = 7x8 = 4x6 = 8-8.0 8-11-0 17-0-0 18 17 38 39 16 40 3x8 = 4x8 = 3x6 = 36 4x6 11 12 Ir - o 0 41 15 14 13 N 3x6 = 2x4 II 5x8 I 4x8 = 4-7-7 LOADING (psf) SPACING- 2=0=0 CSI. DEFL. in (Ibc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.20 21-27 >511 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.42 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix -AS Weight: 265 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 9-12: 2x4 SP No.I BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 5-2-0 oc bracing: 19-21 2-20,4-21: 2x6 SP No.2, 12-15: 2x4 SP No.1 WEBS 1 Row at midpt 5-19, 7-18, 8-14 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-11-12 REACTIONS. (size) 12=0-3-0, 2=0-8-0, 21=0-3-8 Max Horz 2=322(LC 11) Max Uplift 12=-769(LC 12), 2= 465(LC 12), 21=-1153(LC 12) Max Grav 12=1616(LC 18), 2=335(LC 21), 21=2081(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-116/498, 3-4=-21/405, 4-5=0/442, 5-6=-1687/1220, 6-7=-1484/1169, 7-8=-2165/1461, 8-9= 2019/1368, 9-10=-2264/1437, 10-12=-2565/1491 BOT CHORD 2-21=-482/69, 19-21=-1843/754, 18-19=-760/1150, 16-18=-1042/2014, 14-16=-1130/2126, 13-14- 1174/2186, 12-13=-1174/2186 _ WEBS 5-19= 2062/941, 5-18= 60/637, 6-18=-236/557, 7-18=-855/482, 7-16=-47/443, 8-14=-425/285, 9-14=-341/740, 10-14=-367/315, 3-21= 266/390 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=7ft; 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 17-0-0, Exterior(2R) 17-0-0 to 21-0-0, Interior(1) 21-0-0 to 33-8-0, Exterior(2171) 33-8-0 to 37-8-0, Interior(1) 37-8-0 to 45-7-8 zone; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=76912=465, 21=1153. 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 11ITek USA, Inc. FL Cent 6634 16023 Slriogley Ridge Road, Chester8eld,110 63017 Date: September 14,2021 .® 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 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 general. guidance regarding the _ _ _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 2508 CR 3CAR BLK NO HS 147882601 2867055 A05_- _ _ SPECIAL 1 1 _ Job Reference (optional) tsuuuers rtrstouurce trrant l,ny, rL/, riant trny, rt_ - aa0or, ,1-4-0 5.8-2 8-11-8 15-0-0 6.00 F12 5x6 27 4 2x4 �� 3 26 17 CO 1 2 5x8 = 35 19 18 ST1.5x8 STP = 7x8 = 4x6 = 5x8 = 5x6 = 5 28 29 6 30 o.yOV s r,uy I O - I Ivu I — n Iuuaww, a —P .c -ayo YJ1 NmupVDA3te2z4H2S-AfjxutRVDMgg2Yb?4GZZFb3SvanpyhOS1 b5pOeye�f 6-3-12 5-3-2 3x6 = 5x6 = 7 31 32 8 - 36 37 16 15 38 39 14 40 3x6 = 4x8 = 3x6 = 41 13 12 48 = 3x8 = 4-8-5 Scale=1:86.0 33 2x4 934 4x6 10 t' c I6 O p IN 5x8 1 I 8-8.0 8-11-8 17-3-2 26.5-12 35-8-0 45-7-8 8-8-0 8-3-9 9.2-10 -9-2-4- 9-11-8 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0] [5:0-4-8,0-1-12], [6:0-3-0,0-3-0], [8:0-4-0 0-2-8], [11:0-6-0,0-0-6], [19:0-2-12,0-4-12] LOADING (psf) SPACING- 2=0-0 CSI.- DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.27 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.46 12-14 >970 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 250 lb 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: 15-17: 2x4 SP No.2, 11-13,13-15: 2x4 SP No.1 5-3-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 7-12 SLIDER Right 2x6 SP M 26 2-6-0 REACTIONS. (size) 11=0-3-0, 2=0-8-0, 19=0-3-8 Max Horz 2=281(LC 11) Max Uplift 11=-767(LC 12), 2=-459(LC 12), 19=-1160(LC 12) Max Grav 11=1610(LC 18), 2=353(LC 23), 19=2050(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1721505, 3-4� 13/373, 4-5=-46/504, 5-6=-1782/1240, 6-7=-2596/1613, 7-8=-2167/1386, 8-9=-2410/1437, 9-11=-2545/1542 BOT CHORD 2-19= 493/123, 17-19=-1841/807, 4-17= 351/371, 16-17= 772/1462, 14-16=-1249/2345, 12-14=-1350/2500, 11-12=-1240/2180 WEBS 5-17=-2027/776, 5-16=-354/1117, 6-16=-876/578, 6-14=-_45/418, 7-12=-666/415, 8-12=-249f742, 3-19=-260/382 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=7fh 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-15-0-0, Exterior(2R) 15-0-0 to 19-0-0, Interior(1) 19-0-0 to 35-8-0, Exterior(2R) 35-8-0 to 39-8-0, Interior(1) 39-8-0 to 45-7-8 zone; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=767, 2=459, 19=1160. 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. AndrtwJohnsoa PE \0.84943 3ffiekUSA, Iac. FL Ced 6634 _ 16023 Wagley Ridge Road, Chesterfield, HO 63017 Date: September 1.4,2021 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 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!Tek' Is always required for stability and to prevent collapsewith possible personal injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 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 2508 CR 3CAR BLK NO HS 147882602 2867055 A06 Hip 1 Job Reference (optional) buimers FirSt50urce (rlant Uty, rL), Flan Uty, rL - 33b6/, tl.4JU S Aug l b ZUZt mi I eK incuStneS, Inc, mon Jep l3 lU:ztl:b3 zuzl rage l ID:?IYDfitmYJlNmupVDA3te2z4H2S-esHJ5DS7_fohfi9Be_4onobel_AMhBXbGFrNY4yeJe 1-4-0 6-9-4 13-0.0 21-0-0 29.0.0 37-0-0 37,-EQ0 42-0.0 46-1-5 50.8.0 $2.0-p 4- 6-9-4 6-2-12 8-0-0 8-0-0 8-0-0 0-8-0 4-4-0 4-1-5 4 6 11 1-4-0 - Scale = 1:97.4 6.00 12 5x8 = 3x4 I _ 5x6 = 5x8 =_ 5x6 = ' 4 29 5 30 31 6 32 7 8 ST1.5x8 STP 27 iG O 4x6 = 5x6 -�'- 'X*"� ' 328 20 19 35 18 36 17 2x4 II 5x6 = 5x8 = 3x6 = 2x4 = co 10 ST1.5x8 STP = 6 34 =` o 11 12 ry No 16 lb 5x6 II 3.00112 4x6 Zz 6-9-4 13-0-0 21-0-0 29-0-0 36-11-12 37-p•0 42-0-0 50-8-0 J — 6=2-12 8-0-0 8-0.0 7=11-12 0- -4 5-0-0 8-8-0 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [4:0-5-8,0-2-4], [5:0-3-0,0-3-4], [6:0-4-0,0-3-0], [8:0-3-0,0-2-0], [9:0-3-0,0-3-0], [11:0-0-14,Edge], [14:0-2-8,0-2-12], [18:0-4-0,0-3-0], rl9:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.22 18-19 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.78 -Vert(CT) -0.38 18-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.08 16 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except' BOT CHORD 7-16: 2x6 SP No.2 WEBS 2x4SPNo.3 WEBS REACTIONS. (size) 2=0-8-0, 16=0-3-8, 11=0-8-0 Max Horz 2=-295(LC 10) Max Uplift 2= 815(LC 12), 16=-1275(LC 12), 11=-246(LC 12) Max Grav 2=1586(LC 17), 16=2618(LC 18), 11=379(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2779/1415, 3-4=-2153/1190, 4-5=-1828/1140, 5-6=-1828/1140, 6-7=-407/996, 7-8=-450/1024, 8-9=-508/1066, 9-10=-354/579, 10-11=-363/294. BOT CHORD 2-20=-108612644, 19-20=-1087/2638, 18-19— 659/2005, 17-18=-218/1039, 14-16=-2477/1437, 7-14=-366/385, 13-14=-480/601, 11-13=-256/349 WEBS 3-20=0/255, 3-19=-727/493, 4-19=-154/649, 5-18=-467/483, 6-18=-612/1171, _ 14-17=-269/1034, 6-14=-2211/1239, 8-14=-517/308, 9-14=-695/379, 9-13=0/352, 10-13=-658/527 PLATES GRIP MT20 244/190 Weight: 295 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 4-7-0 oc bracing: 14-16 1 Row at midpt 4-18, 6-18, 6-14 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=4511; L=40ft; eave=6ft; 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, Extedor(2R) 13-0-0 to 18-7-14, Interior(1) 18-7-14 to 37-8-0, Extedor(2R) 37-8-0 to 43-3-14, Interior(1) 43-3-14 to 52-0-0 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 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 100 lb uplift at joint(s) except at=lb) 2=815, 16=1275, 11=246. 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. AndrevrJohnsou PE \o.84943 3LTekUSA, lac. FL Cert 6634 16023 Suingley Ridge Road, Chesterfield, 310 63017 Date: September 14,2021 ® WARNING -Verify 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 MTek8 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 alwaysrequired for stability and toprevent 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 2508 CR 3CAR BLK NO HS 147882603 2867055 A07C SPECIAL 1 1 Job Reference c tional tiunoers t-Irstbource (viant r.aty, t-L), mant Lony, rl_ - 33bbf, d.43U S Aug l b 2U21 mi I eK Inausirles, Inc. Mon Sep 13 l b:26:04 2U27 rage 1 ID:?1 YD(ItmYJ1 NmupVDA3te2z4H2S-72rhJZSIIzwYHskOBhc1 K08pDNW3QaQIUvaw4Xye_jd 1-4-0 6-4-4 11-0-0 15-10-13 19-4-9 23-11-8 32-0-2 42-0-0 45-10.12 50-8-0 1-4- 6-4-4 4-7-12 4-10-13 3-5-12 4.6.15 8-0-10 9.11-14 3-10-12 4.9.4 Scale: 1/8°=1' 6x8 = 4x4 7x8 = 4x4 7x8 = _ 2x4 11 4x4 3x4 11 - - = = = 6.00 12 4 275 6 28 7 8 29 9 10 3031 11 3x6 5- 3 26 ST17x8 STP = Lr.25 1 2 14 3x4 = 13 10 IN o -- - --- - 5x12 21 20 19 32 33 18 34 17 16 35 36 15 12 4x6 = 2x4. 11 3x8 = - 3x6 = 4x8 = 3x6 = 6x8 = ST1.5x8 STP= 3.00 L12 4x8 = 3x6 Zz 6.4-4 11-0-0 19-4-9 28-6-7 36-10-0 36- 1-0 42.0-0-B-0 0 58=8-0 6-4-4--- 47-12 -" 8-4-9 9-1=14- 8-3-9 0- -0 5-1-0 - Plate Offsets (X,Y)--[4:0-4-0,0-1-151,[6:0-4-0,0-4-81,[8:0-4-0,0-4-81,[15:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.23 18-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.41 18-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.12 15 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -AS Weight: 315 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 "Except TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 5-3-0 oc bracing: 14-15 8-15: 2x4 SP No.3, 15-17,17-19: 2x4 SP No.1 WEBS 1 Row at micipt 7-15 WEBS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 15=0-3-8, 2=0-8-0 Max Horz 2=400(LC 12) Max Uplift 12= 279(LC 9), 15=-1127(LC 12), 2=-844(LC 12) Max Grav 12=514(LC 18), 15=2179(LC 17), 2=1688(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3022/1525, 3-4=-2551/1365, 4-5=-2276/1306, 5-6=-2625/1366, 6-7=-1782/854, 8-9= 471/228, 9-10=-4651218 BOT CHORD 14-15=-734/464, 8-14=-655/479, 12-13=-239/364, 2-21=-1641/2729, 20-21=-1641/2729, 18-20=-1484/2594, 16-18=-1303/2370, 15-16=-581/1100 WEBS _ 3-20= 578/417, 4-20= 351/933, 5-20=-590/309, 6-18=-99/397, 6-16=-917/699, 7-16=-509/1272, 7-15=-1740/997, 8-13=-350/645, 10-12=-455/355 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=7ft; 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 11-0-0, Exterior(2R) 11-0-0 to 15-0-0, Interior(1) 15-0-0 to 50-6-4 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, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 12 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 100 lb uplift at joint(s) except Qt=lb) 12=279, 15=1127, 2=844. 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 Johmson PE No.84943 AT&USA, Inc. FL Ced 6634 16013 Safmgley Ridge Road, Chesterfield, 310 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 property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is.always required. for stability. and to. prevent collapse with possible personal Injury and property damage. For general guidance. regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, 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 Oty Ply 2508 CR 3CAR BLK NO HS 147882604 2867055 A08C SPECIAL _ 1. 1 _ - Job Reference (optional) csuneers rlrsibource Imam cny, raj, riani cny, rL - 000o1, a.vJU s Hug 113 zuz t rvu t eK inuusines, inc. court oup io ro;eo:Jo eue i raye i _ ID:71 YDfitmYJI NmupVDA3te2z4H2S-3RyRkFU?HaAGWAumJ6eVPRD7KB9euXR1 yD319Pye-jb 18-8-1 1-4-0 6-3-4 9-0-0 16-0-11 16 -0 23-0-0 29-11.5 37-0-0 42-0-0 46-5-4 50-8-0 •4• 6.3-4 2-8-12 7.0.11 0-1-5 4.3.15 6-11-5 T- -11 5-0-0 4-5-4 4-2-12 2-4-1 -Scale: 1/8"=V 6x8 = 7x8 = 7x8 = 2x4 11 3x4 11 6.00 12 4x4 = 4x4 = 4x4 = 2x4 4 27 28 5 629 30 7 8 31 9 10 32 11 c o13 O 4x6 = I 21 20 3x8 = 4x8 = 9-0-0 - - ' - 7-4-0 - - 19 18 17 16 15 12 3x6 = 3x6 = 6x8 = 3.00 12 ST1.5x8 STP= 4x8 = 3x6 Zz LOADING (psf) SPACING- 2-0-0 CS]. DEFL. if! (loc) Udefl /d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.29 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.46 19-21 >959 180 BCLL 0.0 -Rep Stress Incr YES WB 0.74 Horz(CT) 0.13 16 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 298lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 4-8-0 oc bracing: 14-16 2-20: 2x4 SP No.1, 8-16: 2x4 SP No.3 WEBS 1 Row at midpt 5-21, 7-16 WEBS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 2=0-8-0, 16=0-3-8 Max Horz 2=338(LC 12) Max Uplift 12--266(LC 9), 2= 849(LC 12), 16= 1132(LC 12) Max Grav 12=460(LC 22), 2=1419(LC 1), 16=1941(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3� 2518/1551, 3-4=-2323/1459, 4-5=-2068/1358, 5-6=-2727/1642, 6-7=-2038/1140, 8-9=-534/267, 9-10=-524/253 BOT CHORD 2-21=-1599/2211, 19-21= 175312724, 18-19=-1566/2566, 16-18=-947/1607, 14-16=-777/545, 8-14=-725/556, 12-13=-265/381 WEBS 3-21=-302/372,_4-21= 401/810, 5-21=-862/485, 6-19= 110/272, 6-18=-760/612, 7-18=-3B5/855, 10-13=-9/292, 10-12= 492/383, 8-13=-408/679, 7-1 6=-1 970/1262 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=7ft; 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, Extedor(2R) 9-0-0 to 13-0-0, Interior(1) 13-0-0 to 50-6-4 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) 12 considers parallel to grain value using ANSUTPI 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 100 lb uplift at joint(s) except Qt=lb) -12=266, 2=849, 16=1132. 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 \hTek USA, Inc. R Ced 6634 16023 Swkgley Rldge Road, Chesterfield, 3f0 63017 Date: September 14,2021 -- -- ---- -- -- -- __ ® WARNING - Verityd_esignparameters and READ NOTES ON THIS AND INCLUDED M_ ITEK REFERENCE PAGE MI_I-7473 rev. 5/19/2020 BEFORE USE. _ _ _'' -------- --- - -- --.- ----- -'Design valid for use only with MiTeM 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 ANSIrrPl1 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 2508 CR 3CAR BLK NO HS 1478B2605 2867055 A09C SPECIAL _ _ 1 _ 2 Job Reference (optional) tsuiiaers rlrsToource Imam laty, t-L), riant tiny, rL - 50001, 0.46U 5 Aug 10 ZUZ 1 1W11 eK 11MUSUILS, 111u. Iv1ul1 aep IJ 10;40;01 4uG I raye i ID:zmbLkv5ELl DtgyehSMnND7z4_W x-XdW pxbVe2ul78JTztp9kyemJnbXodzQBBspahryeJa 17-0.9 ,1-4-0 7-0-0 12.1.2 16-0-0 16r4-0 21-11-0 26-10-7 31-9-13 37-0-0 40.0-12 i 43-5-0 i 46-8-5 50-8-0 i �1-4-0� 5-1-2 3-10-14 0-4� 4.10.7 4-11-7 4-11-7 5-2-3 3-0-12 3-4-4 3-3-5 3-11-11 0-8-9 Scale: 1/8"=1' 6x8 = 6.00 12 4x4 = 7x8 = 48 = 4x4 = 7x8 = 46 = 7x8 = 2x4 II 4x4 = 3x4 II 3 284 5 6 29 30 7 8 9 31 10 11 12 32 13 Z - In - 25 - 24 - 22 21 20 - 19 18 Ox — - - 23 17 14 ST1.5x8 STP = 4x4 = 4x4 = 6x8 = 2x4 11 7x8 = 4x4 = 7x8 = ST1.5x8 STP = 3.00 L12 3x6 Z- 4x6 = 4x4 = 17-0-9 7-0-0 12-1.2 16-0-0 16,4-0, 21-11-0 26-10-7 31-9-13 i 36-10.0 37�0-0 43-5-0 50.8-0 7-0.0 5-1-2 3-10-14 0- 0 4-10-7 4-11-7 4-11-7 5-0.3 0- -0 6-5-0 7-3-0 0-8-9 _ _ _ _ Plate Offsets (X,1)-- [3:0-4-0,0-1-151, [5:0-4-0,0-4-81, [8:0-4-0,0-4-81, [10:0-4-0,0-4-81, [18:0-4-0,0-4-121, [20:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 -CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.41 22 >999 240 MT20 244/190 TCDL 7.0 -Lumber DOL 1.25 BC 0.81 Vert(CT) -0.42 21-22 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.11 18 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 670lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 15-16,14-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 14=0-8-0, 2=0-8-0, 18=0-3-8 Max Horz 2=270(LC 8) Max Uplift 14=-538(LC 5), 2=-1892(LC 8), 18=-3097(LC 8) Max Grav 14=813(LC 14), 2=3198(LC 13), 18=5160(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6576/3730, 3-4=-5960/3468, 4-5=-7964/4719, 5-6=-8598/512116-7=-6097/3650, 7-8=-2855/1695,-8-9= 898/1488, 9-10=-1713/2765, 10-11=-799/580, 11-12=-766/546 BOT CHORD 2-25=-3410/5851, 24-25=-4719/7964, 22-24=-5121/8598, 21-22= 4763/7965, 20-21=-4763/7965, 19-20=-3639/6070, 18-19=-1609/2681, 16-18= 2162/1425, 9-16= 862/730, 15_16=-707/362, 14-15= 606/737 WEBS 3-25=-1230/2476, 4-25=-2529/1525, 4-24=-124/637, 5-24=-804/488, 6-21=0/303, 6-20=-2273/1354, 7-20=-621/1453, 7-19=-3897/2355, 8-19= 1288/2571, 8-18=-5132/3086, 10-16= 2356/1573, 10-15=-876/1693, 11-15=-407/431, 12-14— 884/791, 5-22=-224/372, 6-22— 442/769 Structural wood sheathing directly applied or 4-4-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 6-0-0 oc bracing: 16-18 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom -chords connected as -follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=7f; Cat. 11; Exp C; Encl;, GCpi=0.18;-MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. - 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) Bearing at joint(s) 14 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 Andrew Johnson PE No, 84943 3LTek USA, Inc. FL Cent 6634 16013 Swingley Ridge Road, Chesterfield,110 63017 Date: September_ 14,2021 A 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 Welk' _ is always required forslability and to prevent collapse with possible personal Injuryand property damage. For generalguidance 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 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 2508 CR 3CAR BLK NO HS 147882605 2867055 _ A09C. SPECIAL 2 - Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 16:28:57 2021 Page 2 I D:zmbLkv5ELl DtgyehSMnND7z4—W x-Xd W pxbVe2u178JTzip9kyemJnbXodzQBB.spahrye- ja NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=538, 2=1892, 18=3097. 1.1) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. _ _ 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 802 lb down and 391 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-13=-1 12(F=-58), 2-25=-20, 18-25=-42(F= 22),17-18=-42(F=-22),15-16= 42(F=-22),14-15=-42(F=-22) Concentrated Loads (lb) Vert: 25=-475(F) WARNING - Verify_design parameters and READ NOTES ON THIS AND INCWDED_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 far 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-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 Ply 2508 CR 3CAR BLK NO HS 147882606 2867055 A10 _ -SPECIAL _ _ __ _ _ _ _ _ 2 _ 1 _ _ _ _ _ _ _ _ Job Reference (optional) tsuiiaers rirS150urce Imam t ny, t-L), vian1 (Illy, r-L - Sdbb/, tl.43U 8 Aug 1 b 2U'Ll mi I eK Inaustnes, Inc. mon 1ep 13 1 b:26:by 2UZ1 rage 1 ID:?1YDfltmYJlNmupVDA3te2z4H2S-TOeaMHWuZVYrNddL_EBC13rfuOFu5rSUeAlhmkyeJY r1-4-0 6-1-8 10.4.3 i 14.3.12 i 21.0.0 i 29.8.0 33.4.0 i 38.3-6 1 44-4-0 '1-4-0'-11-9 6-8-4 B-8-0 3-8-0 4-11-6 6-0-10 - - - Scale =1:863 7x8 6x8 = 6.00 12 6 28 29 30 7 3x4 11 3 26 C' l ai c 21 3x6 = 5x6 II 6-3-8 3x4 i 27 5 5x6 4 19 - - - 18, 17 33 16 34 3x4 = 3x6 = 3x4 = - 3x4'= 15 14- -13 12 _ _ 11 2x4 I I 4x8 = 4x6 11 L1-u-U L_l U-11 :1:i-4-U ae-3-6 44-4-U 6-8-4 ' 6-3-11 6-0-5 4-11-6 6-0.10 date Uttsets (,y)-- 14:U-2-U,U-3-U1, 1b:U-b-4,U-5-41, 19:0-3-U,U-3-U1, 111:tdge,U-3-8j, 115:U-2-8,U-3-01, 122:0-3-U,0-1-81 LOADING (psf) SPACING-- 2-0-0 CSI. DEFL. in (loc) I/defl - -Ud - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.17 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.28 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0:85 Horz(CT) 0.12 -11 - n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 294 lb FT = 20% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 6-7: 2x6 SP No.2 2-0-0 oc purlins (4-10-14 max.): 6-7. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 8-13: 2x4 SP No.3 4-1-0 oc bracing: 20-22 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 13-15 6-16: 2x4 SP No.2 WEBS 1 Row at midpt 5-18, 6-16, 7-16, 4-20 REACTIONS. (size) 2=0-8-0, 22=0-3-8, 11=0-3-8 Max Horz 2=388(LC 11) Max Uplift 2= 303(LC 12), 22=-1113(LC 12), 11= 773(LC 12) Max Grav 2=266(LC 21), 22=2067(LC 17), 11=1717(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-298/417, 3-4=-305/243, 4-5=-2326/1369, 5-6=-2025/1320, 6-7=1826/1268, 7-6=-2316/1479, 8-9=-2308/1354, 9-10— 1636/905, 10-11=-1615/944 BOT CHORD 20-22=-2030/1111, 3-20=-441/430, 19-20=-1036/2007, 18-19=-1085/2250, 16-18=-837/1901, 15rl6=-797/1773,-8-15=-216/295_ WEBS 5-18=-449/314, 6-18=-1181517, 7-16=-58/340, 7-15=-317/645, 12-15=-728/1537, 9-15= 298/846, 9-12=-11441730, 10-12= 756/1532, 4-20=-2392/1221, 4-19=-63/314 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=7ft; 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 21-0-0, Extedor(2R) 21-0-0 to 25-0-0, Interior(1) 25-0-0 to 29-8-0, Exterior(2R) 29-8-0 to 33-6-9, Interior(1) 33-6-9 to 44-2-4 zone; porch left exposed;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 waterponding. - ------ - - - -- - - - - - - - - - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members, with BCDL = 10.Opsf. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=303, 22=1113, 11=773. 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. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Andrew Johnson PE \o.84943 111fek USA, Inc. EL Ced 6634 .16023Sivin ley Ridge Road,ChesterEK.11063017 Date: September 1.4,2021 RWARNING -Verify design parameters _ - Y REFERENCE PAGE Mil-7473 rev. 5/19/2020 E._ BEFORE USE _ AWAN- -_ and READ NOTINCLUDED ITEK ES ON -THIS AND M'_ "Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPIl 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 City Ply 2508 CR 3CAR BLK NO HS 147882607 2867055 At-1 _ SPECIAL _ 1. 2 Job Reference optional) b uilclerS I-Irst6ource tF9ant Laty, F-L), mant Lary, M - 3306/, C.RJU S Aug 10 ZUZ i Ivlr I eK IMUSUHeS, InO. rvrun aep ra ro:eu;u I eue I raye i ID:?1 YDfltmYJ i NmupVDA3te2z4H2S-POmKnyY857oZdxnk6fEg6UxOjCtlZm_n5Unogdye-jW �1-4-0 4-1-14 5-8.4 9-7-13 14-2-1 19-0-0 26-3.5 31-8-0 a3-4-Q 38-3-12 44-4.0 1 4�-0 4-1-14 1-6-6 3-11-9 4.6-4 4-9.15 7-3-5 5-4-11 1-8-0 4-11-12 6-0-4 - - Scale=1:84.9 5x8 = 6.00 F12 7 3x4 i 6 36 2x4 II 5x6 = 2x4 II 31 32 8 33 9 10 7xB 5 2x4 II - - 5x8 � 4 - ST1.5xB STP = 3 29 3 - 1 2 7x10 = 22 21 20 19 36 18 2x4 I I 3x4 = 3x6 = 3x8 = 25 24 3x4 = 3x6 = 46 = kXB 3x4 11 35 4X6 � ° 12 c m - 9 o0 37 cli Ic? 16 39 15 14 13 2x4 I I 3x8 = 3x6 11 38-3-12 44.4-0 q_1y_12 - - - 6_0_4 - - - LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.48 24 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.62 24 >859 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.33 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 607 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied. Except: 4-25: 2x6 SP No.2, 10-15: 2x4 SP No.3 10-0-0 oc bracing: 23-25, 15-17 WEBS 2x4 SP No.3 *Except* 3-23: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 13=0-3-8 Max Horz 2=347(LC 11) Max Uplift 2=-1017(LC 12), 13= 907(LC 12) Max Grav 2=2074(LC 17), 13=1952(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3997/2013, 3-4=-9096/4648, 4-5=-10228/5281, 5-6=-4290/2348, 6-7=-3254/1906, 7-8=-2794/1774,.8-9=-2794/1774, 9-10=-2738/1733, 10-11=-2746/1618, 11-12=-1882/1061,12-13=-1850/1092 BOT CHORD 2-25=-1939/3762, 23-25=-1465/2956, 4-23= 343/266, 22-23=-2847/5671, 21-22=-2848/5678, 2021=-1953/3942, 1820=-1397/3009, 17-18=-1103/2361, 10-17=-194/307 WEBS 3-25=-4008/2135, 3-23=-3776/7363, 5-22= 32/312, 5-21=-2040/1052, 6-21=-482/1188, 6-20=-1375/813, 7-20= 515/1254, 8-18=-391/417, 9-18=-443/915, 9-17=-285/583, 14-17=-871/1787, 11-17=-417/1142, 11-14=-1367/864, 12-14=-917/1786, 5-23=-2447/4786 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -4 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if -noted as front-(F) or back (B) face in -the LOAD CASE(S) section. Ply to - ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust)-Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=7ft; 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 19-0-0, Exterior(2R) 19-0-0 to 23-0-0, Interior(1) 23-0-0 to 31-8-0, Exterior(2R) 31-8-0 to 35-8-0, Interior(1) 35-8-0 to 44-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding.- 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, with BCDL = 10.Opsf. Andrew Johnson PE No. 84943 AT& GSA, Inc FL Cert 6634 16023 Single} 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 ANSVTPII 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 aty Ply 2508 CR 3CAR BLK NO HS 147882607 2867055 A11 - SPECIAL 2 _ Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 16:29:01 2021 Page 2 ID:?1 YDfltmYJ1 NmupVDA3te2z4H2S-POmKnyY857oZdxnk6fEg6UxOj CtlZm_n5Unogdye-jW NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1017, 13=907. i 0) 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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. D'eslgn 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/rPlt Quality Criteria, DSB-69 and BCSI 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 2508 CR 3CAR BLK NO HS 147882608 2867055, Al2 SPECIAL . 1 1- Job Reference o ticnal Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 16:29:02 2021 Page 1 _ I D:?1 YDtItmYJi NmupVDA3te2z4H2S-uaJi_IZmsQwP E5MwfNlvfiTAHcDI IAJwKBW LM3ye�V T1-4.0 6-7-12 11-11-0 17-0-0 22-3-0 2a 5.0 33-6-0 38-9.0 44.4-0 1 4 0 6-7-12 5-1-0 5-3-0 6-2-0 5.3-0 5-1-0 5.7-0 C' O Scale = 1:80.3 5x6 = 5x6 = 3x4 = 6.00 12 5x6 = 5 28 29 6 30 7 31 32 8 12-WO 21 4x4 = r 14 13 12 11 3x6 = 4x8 = 3x4 I I / 2x4 11 5x8 = 46 11 VERTICAL SUPPORT OF FREE END 13-0-0 OF CHORD IS REQUIRED. 6-7-12 11-11.0 17-0.0 25-4-1 33-8-0 38.9-0 44-4-0 r 6-7-12 5-3-4 5-1.0 8-4-1 8-4.0 5-1-0 57-0 6 w co o 69 lN LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.46 20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.62 20 >860 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.29 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 308 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 2-20,11-14: 2x4 SP No.2, 8-13: 2x4 SP No.3 10-0-0 oc bracing: 19-21, 13-15 WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 4-18, 6-18, 7-15 19-22: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Horz 2=306(LC 11) Max Uplift 2=-1011(LC 12), 11=-901(LC 12) Max Grav 2=2082(LC 17), 11=1953(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3872/1920, 3-4= 5104/2650, 4-5= 3706/2047, 5-6=-3313/1940, 6-7=-3310/1919, 7-8=-2442/1498, 8-9=-2788/1613, 9-1 0=-1 823/1019, 10-11=-1859/1082 BOT CHORD 2-22=-1825/3613, 21-22=-137/264, 4-19=-501/1288, 18-19=-2365/4741, 16-18=-1663/3470, 15-16=-1524/3135, 8-15=-408/1026 WEBS 3-22=-] 189/767, 19-22= 1846/3653, 3-19=7470/1047, 4-18=-1678/964, 5-18=-586/1375, 6-18=-393/182, 7-16=-122/599, 7-15=-1053/591, 9-12=-1410/877, 10-12=-918/1777, 9-15=-437/1216, 12-15=-833/1722 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=7ft; 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 17-0-0, Extericr(2R) 17-0-0 to 21-0-0, Interior(1) 21-0-0 to 33-8-0, Exterior(2R) 33-8-0 to 37-8-0, Interior(1) 37-8-0 to 44-2-4 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, with BCDL = 10.Opsf. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1011,11=901. 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 3lilekUSA lac.FLCert6634 16023 Swiagley Ridge Road, Chesterfield,110 63017 Date: September 14,2021 _ A WARNING -Verify 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 Mi rek@ 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 ANSVTPII 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 2508 CR 3CAR BLK NO HS 147882609 2867055 A13 SPECIAL Job Reference (optional) t5uuuers rtrstaource triant uny, rL/, riant L111y, rL - aa301, 0.4au s rwg 10 zuz t tvu t etc tnuustnes, tnc. mun oep to i o:za:uo zuz i rage t ID:?1 YDfltmYJ1 NmupVDA3te2z4H2S-Mnt5CeZOdk2GsFw6D4GBBvOKrOZ41 e83ZoGwVyeiU- 11-4.0 6-7-12 11-11-0 15-0-0 21-3-10 26-11-15 33.0.0 35-8.0 40-4-6 44-4.0 t- 0 6-7-12 6-3-10 5-8-5 6.0-1 2.8-0 4-8-6 3-11-11 Scale=1:80.2 5x6 = 6.00 12 5x6 = 3x4 = 2x4 II 6x8 = 5 29 6 30 7 31 8 9 23 - 22 15 14 13 'O oa 12 3x6 — 4x8 = 3x4 II 2x4 II 6x8 = 6xB = 6-7-12 11-11-0 15.0-0 24.1-12 33.0-0 35-8.0 , 44-4-0 i - 6-7-12 - 5-3-4 - 1 3.1-0 9-1-12 - 8_10.4 2-8.p - - 8_8_0 Plate Offsets (X,Y)-- [3:0-3-0,0-3-01, [5:0-3-0,0-2-01, [6:0-3-0,0-3-01, [9:0-6-0,0-2-81, [16:0-2-12,0-3-81, [18:0-1-12,0-5-01, [20:0-7-12,0-5-41, [23:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.50 21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.68 17-19 >779 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.35 12 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix -AS Weight: 309 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 2-21,12-15: 2x4 SP No.2, 8-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 20-23,9-16: 2x4 SP No.2, 11-12: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 12=0-3-8 Max Horz 2=266(LC 12) Max Uplift 2= 1011(LC 12), 12=-905(LC 12) Max Grav 2=2064(LC 17), 12=1940(LC 18) FORCES. (ib) --Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3832/1924, 3-4— 5006/2656, 4-5=-4070/2246, 5-6=-3674/2096, 6-7=-3919/2194, 7-8=-2917/1754, 8-9= 2890/1740, 9-10=-2042/1225 BOT CHORD 2-23=-1832/3546, 22-23=-125/282, 4-20=-509/1154, 19-20=-2322/4572, 17-19=-1992/4006, 16-17=1882/3759, 8-16=-250/302, 12-13=-695/1234 WEBS 3-23=-1154/775,.20-23=-1866/3561,.3-20=-467/991, 4-19— 1298/792, 5-19= 709/1568, 6-19= 569/286, 7-17= 69/491, 7-16=-1064/563, 13-16=-1032/2326, 9-16=-1442/2860, 9-13=-1850/971, 10-13=-250/854, 10-12=-2003/1204 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 20-22, 14-16 1 Row at midpt 6-19, 7-16, 9-13, 10-12 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=7ft; 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 35-8-0, Exterior(2R) 35-8-0 to 39-8-0, Interior(1) 39-8-0 to 44-1-4 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=1011,12=905. 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 11[Tek USA, Inc. FL Ced 6634 16023 Swiogley Ridge Road, Chester0eld,110 63017 Date: September 14,2021 . _ A WARNING _Verify_design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020_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 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 City Ply 2508 CR 3CAR BILK NO HS 147882610 2867055 A15 MONO HIP 1 1 _ Job Reference (optional) timaers hlrsibource (t-lanl Gny, t-L), manr Gny, rL - 3dt)bf, t5.4JU s Aug l b ZU; l MI I eK Inausmes, Inc. Mon bep l'J i b:zv:u4 zuzi rage l ID:?1YDfltmYJi NmupVDA3te2z4H2S-gzFtTP-a1 O2A7UOVJnonNk7ZXdPtzm7gDoS?SRxye-jT T1-4-q 6-4-4 11.0-0 i6-7-12 24-0-11 31-3-5 38.8-3 44-4-0 1.4.0 6-4-4 4-7-12 5-7-12 7.4-15 7-2-10 7-4-15 5.7-13 S6616=1:78.9 5x6 = 3x4 — 5x6-= 5x6 = 44 = 2x4 II 6.nn 112 4 5 23 6.24 725 8 26 9 17 16 la Gr GO 1Y IV ou IOIL OI JL 11 OO Oq 10 2x4 II 5x6 = 3x4 = 3x4 = 4x4 = 6ic8 — 3x6 = 3x8 = 4x6 = 6.4.4 11-0.0 19-5-11 27-8-0 35-10.4 44-4-0 6.4-4 4-7 12 8=5-11 - 8-2-5 - 8=2-4 - 8-5-12 Plate Offsets (X,Y)--[4:0-3-0,0-2-01, [6:0-3-0,0-3-01, [7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI.- DEFL. in (loc) Vdefl Ud PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.44 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.68 14-16 >778 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.19 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 "Except* BOT CHORD Rigid ceiling directly applied. 2-15: 2x4 SP N6.2 WEBS 1 Row at midpt 5-16, 7-11, 8-10 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-8-0 Max Horz 2=405(LC 12) Max Uplift 10=-941(LC 12), 2— 1015(LC 12) Max Grav 10=1886(LC 17), 2=2024(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3757/1870, 3-4=-3294/1708, 4-5=-2944/1606, 5-6=-3768/1950, 6-7=-3557/1801, 7-8=-2333/1150 BOT CHORD 2-17=-1938/3385, 16-17=-1938/3385, 14-16=-1966/3591, 13-14=-2009/3772, 11-13=-1654/3139, 10-11— 895/1655 WEBS 3-16=-570/416, 4-16=-492/1224, 5-16=-1002/524, 5-14=-73/459, 6-13=-395/382, 7-13=-2701768, 7-11=-1268/805, 8-11=-574/1494, 8-10=-2309/1265. 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=7ft; 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 16-7-12, Interior(1) 16-7-12 to.44-2-4 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, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=94112=1015. - 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 Johmon PE No. 84943 MiTek USA, Inc. FL Ced 6634 16023 Saiogley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 _ _ A WAR -NING - 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 forstability 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 ANSIITPII 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 2508 CR 3CAR BLK NO HS 1478B2611 2867055 A16_ MONO -HIP_ Job Reference (optional) builders mrsttiource (viani L:ny, t-L), mant lily, rL - JJbb/, t3.4JU S Aug l b zU27 mi I eK InausineS, Inc. mon Jep 13 lb:zy:Ub zuzl rage l ID:?1 YDfltmYJ1 NmupVDA3te2z4H2S-19?rcKbf9Ll_5Y4VLVlcGK5ekpHmVXWM061?zOye-jS 71-4•q 6-4-1 9.0-0 15-4-15 22.5-11 30-1%5 37-11-2 44-4-0 1-4-0 6-4-1 2-7-15 6-4-15 7.0-13 8-4-9 7-0-13 6-4-14 - - Scale = 1:78.9 5x6 = 3x4 = 5x6 = 5x6 = 6.00 12 4 22 235 24 6 25 7 26 3x6 — 3x4 I I 8 27 9 ' 16 15 14 13 12 11 10 3x6 = 3x8 = 5x6 WB= 3x4 = 3x4 = 4x4 6x8 = 4x6 = 9.0-0 17-11-12 26-8-0 35-4-4 44-4.0 9.0-0 8=11-12 8-8.4 8-8-4 - 8=1 1-12 Plate Offsets X(X,Y -- [4:0-3-0,0-2-01,[6:0-3-0,0-3-41,[7:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) 0.58 13-14 >912 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.74 13-14 >715 180 BCLL 0.0 Rep Stress [nor YES WB 0.98 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight:229lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-8-0 Max Horz 2=343(LC 12) Max Uplift 10=-934(LC 12), 2= 1023(LC 12) Max Grav 10=1634(LC 1), 2=1708(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3146/1886, 3-4=-2955/1804, 4-5=-2639/1665, 5-6=-3823/2296, 6-7=-3768/2191, 7-8=-2542/1453 BOT CHORD 2-16= 1883/2770, 14-16= 2274/3626, 13-14=-2440/3997, 11-13=-2033/3380, 10-11=-1190/1959 WEBS 3-16=-302/352, 4-16=-583/1093, 5-16= 1284/753, 5-14=-136/443, 6-14=-299/318, 6-13= 339/369,_7-13=-233/573, 7-11=-11941837, 8.1.1=-550/1186, 8-10=-2379/1455 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 5-16, 8-10 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=7ft; 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, Exterior(2R) 9-0-0 to 14-7-14, Interior(1) 14-7-14 to 44-2-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=934, 2=1023. - 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 0 AndrerrJohnson PE No.84943 3LTekUSA, ►uc. FL Ced 6634 16033 Smiagley Ridge Road, Chester0etd,11063017 Date: September 1.4,2021 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 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 20601 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 2508 CR 3CAR BILK NO HS 147882612 2867055 A1.7 _ Half Hip Girder 1 n _ L Job Reference o tional Builders Flrst50urce (Plant aty, FL), Plant filly, rL - 33567, 8.43U 9 Aug 16 ZU21 mi I eK InaustrieS, Inc. mon Sep 13 16:v9:iu ZUG1 rage 1 ID:?1 YDfitmYJ 1 NmupVDA3te2z4H2S-f7okgl fn-uxHCJzS72unzOoYKg5bAu55AOSmebye-jN t1-4-0 7-0-0 9-11-0 15-2-0 20-5-0 25-8-0 30-11-0 36-2-0 41-5-0 44-4-0 1-4-0 7-0-0 2-11-0 5-3-0 5-3-0 5-3-0 5-3-0 5-3-0 5-3.0 2.11-0 Scale = 1:78.9 6x8 = 7x8 = 7x8 = 2z4 11 6.00 12 3 224 23 24 5 25 26 6 27 28 29 730 31 32 8 33 34 35 9 36 37 10 38 11 39 19 40 41 18 42 43 4417 45 46 16 47 48 1549 50 14 51 52 53 13 54 55 12 ST1.5x8 STP = 7x8 = 7x8 = 6x8 = 46 = 7-0.0 12-6-8 17-9.8 23-0-8 28-3.8 33-6-8 38-9-8 44-0.8 44 -0 -5.6.8 -5-3-0 5-3-0 5=3-0 5-3-0 5-3-0 5-3-0 0- •8 Plate Offsets (X,Y)-- [3:0-4-0,0-1-15], [6:0-4-0,0-4-8], [9:0-4-0,0-4-8] [12:Edge,0-4-4], [15:0-4-0,0-4-8], [18:0-4-0,0-4-8] LOADING (psf) SPACING-- - 2-0=0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.57 16-17 >931 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.65 16-17 >817 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix -MS Weight:591 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 12=0-3-8, 2=0-8-0 Max Horz 2=276(LC 8) Max Uplift 12=-2052(LC 5), 2=-1875(LC 8) Max Grev 12=3307(LC 1), 2=3031(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6213/3681, 3-4=-5600/3430, 4-5=-8276/5042, 5-6=;9762/5973, 6-7=-10094/6180, 7-8=-9288/5686, 8-9=-7365/4499, 9-10=-4313/2612 BOT CHORD 2-19= 3369/5491, 18-19= 4445/7165, 17-18=-5737/9234, 16-17=-6291/10127, 15-16=-6154/9899, 14-15=-5316/8538, 13-14=-3719/5950, 12-13=-1534/2392 WEBS 3-19=-1344/2504, 4-19=-2552/1659, 4-18=-992/1853, 5-18=-1585/1136, 5-17=-453/887, 6-17=-625/588, 7-16=-81/387, 7-15=-987/758,_8-15=-610/1239, 8-14=-1916/1335, 9-14=-1232/2227, 9-13=-2788/1889, 10-13=-1766/3139, 10-12= 3744/2408 Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-7 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to - ply connections have been provided to distribute only loads noted as-(F) or (B), unless otherwise indicated. - 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=7ft; Cat. II;- Exp C; Encl.,-GCpi=0:18; MWFRS (directional); Lumber-DOL=1.60 plate grip DOL=1.60 - - 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding.- 7) All plates are 4x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 12=205212=1875. Continued oh page 2 Andress Johnson PE No.84943 3LTek USA, Inc. FL Ced 6634 16023 Swiogley Ridge Road, Chester8eld,110 63017 Date: September 14,2021 0 WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1.9/2_020 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/TPII 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 2508 CR 3CAR BLK NO HS tlUllderS rlrStbource (I'lanl city, rL), Nlant city, I-L- 33bb 1, 6.43U S Aug Ib'LUZI mi I eK InaustrleS, Inc. mon bep l3 7b:;ev:IU 4uzi rage z ID:?lYD.fitmYJiNmupVDA3te2z4H2S-f7okglfn_uxHCJzS72unzOoYKg5bAu55AOSmebye-jN_ _ NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 168 lb up at 7-0-0, 91 lb down and 168 lb up at 9-0-12, 91 lb down and168 lb up at 11,0-12,_91_lb_down and 168 lb up at 13-0-12, 91, lb down.and 168 lb up. at 15-0_12, 91_Ib down and 168-lb up -at 17-0-12, 91 lb down and 168 lb up at 19-0-12, 91 lb down and 168 lb up at 21-0-12, 91 lb down and 168 lb up at 23-0-12, 91 lb down and 168 lb up at 25-0-12, 91 lb down and 168 lb up at 27-0-12, 91 lb down and 168 lb up at 29-0-12, 91 lb down and 168 lb up at 31-0-12, 91 lb down and 168 lb up at 33-0-12, 91 lb down and 168 lb up at 35-0-12, 91 lb down and 168 lb up at 37-0-12, 91 lb down and-168 lb up at_39-0-12, 91 lb down.and 168 lb up at 41-0-12, and 91- lb down -and 168-lb.up at 43-0-12, and 145 lb down and 152 lb up at 44-2-4 on top chord, and 323 lb down and 136 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-0-12, 66 lb down at 17-0-12, 66 lb down at 19-0-12, 66 lb down at 21-0-12, 66 lb down at 23-0-12, 66 lb down at 25-0-12, 66 lb down at 27-0-12, 66 lb down at 2970-12, 66 lb down at 31-0-12, 66 lb-down-at-33-0-12, 66 lb down at 35-0-12, 66 lb down at 37-0-12, 66 lb down at 39-0-12, 66 lbdownat 41-0-12, and-66 lb down at 43-0-12, and 106 lb down at 44-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard- - - 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert:-1-3=-54, 3-11- 54, 2-12= 20 - - - - - Concentrated Loads (lb) Vert: 3= 91(B) 11=-145(B) 12=61(B) 19=-323(B) 5=-91(B)16=-41(B) 8=-91(B) 13=-41(B) 22=-91(B) 23=-91(B) 24=-91(B) 25=-91(B) 26� 91(B) 27=-91(B) 28=-91(B) 30=-91(B) 31= 91(B)-32=-91(B)-34=-91(B) 35=-91(B) 36=-91(B) 37=-91(B) 38=-91{B)-39=-91(B)40= 41(B)-41=-41(B) 42= 41(B) 43= 41(B) 44= 41(B) - 45=-41(B) 46=-41(B) 47=-41 (B) 48=-41 (B) 49- 41(B) 50= 41(B) 51=-41(B) 52=-41(B) 53=-41(B) 54=-41(13) 55=-41(13) 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 ANSIrrPI1 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 City Ply 2508 CR 3CAR BLK NO HS 147882613 2867055 B03 COMMON SUPPORTED GAB- 1 1 - Job Reference (optional) Builders Flrstbource (Plant Uly, rL), Plant UIty, t-L-:i3bb/, dAM s Aug 1 b 2D'CI MI I eK mcustnes, Inc. iwon aep i o i o:za: i i zuz i rage i _ ID:ZzuNOAdEBoQdU2OW uKTi 6czl Ulk-7JM6tNfQI B38pTYfhmPOW bLjAEUXvVFP2CKBt ye_j M 1-4-0 9-4-0 18.8-0 20-0-0 i 1-4-0 9-4.0 9-4-0 1-4-0 Scale = 1:37.7 4x4 7 3x4 = 5x6 = 18-8_0 -- - - LOADING (psf) SPACING= 2-0-0 CSI. - - - DEFL. - in (loc) 1/defy Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) -0.02 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.02 13 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 HOrz(CT) 0.00 -12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 97 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-8-0. (lb) - Max Horz 2=220(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 20, 14 except 2=-303(LC 12), 12=-303(LC 12), 18=-112(LC 12), 19=-132(LC 12), 16=-112(LC 12), 15=-132(LC 12) Max Grav All reactions 250 lb or less at joint(s) 17, 18, 19, 20, 16, 15, 14 except 2=255(LC 1), 12=255(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-98/342, 7-8=-97/342 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=2ft Cat. _ 1I;. Exp C; Encl., GCpi=0.18; MW FRS_(directional),and C-C Corner(3E) -2-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 9-4-0,_Corner(3R). 9-4-0 to 13-4-0, Exterior(2N) 13-4-0 to 20-8-0 zone;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 requires continuous bottom chord bearing. 7) Gable studs -spaced at-2-0-0-oc.- - - - - - 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . 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.- -- - - - -- - - 10) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable -treatment -may be used if it does not corrode the plates. If ACQ,-CBA-, or CA-B treated lumber is used, improved corrosion - protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 11) Provide mechanical -connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20; 14 except Qt=lb) 2=303, 12=303, 18=112, 19=132, 16=112, 15=132. Andrew JoflasonPENo. 84943 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 111IekUS"c.FLCed6634 _ 16023 Srvingley Ridge Road, Chesterfield,110 63017 Date: September 14,2021 .A WARNING - Verify design par-a_meters 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 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 Chesterfield, MO 63017 Job Truss Truss Type City Ply 2508 CR 3CAR BLK NO HS 147882614 2867055 B04 _ _ _ _ COMMON STRUCTURAL GA 1 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 16:29:12 2021 Page 1 ID:ZzuNOAdEBoQdU2OWuKTi6czl Ulk-bWwU4jg2WVB?Rd6rFTwF3putlegxerTOdixtjUye-jL 7-5-4 14.4.0 21-2-12 28-8-0 30.0-0 7-5-4 6-10-12 I 6-10-12 7-5-4 1.4-0 Scale = 1:59.3 4x6 = 6.00 12 4X8 I - - - 5x8 = _ _ _13 12 11 10_ 3x4 = 5x8 = 3x4 11 10.3-5 18-3-8 18- -11 28-8-0 10-3-5 8-0-3 — 0- -3 - 10-3-5" -" - Plate Offsets (X,Y)-- [2:0-3-8,Edge], [2:0-2-8,Edge], [4:0-3-0,0-3-4], [5:0-2-0,0-0-8], [6:0-3-0;0-3-0], [8:0-4-0,0-2-1], [13:0-2-0,0-1-8], [13:0-4-0,0-3-0], [14:0-2-0.0-0-2], [14:0-4-0 ,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.16 14-39 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.34 14:39 >650 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight:201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-13 OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-8-0 except Qt=length) 2=0-8-0. (lb) - Max Horz 2=322(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 12, 10 except 2=-513(LC 12), 13=-740(LC 12), 8=-298(LC 12) Max Grav All reactions 250 lb or less at joint(s) 11, 10, 8 except 2=830(LC 17), 13=1444(LC 19), 13=1274(LC 1), 8=276(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-888/536,-4-5=-665/438, 5-6=-162/571, 6-8=-68/395 BOT CHORD 2-14=-283/1006, 12-13=-257/267, 11-12=-257/267, 10-11=-257/267, 8-10=-257/267 WEBS 5-13=-1141/675, 6-13=-446/514, 5-14=-335/871, 4-14=-509/513 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=7ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -2-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-4-0, Exterior(2R) 14-4-0 to 18-4-0, Interior(1) 18-4-0 to 30-8-0 zone;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/fPI 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, with BCDL = 10.Opsf. - 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates maybe used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) -Provide mechanical -connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)-12, 10 except - Qt=lb) 2=513, 13=740, 8=298, 8=298. 11) 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 MiTek USA, Inc. £L Cent 6634 16023 Ssdngley Ridge Road Chesterfield, 310 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 bullding 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 ANSVrPl1 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 2508 CR 3CAR BLK NO HS 147882615 2867055 B05 - COMMON Job Reference (optional) builders rlrstJource tenant L ny, t-L), mans uty, rL - 33btsi, 0.43U s Aug I b ZUZ I Ivu I eK Incustnes, Inc. Ivion aep 13 I9ze:13 ZUZ I rage I ID:ZzuNOAd EBoQdU20 W uKTi6cz1 Ulk-3iUt13hgGpJs3nh1 pBRUbOQ2P2?jNFZYsMhQFwye jK_ 1-4-0 7-5-4 14-4.0 21-2-12 28-8.0 30-0-0 , 1-4-0 7-5-4 6-10-12 6-10-12 7-5.4 1-4-0 Scale = 1:52.7 46 = 6.00 12 4 CC ST1.5x8 STP -- 2 co ?] 1 17 - - V226 20 6 r� = 7 Iv - 10 219 6 3x4 = 44 = 3x4 = 4x4 = 44 = 9-5-6 19-2-10 28-8-0 9-5.6 9.9-3 9.5-6' Plate Offsets (X,Y)-- [3:0-3-0,0-3-4] [5:0-3-0,0-3-4] LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.30 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.46 8-10 >744 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-322(LC 10) Max Uplift 2=-711(LC 12), 6=-711(LC 12) Max Grav 2=1314(LC 17), 6=1314(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2115/1210, 3-4=-1973/1215, 4-5=-1973/1215, 5-6=-2115/1210 BOT CHORD 2-10=-907/2073, 8-10=-438/1294, 6-8=-924/1832 WEBS 4-8=-417/981, 5-8=-470/517, 4-10=-417/980, 3-10=-470/517 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=_4.2psf;-BCDL=6.Opsf;-h=25ft; B=45ft; L=4011; eave=7ft; 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 14-4-0, Exterior(2R) 14-4-0 to 18-4-0, Interior(1) 18-4-0 to 30-0-0 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) Provide mechanical connection (by others) of trusstobearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) - 2=711,6=711. 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 3hTekUSA, Inc. FL Cert 6634 16023 8sibgley Ridge Raad, Chesterfield, 110 63017 Date: September 1.4,2021 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 MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not w�• 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 _ fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 2508 CR 3CAR BILK NO HS 147882616 2867055 B09 _ ROOF SPECIAL _ 1 1_ _ _ _ Job Reference (optional) builders rlrstJOUrce triant uny, t-L), rlant Glty, rL - 3.3bb/, t5.4.7U s Aug 10 ZUz t 1VII 1 eK inousines, Inc. Ivion aep w IO2e: 14 zuz 1 rage 1 ID:ZzuNOAdEBo.QdU2OW uKTi6cz1_Ulk-Xu2FVPi 116RigxG EMuzjBEzCERHl6grh5OQ-oMye-jJ 1-4-0 7-6-8 8-10.7 15-0-0 22-0-5 28.8-0 30-0-0, 1-4-0 7-6.8 1-3-15 6-1-8 7-0-6 6-7-11 Scale = 1:54.5 LOADING (psf)- TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 5x6 = 5 w 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 7-6.8 7• 3 10.5-2 19-6.14 28.8-0 7_6:8 - 0- -11 2-7-15 -9-1-12 - - 9_1.2 - 12,0-0-01,[3:0-3-0,0-2-71,[8:0-2-10,0-1-81 SPACING- 2-0-0 CSI. DEFL. - in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TIC 0.70 Vert(LL) -0.29 10-12 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.49 10-12 >701 180 Rep Stress lncr YES WB 0.74 Horz(CT) 0.07 8 n/a n/a Code FBC202OfTP12014 Matrix -AS Weight: 141 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, 8=0-8-0 Max Horz 2=-308(LC 10) Max Uplift 2=-711(LC 12), 8=-711(LC 12) Max Grav 2=1308(LC 17), 8=1-31 O(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2086/1289, 3-4=-1874/1296, 4-5— 2027/1372, 5-7=-1969/1242, 7-8=-2162/1302 BOT CHORD 2-13=-997/2022, 12-13=-1055/2159, 10-12=-510/1335, 8-10=-990/1885 WEBS 3-13= 218/618, 5-12= 560/1037, 5-10=-348/893, 7-10=-455/500, 4-12=-663/623, 4-13=-492/230 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=7ft; 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 7-6-8, Exterior(2E) 7-6-8 to 8-10-7, Interior(1) 8-10-7 to 15-0-0, Exterior(2R) 15-0-0 to.19-0-0, Interior(1)-19-0-0 to 30-0-0 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) - 2=711,-8=711: - - - - - - - - - 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 1hTek USA, Inc. R Cert 6634 _ 16023SwiogleyRidgeRoad Chesterfleld,MO63017 Date: September 14,2021 _ _ ,A WA_R_NING -,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 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 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 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 2508 CR 3CAR BLK NO HS 147882617 2867055 B10 ROOF SPECIAL 1 1 Job Reference (optional) t1UllderS Hrstbource (Plant Gtty, F-L), Mant Glty, rL - 33b67, a.43U 9 Aug 16 ZUZI MI I eK Inaustnes, Inc. Mon Sep I J I b 2U:1 b 2UZI rage 1 ID:ZzuNOAdEBoQdU20 W uKTi6czl Ulk-?_5cdjljwoQZZ(5rQwbUyg RW NmrdNr4wgJgAXKpye-jl 1-4-0 5-6-8 6-10-7 10-3-5 1Q-11r3 15-0.0 22.0-6 28-8-0 30-0-0, 1-4 00 5.6-8 1-3-15 3-4-14 0-7-14 4.0-12 7-0-6 6-7-10 Scale = 1:54.5 1 46 = 6 14 IJ 3x4 = 3x4 = 3x10 = 3x4 = 3x4 = 3x4 5-6-8 6-10-7 10-3-5 19-6-14 22-9-12 28-8-0 5-6-8 - - 1=3=15 3=4-14 --9_3_g - 3_p_13 --5.10_4 - Plate Offsets (X,Y)-- [9:0-2-10,0-1-81 LOADING (psf) SPACING= -2-0-0 CSI: - DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.31 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.52 11-13 >656 180 BCLL 0.0 Rep Stress [nor YES WB 0.88 -Hoiz(CT) 0.07 9 ' n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 145lb 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, 9=0-8-0 Max Horz 2=-308(LC 10) Max Uplift 2=-711(LC 12), 9=-711(LC 12) Max Grav 2=1307(LC 17), 9=1308(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2213/1343, 3-4=-2004/1314, 4-5=-2041/1267, 5-6=-2114/1449, 6-8=-1967/1225, 8-9=-2161/1287 BOT CHORD 2-14=-1073/2153, 13-14=-1199/2419, 11-13=-487/1331, 9-11=-990/1884 WEBS 3-14=-318/734, 4-14=-659/380, 4-13=-558/435, 5-13=-299/370, 6-13=-665/1163, 6711=-353/898, 8-11=-457/507 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=7ft 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 5-6.8, Exterior(2E) 5-6-8 to 6-10-7, Interior(1) 6-10-7 to 15-0-0, Extedor(2R) 15-0-0 to 19-0-0, interior(1) 19-0-0 to 30-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable -of withstanding 100 lb uplift at joint(s)-except Qt=lb) 2=711, 9=711. 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. AadrewJohason PE N'04943 1hTek USA, lac FL Ced 6634 IN23 Sufogley Ridge Road, Chester6eld,110 63017 Date: September 14,2021 - 0 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 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 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 2508 CR 3CAR BLK NO HS 147882618 2867055 Bit ROOF -SPECIAL 1 1 Job Reference (optional) ouuuc,s n,��ouuwe tnd, a —ty, rL/, rrdl n idly, rL - 00001, OAOU 5 Aug 10 zuz I wu I erc mcusuleS, Inc. ivion oep 13 702`J: I0 zuzl rage 1 ID:ZzuNOAdEBoOdU20WuKTi6czl Jlk-THA7w5jYZkhQwEQcUJ?BDf2XrF_vab1_YKv5sFye_jH- 1-4.0 3-6-8 4-10-7 7-11-8 15-0.0 22-0-5 28-8-0 30-0.0 1-4.0 3-6-8 1-3-151_1 3-1-1 7-0-8 7.0-6 6-7-11 1-4-0 Scale = 1:54.5 rQar� 5x6 = 6 3x4 = 4x8 = 3x4 = 3x4 = 3x4 = 3x4 3.6.8 4-10-7 6-2-5 10-5-1 19-6-14 23-5-11 28-B-0 3.6=8 1-3-15 1-3=14 — 4-2-12 — 9-1=13 — 3=10=13— 5-2-5 Plate Offsets (X,Y)-- [9:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.30 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.50 11-13 >687 180 BCLL 0.0 Rep Stress Inca YES WB 0.63 Horz(CT) 0.07 - 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 142 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, 9=0-8-0 Max Horz 2=308(LC 11) Max Uplift 2=-711(LC 12), 9=-711(LC 12) Max Grav 2=1305(LC 17), 9=1307(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2307/1352, 3-4=-2573/1498, 4-5=-2971/1732, 5-6=-2056/1280, 6-8=-1961/1205, 8-9= 2155/1264 BOT CHORD 2-14=-1103/2255, 13-14=-1126/2342, 11-13=-490/1343, 9-11=-984/1878 WEBS 3-14=-475/958, 4-14= 1235/736,.5-14=-380/768, 5-13=-688/621, 6-13= 478/1042, 6-11=-345/890, 8-11= 456/498 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=7ft; 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 3-6-8, Exterior(2E) 3-6-8 to 4-10-7, Interior(1) 4-10-7 to 15-0-0, Exterior(2R) 15-0-0 to 19-0-0, Interior(1) 19-0-0 to 30-0-0 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, with BCDL = 1 O.Opsf. 7)-Provide mechanical connection (by others) of -truss to bearing -plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) -- - - - 2=711,9=711. 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 Johann PE \ o. Itd9d3 311Tek USA, Inc. FL Ced 6634 16023 Snmgley Ridge Road, Cheslerfidl 31063017 Dale: _ September 14,2021 A WARNING - Verify 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+ 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 collapsemith 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 2508 CR 3CAR BLK NO HS 147882619 2867055 B12. Roof Special Girder 1 1 Job Reference (optional) t4unaers rlrstSOurce (Plant arty, t-L), Plant city, t-L - 3356/, 8.43U S Aug 16 2UZ1 MI I eK Industries, Inc. Mon Sep 13 16:Z9:11 2021 Page 1 ID:ZzuNOAdEBoQdU2OW uKTi6czl Ulk-xTjN8RkAK1pHXO7p2OWQlsbkDfLnJOo7n_fe0hye-jG 1-4-0 1-6-8 2-10-7 6-2-13 10-3-5 15-0-0 21-5-2 25.7-8 1-4.0 ' 1.6-8 ' 1-3-15 r 3-4-6 4.0-8 4-8-10 6-5.2 4-2-6 Scale = 1:49.9 4x4 = 7 n T v 3x4 = 3x10 = 3x10 = 4x4 = 3x4 = 6x8 = 2-12.7 10-3-5 19-6-14 25-7-8 2.10.7 7-4-14 - - - 9-3-8 - - 6-0-10 - - 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 0.58 Vert(LL) -0.29 11-13 >999 240 MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.48 11-13 >641 180 BCLL 0.0 * Rep Stress Incr NO WB 0.73 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 144lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-3-8 Max Horz 2=270(LC 7) Max Uplift 2=-653(LC 8), 10=-531(LC 8) Max Grav 2=1013(LC 13), 10=1061(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1799/910, 3-4=-2784/1346, 4-5=-3421/1710, 5-6=-1753/886, 6-7— 1799/1041, 7-8=-1277/745 BOT CHORD 2-14=-871/1754, 13-14=-1046/2157, 11-13=-378/1011, 10-11=-521/1018 WEBS 3-14=-641/1469, 4-14=-1551/838, 5-14=-611/1317, 5-13=-572/434, 6-13=-286/307, 7-13=-520/1154, 7-11=-85/377, 8-1 0=- 1343/697 Structural wood sheathing directly applied or 2-11-7 cc purlins, except end verticals. Rigid ceiling directly applied or 6-1-2 cc bracing. 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=7ft; 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 20.0psf 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, with BCD = I O.Opsf: - - - - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=653, 10=531. 8) Hanger(s) or other connection device(s) shall be provided -sufficient to support -concentrated load(s) 31- lb -down and 114 lb -up-at - 1-6-8 on top chord, and 67 lb up at 1-6-8 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: 1-3=-54, 3-4=-54, 4-7=-54, 7-9= 54, 10-15=-20 -Concentrated Loads (lb) Vert: 3=73(F) 18=45(F). Andress Johnson PE \ o.84943 3LT& USA, Inc FL Cent 6634 16023 Sab.ley 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 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 ANSI1TPI1 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 2508 CR 3CAR BLK NO HS 147882620 2867055 C1 __ Jack -Open _ 6 1 Job Reference (optional) Dwruers nrsrauwUe indnr iary, rL/, narn Uny, rL - aaoor, o.vaU s nug 10 zuz I wu t eK incusmes, inc. iwon aep i j i u:za:i o tun rage 1 ID:YARgCUhM7owkVEMpPNiefGzAwvz-QfHmLmlp5Lx89Ya?bklfl48-43ub2ePHOeDBxBye—jF - -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1`:7.6 M T 0 N l[] O 0-11-4 --0:11-4 - - Plate Offsets (X,Y)-- 12:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0- CS]. - DEFIL in - (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0:00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 H6rz(CT)- 0.00 4 - n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc 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=91(LC 12) Max Uplift 3=-3(LC 1), 2=-226(LC 12), 4=-15(LC 1) Max Grav 3=23(LC 12), 2=158(LC 1), 4=51(LC 12) 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=45fh L=40ft; eave=7ft 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Gt=lb) 2=226. Andrew Mason PE No.84943 1hTek USA, Inc. FL Ced 6634 16033 Snfogley Ridge Road, Chesterfield, N0 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 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 Is always required for stability and to prevent collapse with. possible personal Injury and properly. damage. For general guidance regarding the _ _ _MiTek 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 2508 CR 3CAR BILK NO HS 147882621 2867055 C3. _ Jack -Open _ 4 1_ Job Reference (optional) CUIIaerS mrstbource (mans Glty, t -L), mant L41y, rL - 3Jbb/, t3.43U s Aug 1 b'LULI mi t eK Inaustrles, Inc. mon Jep l3 7 b:zv:1 ts'LULI rage 1 ID:zmbLkv5ELl DtgyehSMnND.7z4-W x-QfHmLmlp5Lx89Ya?bk1 fl48_43rm2ePHOeOBx8ye-jF -1-4-0 2-11-4 1-4-0 2.11-4 Scale = 1:12.7 2-11-4 - - - E-11_4 - Plate Offsets (X,Y)-- (2:0-0-4,Edge] -LOADING (psf) -SPACING- -2-0-0 CSL DEFL. in (loc) I/dell -Ud- PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOr-2(CT) .-0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc 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=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Grav 3=62(LC 17), 2=195(LC 1), 4=49(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=25ft; B=45ft; L=40ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & _MW FRS 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=245. Andrew Johnson PE No. 84943 3L7ek USA, Inc. FL Cert 6634 16023 Swingle)1Udge Road, Chesterfield, S10 63017 Dale: September 14,2021 _ _ _ WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI-TEK 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!Tek' _Is always required for stability and to prevent collapse with possible personal Injury. and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSH-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 2508 CR 3CAR BLK NO HS 147882622 2867055 C5 Jack -Open 4 1 _ Job Reference (optional) Cugders FirstJource (rlant tarty, FL), Plant City, FL - 33561, 8.43U s Aug 16 2021 MI I ek Industries, Inc. Man Sep 13 16:29:19 2021 Page 1 _ ID.:zmbLkv5ELIDtgyehSMnND7z4_Wx-usr8Z6mRsf3?ni9B9RYurHg55S7Ln5fQEIBITaye�E 1-4-0 4-11-4 1-4-0 4-11-4 - Scale=1:17.6 E 3x4 _- - - 4-11-4 - - - -- - -4-11-4 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 LOADING (psf) SPACING-- 2-0-0 CSI. - - - DEFL. -in (loc)- I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.07 4-7 >897 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.06 4-7 >913 180 BCLL 0.0 Rep Stress Incr YES WB -0.00- Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS 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 Harz 2=214(LC 12) Max Uplift 3=-128(LC 12), 2=-196(LC 12) Max Grav 3=133(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=25ft B=45ft; L=40ft; eave=7ft; 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 & MW FRS 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=128, 2=196. 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 3LTek USA, Inc. FL Ceti 6634 16023SwingleyRidge Road, Chesterfield, MO63017-- Date: -September 14,2021 _ _ - & WARNING _Verify desigo_parameters and READ NOTES ON THIS AND INCLUDED MIITEK REFERENCE PAGE MII---7473 rev. 5/19/2020 BEFORE USE. ' Design valid 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 ANSIrrPl1 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 2508 CR 3CAR BLK NO HS 147882623 2867055 D01 SPECIAL _ _ _ 2 _ 1 Jab Reference (optional) builders hlrst5ource (Plant city, I-L), Plant city, FL - 33567, 8.43U 8 Aug 16 2U21 MI I eK Industries, Inc. Mon Sep 13 16:29:20 2021 Page 1 - ID:zmbLkv5ELlDtgyehSMnND7z4-Wx-M2PWmSm3dyBsPskNj937NVDFmsQSWRIaTxtl?Oye-jD -1-4-0 6-0.10 8-8-0 9r0i0 15-3-0 22-0-0 23-4-0 1-4-0 6-0.10 2-7.6 0-4-0 6-3-0 6-9-0 1.4.0 Scale=1:47.3 5x6 II 5 I'T O a CD N 12 " 3x10 = 2x4 11 4x4 � 3x4 = 9-0-0 8-0-0 5-8-0 , 15-3-0 , 21-8-0 22-OrO 0 4-b 7-8-0 -8-0 6-3-0 6-5-0 -4- lo - - 0-4-0 _ _ _ _ _ Plate Offsets (X,Y)-- [2:0-0-8,0-1-81,[6:0-3-0,0-3-41,[8:0-0-8,0-1-91 LOADING (psf) SPACING= 2-0-0 CSI. - DEFL. in (loc) Weil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.14 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.12 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weiqht: 1261b 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: 8-12: 2x4 SP No.2 ' 6-9-0 oc bracing: 11-13 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-7-10, Right 2x4 SP No.3 3-2-5 REACTIONS. (size) 8=0-3-8, 2=0-4-0, 14=0-4-0 Max Horz 2=434(LC 11) Max Uplift 8=-810(LC 12), 2=-617(LC 12), 14=-655(LC 12) Max Grav 8=616(LC 1), 2=423(LC 21), 14=752(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-314/885, 4-5= 233/588, 5-6=-260/596, 6-8= 556/1673 BOT CHORD 2-14=-411/208, 13-14=-411/208, 11-13=-1039/333, 10-11=-1308/549, 8-10=-1319/551 WEBS 4-13=-232/440, 6-10= 708/255, 6-11=-516/1370 _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=7ft; 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, Exterior(2R) 9-0-0 to 13-0-0, Interior(1) 13-0-0 to 23-4-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 100 lb uplift at joint(s) except Qt=lb) 8=810, 2=617, 14=655. - - - - -- ---- - - - - - - - - - - - -- 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 %Tek USA,10G FL Cert 6634 16023 Swmgley Ridge Road, Chesterfield, MO63017 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 miss 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.propertydamage. For general guidanceregarding the, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality 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 at Ply 2508 CR 3CAR BLK NO HS 147882624 2867055 D01S MONO -TRUSS _ 3 1 Job Reference o tional ouuuem n�MJVuIUC t-IR a y, r"L/, r1 t idly, rL - -ou/, 0.40U S HUg I O eUz I Iw1I eK InOUSUIeS, Inc. IVIOn oep IC IO:eu:e i euzl rage l ID:zmbLkv5ELIDtgyehSMnN D7z4-W x-gEzuzonhOGJjO0laHsbMwimQs--GhOFyjjibdsXSye-jC 1-4.0 6.0-10 8-10-0 1-4.0 6-0-10 2-9.6 - - Scale--- 1-:27.6 4 ono - 4z4 = - Q-4-Q 7-11-8 8-10-0 .4- 7-7_8 0.10_g LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) 0.36 6-10 >264 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.31 6-10 >301 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2020lTP12014 Matrix -AS Weight, 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 6=0-3-8 Max Horz 2=332(LC 12) Max Uplift 2=-404(LC 12), 6=-408(LC 12) Max Grav 2=388(LC 1), 6=326(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 250/169 BOT CHORD 2-6= 495/202, 5-6=-495/202 - WEBS 3-5=-300/736 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=7ft; 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 8-8-4 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) - -- - -- 2=40416=408. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord.- AndrewJobmoa PE \o.84943 1LTekUSA, lac FL Cer16634 .16023 Soinecy Ridge Road, Chester6eld,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 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 2508 CR 3CAR BLK NO HS 147882625 2867055 D02 _ GABLE _ _ 1 1 Job Reference (optional) oulluers rlrslJUurce trlani Uiy, rL), rlanr Ldiy, rL - 06001, n.43U s Aug 10 ZUZI IVII I eK mUusines, Inc. IVIUn aep 13 1 b:zu:Zz zuzl rage 1 I D:zmbLkv5ELlDtgyehSMnND7z4_W x-I RXGBBoJ9aRae9tmgZ6bSwIXPg4p-MUswFM P4vye-jB 1-4-0 6-0-10 8.8-0 9r010 14-4-13 22.0-0 23-4-0 , 1-4-1 6-0-10 2-7-6 0-4-0 5-4-13 7-7-3 1-4-0 I Scale = 1:46.0 46 = 5 c? o 0I'r 0 N 13— 4Xr1 3x6 = 3x8 11 LOADING- (psf) SPACING- 2-0-0 CSI. -DEFL. -in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.27 9-11 >599 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.23 9-11 >703 180 BCLL 0.0 Rep Stress Incr YES WB- 0.44 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x6 SP No.2 *Except* 6-10-0 oc bracing: 12-14 9-13: 2x4 SP No.2 P WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 9=0-3-8, 2=0-4-0, 15=0-4-0 Max Horz 2=423(LC 11)_ Max Uplift 9=-779(LC 12), 2=-559(LC 12), 15= 745(LC 12) Max Grav 9=586(LC 1), 2=392(LC 21), 15=808(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-263/469, 4-5=-191/409, 5-6=-221/435, 6-9=-638/1499 -BOT CHORD 12-14=-1091/357, 11-12=-1225/513, 9-11=-1217/514 _ WEBS 6-11=-742/266, 6-12=-555/1488, 4-14=-258/513 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=7ft; 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 23-4-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 3) 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/rPI 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 fora--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) Lumber designated with a "P" is pressure -treated with -preservatives. -Plate lateral -resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered forthis design. Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=779, 2=559,-15=746. - Andress Johnson PE No.84943 3RiekUS11Inc. FL Ced 6634 -16023SrvmgleyRidge Road, Chesterlield,MO63017 Date: _S-eptember 14,202.1 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 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 is always required for stability. and.to.prevent collapse with possible personal injury. and. property damage. For general guidance regarding the . - _MiTek• 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 Oty Ply 2508 CR 3CAR BLK NO HS 147682625 2867055. D02 GABLE 1 _ 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 16:29:22 2021 Page 2 I D:zmbLkv5 ELIDtgyehSMnND7z4_W x-I RXGBBoJ9aRae.9tmgZ6bSwIXPg4p_MUswFMP4vyeJ B NOTES- 11) 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. 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 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 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 2508 CR 3CAR BLK NO HS 147882626 2867055- E7 _ JACK -OPEN _ _ 37 1 _ Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 1-4-0 6.43U S Aug I ZUZI mi I eK Inclusines, Inc. Mon bep I;i I6:z'nzZ ZUZI rage i ID:YARgCUhM7owkV EMpPNjefGzAwvz-I RXGB8oJ9aRae9tmgZ6bSwl W dg2s_SOswFMP4vye—jB 7-0-0 7-0-0 a Scale = 1:22.6 i - 0 C vnv — 7.0-0 7.0-0 — — Plate Offsets (X,Y)-- [2:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. - in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) 0.22 4-7 >376 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.21 4-7 >390 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 24lb 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 Max Horz 2=278(LC 12) Max Uplift 3=-195(LC 12), 2=-217(LC 12) Max Grav 3=198(LC 17), 2=336(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=7ft; 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 6-11-4 zone;C-C for members and forces & MW FRS 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=195, 2=217. 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. Audretr JohusoePE No. 84943 36Tek USA, lac. PL Cert 6634 16023SeingleyflidgeRoad,Chesterfield, 31063017 _ Date: September 14,2021 -® WARNING Verify design parameters and READ NOTES _ON THIS AND INCLUDED MITEK REFERENCE PAGE ME. II-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. Forgeneral 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 2508 CR 3CAR BLK NO HS 147882627 2867055 E7V Jack -Open 3 1 Job Reference (optional) tSUIIDerS rIrsmource trianl filly, rLJ, rlanr ully, rL - 0000f, — 1-4.0 m4ou 5 mug it) LUL 1 Ivu l aK InuuStrles, Inu. Mull Jep 13 1 o:Le:LO LUL 1 raye 1 ID:YARgCUhM7owkVEMpPNjefGzAwvz-md5fOUpxwtaRGJSyDHdq?7rgc4NQjveO9v6ycLye-jA _ 7-0.0 7-0-0 Scale = 1:22.8 c5 N m 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 0.97 Vert(LL) 0.23 4-7 >356 240 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/TP12014 Matrix -AS Weight: 25 lb 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 Max Horz 2=278(LC 12) Max Uplift 3=-200(LC 12), 2=-21 O(LC 12) Max Grav 3=200(LC 17), 2=336(LC 1), 4=121(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=25ft; B=45ft; L=40ft; eave=7ft; 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 6-11-4 zone;C-C for members and forces & MW.FRS 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 Ioad.nonconcurrentwith 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 1.00 lb uplift at joint(s) except Qt=lb)- - - - - 3=200, 2=210. 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 SLTek USA, Inc FL Ced 6634 _ 16013 Swingley Ridge Road, Chesterfield, MO 63017 Date: September 1.4,2021 �A WARNING Verify design parameters and READ NOTES ON THIS 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 iviiTek' Is always required for stability and to prevent collapse with possible.personatinjury 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 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 2508 CR 3CAR BLK NO HS 147882628 2867055 E7VA _ Jack -Open Job Reference (optional) v„y, , i_), r iai it ui,y, ....... DAZU 5 Hug 10 ZUZ I IVII I eK inausines, inc. IVIon Sep 13 l b:ZU:24 ZUZ1 rage l _ID:YARgCUhM7owkVEMpPNjefGzAwvz-Epfl cggZhBi ltTl 9y_83YL0_7Tg2SMu90ZrW 8nye-j9 -11 -0 7-0-0 1.4-0 7-0-0 4 Scale = 1:22.8 6.00 12 � - ui N _ co 3 - 6 - 13 Vii- - 3x4 5 - 6-1-8 - 6-1-8 7.0-0 0 10_8 - Plate Offsets (X,Y)-- [2:0-1-15,0-0-81 -LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) I/defl Ud PLATES- GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.09 6-12 >923 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.10 6-9 >864 180 BCLL 0.0 Rep Stress Incr YES WB 0.00- Horc(CT) -0:02 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 30 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) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=278(LC 12) Max Uplift 4=-120(LC 12), 2— 195(LC 12), 5=-46(LC 14 Max Grav 4=126(LC 17), 2=361(LC 1), 5=226(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-8= 737/709 BOT CHORD 2-6— 996/840, 3-6=-807/957 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-Second gust) Vasd=1'24mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft L=40ft; eave=7ft;, Cat. 11; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-3, Interior(1) 2-8-3 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-ANSI/TPI 1 angle to grain.formula. Building designer should verify — - capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 4=120, 2=195. - 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. 04943 ShTekUSA, Inc. FL Cert 6634 _16023SwiugleyRidge Road, Chester6eld,31063017 Date: _ September 14,2021 _ A WARNING- Verity_design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 stabilityand to prevent collapse with possiblepersonal 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 Job Truss Truss Type Qty Ply 2508 CR 3CAR BLK NO HS 147882629 2867055 E7VB Jack -.Open _ __ 1 1_ _ Job Reference (optional) tiuncers rirsiz ource trlanl cny, r-L), rlant Uty, rL - J"Jbb 1, 1:5.4JU s Aug l b ZU21 mi I eK inaustrles, Inc. mon'ep 1 J 1 b:zg:24 zuz1 rage l ID:YARgCUhM7owkVEMpPNjefGzAwvz-EpficggZhBiltT19y_83YLOvgT18SMu9OZrW8nye-j9 _ -1-4-0 4-1-8 7-0-0 1-4-0 4-1-8 2-10-8 - - - n Scale = 1:23.0 14 co N W� 2 .5x 3 44 = 6 4x8 1 6• 3.00 12 3x4 - - 4-1-8 7-0-0 - 4-1-8 - 2-10-8 Plate Offsets (X,Y)-- [2:0-0-15,Edge) LOADING (psf)- SPACING- 2=0-0 CSI. - DEFL. in (loc) I/defl- Ud -PLATES- GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.24 6-12 >344 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.22 6 >387 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) =0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 28 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) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=278(LC 12) Max Uplift 4=-156(LC 12), 2=-193(LC 12), 5=-25(LC 12) Max Grav 4=172(LC 17), 2=364(LC 1), 5=154(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-8=-807/767 BOT CHORD 2-6=-1063/895, 3-6=-862/1025 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=7ft; 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 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 noncoricurrent 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 100 lb uplift at joint(s) 5 except at=lb) - 4=156, 2=193. - -- — - - - 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 NET& USA, Inc. FL Cert 6634 16023 Snineey Ridge Road, Chesterfield, 316 63017 Dale: September 14,2021 - _A WARNING - Verify-deslgn 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 personalinjury_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 Qty Ply 2508 CR 3CAR BLK NO HS 147882630 2867055 E7_VC _ ___ _ Jack -Open _ _ _ _ 1 _ __ 1 _ Job Reference (optional) tiuniaerS rirSIJOUrce trlanr L ny, I-L), rlant tiny, t-L - UJbb 1, 11.4311 S Aug I e'LULI ml 1 eK Industries, Inc. mon Sep 13 16:29:25 2U21 rage 1 LD:YARgQUhM7owkVEMpPNjefGzAwvz-jQCPpA_gQSVg9VdQLWif14Yw3KtBOBmgJdDb3gEye_j8 -1-4-0 2-11 4-8-2 7-0-0 1.4-0 2-1-8 2.6.10 2-3.14 - - - - - - - - — - - -Scale = 1:22.6 3:00 12 — - Plate Offsets (X,Y)-- [2:0-0-15,Edge], [3:0-9-7 0-3-2] LOADING (psf)- SPACING= - 2-0-0 CSI. - DEFL. - in -(loc) - Well Ud - -PLATES GRIP- -- - TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.16 3 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 3-7 >506 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.12 6 n/a n/a BCDL 10.0 Code FBC2020/1­Pl2014 Matrix -AS Weight:31 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) 5=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=278(LC 14 Max Uplift 5= 32(LC 12), 2= 224(LC 12), 6=-162(LC 12) Max Grav 5=24(LC 17), 2=313(LC 1), 6=257(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-9=-269/67 BOT CHORD 3-7=-558/328 WEBS 4-7=-438/749 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=7ft 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,ANSI/TPI tangle to grain formula. Building designer should verify - capacity of -bearing surface. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 2=22416=162. 8) This truss -design requires that a minim um-of-7/16"-structural wood sheathing be applied -directly -to the top chord and 1/21'-gypsum- - --- - -- -- - ----- - - sheetrock be applied directly to the bottom chord. AndrewJohnsoa PE So.84943 1LTekUSA, fat. FL Ced 6634 -16023 Snioeley NdgeRoad, Chesterfield, M0 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 ANSVrPI1 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 2508 CR 3CAR BLK NO HS 147882631 2867055 F01 _ __ _ _ _ GABLE 1 1 Job Reference (optional) tsUnOers rlrsit ource triant Lmy, i-L), Ptant Lary, rL - 3356/, 1:3.431.1 S Aug 16 ZU21 MI I eK Industries, Inc. Mon Sep 13 16:29:26 2021 Page 1 ID:zmbLkv5ELIDtgyehSMnND7z4_Wx-BCmnl VrgDoy?7nBX3PAXdmTHiHYVwF8SrtKdDgyej7 L- -1-4-0 4-4-0 8-8-0 10-0.0 1-4-0 4-4-0 4-4-0 1-4.0 - - - Sc61e = 1:21.7 1 - -- r- a..a i 44 = - - -4 4x8 = 48 = ONp-4-Q 4-4.0 B-4-0 8-8-Q -- — 4-0-0 - -- - - - - - 4-0-0- Plate Offsets (X,Y)-- [2:0-4-0,0-2-11,[6:0-4-0,0-2-11 LOADING (psf)" SPACING- 2=0=0 CSI. DEFL. in-- (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.03 8-17 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.03 8-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS LUMBER- BRACING- - _ PLATES GRIP MT20 244/190 Weight: 45 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 6=0-4-0 Max Horz 2=-103(LC 10) Max Uplift 2= 481(LC 12), 6=-481(LC 12) Max Grav 2=393(LC 1), 6=393(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-310/1107, 4-6=-310/1107 BOT CHORD 2-8=-777/250, 6-8=-777/250 WEBS 4-8=-519/140 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=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-4-0, Exterior(2R) 4-4-0 to 8-2-0, Interior(1) 8-2-0-to 10-0-0 zone; cantilever left and fight exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Gable studs spaced at 2-0-0 oc. - - - - - - -- -- -- - - - - - - - - - — 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit -between the bottom chord and any other members. - - - 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it -does not corrode the plates. If ACID; CBA,-orCA-B treated lumber is used; -improved corrosion -- protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) - 2=481,6=481. 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. - Andrew Johnson PE No. 84943 3hTekUSA, Inc FL Cert 6634 16023 Swineey Ridge Road, Chesterfield, MO 63017 Date: S-eptember 1.4,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS ANDINCLUDEDMITEK REFERENCE PAGE 10II-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 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 Met' always.requlred 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 2508 CR 3CAR ELK NO HS 1478B2632 2867055 - H7 _ DIAGONAL HIP GIRDER 2 1 _ _ Job Reference o tional t3uuaers mrstaource lrlant Utty, rL/, rlani t,lty, rL- 3300/, b.RJU s Aug 1 o zuzl MI t eK Inausines, Inc. ivion Jep to 1 b:zu:z/ zuzl rage i ID:YARgCUhM7owkVEMpPNjefGzAwvz-fOK9ErsSz64skxmkd7hm9zOUvhrDfe4b4X4Al6ye j6 5-2-5 9.10-13 5-2-5 4.8-8 - - _ — Scale=1:22.1 Jn~ 3x4 5-2-5 9-10-1 9-1 -13 - -5-2-5 - 47-12- 0= -12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.44 Vert(LL) 0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS- Weight: 43Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-11-5, 5=Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-147(LC 8), 2=-349(LC 8), 5=-178(LC 9) Max Grav 4=124(LC 1), 2=517(LC 1), 5=330(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-765/459 BOT CHORD 2-7=-524/693, 6-7=-524/693 WEBS 3-7=-26/286, 3-6=-751/568 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=401t; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Projectengineer 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) - 4=147, 2=349, 5=178. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 18 lb up at 1-5-12, 64-lb down and 18 lb up -at- 1-5-12, 5 lbdownand 100 lb up at-4-3-11, 5 lb down and 100 lb up at -4-3 1-1, and 37 lb down- - - and 155 lb up at 7-1-10, and 37 lb down and 155 lb up at 7-1-10 on top chord, and 41 lb up at 1-5-12, 41 lb up at 1-5-12, 5 lb down and 54 lb up at 4-3-11, 5 lb down and 54 lb up at 4-3-11, and 29 lb down at 7-1-10, and 29 lb down at 7-1-10 on bottom - chord. The design/selection of such connection-device(s) is the responsibility of others.- - -- - - 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD-CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) -Vert: 1-4=-54, 5-8=-20 - Concentrated Loads (lb) Vert: 13=-75(F= 37, B=-37) 15=-1 O(F=-5, B=-5) 16=-57(F= 28, B=-28) AndrerrJokasoa PE \o. 54943 .NhTek CSA, lac. FL Cent 6634 16023 Saftey Ridge Road, Chesterield,110.63017 Date: September 14,2021 ® 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. a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for.stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, 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 2508 CR 3CAR BLK NO HS 1478B2633 2867055 H17- DIAGONAL HIP GIRDER Job Reference (optional) Dunuers nrssauurue trlant Uny, rL/, rlant ugly, rL- 4s001, 1-10-10 m4ou s Hug lb zuzl mi I eK Inausines, Inc. Mon sep 13 1b:XU:Zb ZUZI rage i ID:ZzuNOAdEBoQdU20-W UKTI6czl,Ulk-_BCmnl VrgDoy?7nBX3 PAXdmTM6HbUwGNSrtKdDgye-j7 2-2-3 2-2-3 Scale = 1.9.1 2-2-3 - 2-P-3 - Plate Offsets (X,Y)-- [2:0-2-10,0-0-21 LOADING (psf) SPACING.: 2-0-0 CSI. - DEFL. --in (loc) - I/deft Ud -PLATES -GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 10 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-3 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=109(LC 8) Max Uplift 3=-61(LC 1), 2=-249(LC 8), 4=-46(LC 1) Max Grav 3=51(LC 8), 2=165(LC 1), 4=40(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=7ft; Cat. 11; 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 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 100 Ib uplift at joint(s) 3, 4 except (jt=lb) 2=249. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 75 lb up at 1-5-12, and 60-lb down and 75 lb up at 1-5-12 on top chord, and 48 lb up at 1.-5-12,-and-48.lb up. at. 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (pig - - - - - - - — Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=150(F=75, B=75)-9=51(F=26, B=26) Andretr Johnson PE No. 84943 Mfek USA, Inc. F7. Cert 6634 16023 SMagley Ridge Road, Chesterfield, 310 63017 Date: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. - D'esign 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 ANSIrrPl1 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, MO 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 2508 CR 3CAR BLK NO HS 147882634 2867055 PB1 VALLEY 4 1 _ Job Reference (optional) b1UllaerS rust5ource (mant uny, t-L), mant L:I[y, t-L - 83b6/�, 4.4 0 4-4-0 8.43U S Aug 16 ZU21 mi I eK InaustrleS, Inc. mon Sep 13 16:29:28 2u21 rage 1 _ -- ID:?lYDfltmYJlNmupVDA3te2z4H2Sr7buYRBt4kQgM4LwB-qD?iBYg_5HgO9glJBdHYye-j5 B-8-0 4.4-0 Scale = 1:17.3 4x4 = 3 4x4 = 2x4 II 4x4 = 4-4-0 8-8-0 , 4-4-0- 4-4-0- - — Plate Offsets (X,Y)-- [2:0-1-12,0-0-01, [4:0-1-12,0-0-01 LOADING (psf) SPACING- 2-0-0- CSI. DEFL. in ""(loc) 1/defl- Ud -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00' 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0. (lb) - Max Horz 1=-82(LC 10) Max Uplift All uplift 100 lb or less at joints) 5, 6 except 1=-128(LC 17), 2=-264(LC 12), 4=-264(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 2=319(LC 17), 4=302(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-133/259 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=7ft; Cat. 11; 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 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) Gable requires continuous bottom chord bearing. _ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - -will fit between the bottom chord and any other members. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 1=128,2=264,4=264. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 6. - - - - - - - - 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Andrelr3ohnson PE No.54943 Jh?ek USA, Inc. FL Cert 6634 16023SofngleyRidge Road, Chesterlle1d,31063017 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 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 2508 CR 3CAR BLK NO HS 147882635 2867055 PB2- VALLEY 2 1 Job Reference (optional) tiueoers r ingiouurce triant Uty, rL/, rlant filly, M - 50001, b.4JU s Aug 16 ZUZI MI I eK InauslneS, Inc. mon Sep 13 I6:z9:xv GUZI rage I ID:?1 YDfitmYJ1.NmupVDA3te2z4H2S-bnSwfXtiVjKa_Ew61YkEF05rkUdv7cwuYrZHp?yeJ4-- 4-0-0 4.4-0 40-8.0 8-8-0 4.0-0 0-4-0 -4-0 4-0-0 - — - - -Scale = 1-17.4 46 = 4x4 = 4-4-0 —4.4-0 - Plate Offsets (X Y)-- [2:0-1-12 0-0-01 (4.0-1-12 0-0.01 3 6 2x4 II 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 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB- 0.08 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC202OrFP]2014 Matrix-P Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0. (lb) - Max Horz 1=82(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 1=-128(LC 17), 2= 264(LC 12), 4=-264(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 2=319(LC 17), 4=302(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-133/259 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=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) 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) Gable requires continuous bottom chord bearing. _ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and -any other members. _ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 1=128, 2=264, 4=264. 8) Beveled -plate or shim required to provide full bearing surface with truss chord-at-joint(s)-2, 4,-6. - 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Andrew Johnson PE No. $4943 Mek USA, Inc FI. Cent 6634 16023 Swingley Ridge Road, Chesterfield, MO 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 MiTeklsl connectors. This design is based only upon parameters shown, and is for an Individual building component, note a truss stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ys 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 Duality 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 2508 CR 3CAR BLK NO HS 147882636 2867055, PB3 VALLEY 2 1 __ Job Reference (optional) ounuers rlrsrauurce triant City, FL), Plan[ City, rL - J3Sb/, 8.430 s Aug 16 2021 MI I ek mduslrles, !no. Mon Sep i 3 16:29:30 2021 rage 1 ID:?i YDfItmYJ1 NmupVDA3te2z4H2S-3z01stuKG1 SRbOUIIFFTncei v-uy2s2C2mVJgMRye-j3- 2-0-0 4-4-0 6-8-0 8-8.0 2-0-0 2-4-0 2-4-0 2-0-0 Scale = 1:16.6 - 3x4 = 3x8 I I 3x4 = 6.00 12 3 9 4 10 5 6 8 2x4 = 2x4 = 4-4-0 B-8-0 - 4.4-0 - 4.4-0 Plate Offsets (X,Y)-- [3:0-2-0,0-2-81,[5:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL: in (loc) Well] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.14 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC202OfTP]2014 Matrix-S Weight: 24Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0. (lb) - Max Horz 1=35(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 2 except 8=-142(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 2 except 8=283(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-199/367, 3-4=-192/367, 4-5=-192/367, 5-6=-192/370 BOT CHORD 2-8=-258/148, 6-8=-258/148 WEBS 4-8=-218/469 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=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 2-0-0, Exterior(2R) 2-0-0 to 6-0-0, Interior(1) 6-0-0 to 6-8-0, Exterior(2E) 6-8-0 to 8-4-1 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for -a live load of-20.Opsf on the bottom chord in all areas where a rectangle-3-6-0 tall by 2-0-0-wide - - will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 2 except Gt=lb) 8=142. - - - - 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 8. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Andress Johnson PE No.84943 1LTekUSA, Inc. FL Cert 6634 16023 Sminoey Ridge Road, Chesterfield, 310 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_withpossible 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 20601 Chesterfield, MO 63017 Symbols Numbering System General, Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x, y offsets are indicated., 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to FOIIOW Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For 1/ �� 0' G1-2 c2-' wide truss spacing, individual lateral braces themselves require bracing, Tor I 16' 4 may or alternative p WEBS c3 bracing should be considered. , m0 ,m ,, N 1 s tt 3. Never exceed the design loading shown and never O stack materials'on inadequately braced trusses. n U O a 4. Provide copies of this truss design to the building designer, erection supervisor, property,owner and { For 4 x 2 orientation, locate. I-__ I. I cz-s csa cs-s •all other interested parties. P lates 0 114- from outside BOTTOM CHORDS , 5. 'Cut members to bear tightly against each other. edge of truss. 8 7 6 5 ' 6. Place plates on each face of truss at each 'joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSIIrPI 1. required 'direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO, 7..Design'assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSIIrPI 1. " Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is the length parallel to slots. ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions indicated are minimum ;plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14..Bottom'chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed! unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by'others. 15.1Connections not shown are the responsibility of others. Indicates, location where bearings 16. Do not cut or alter truss member or plate without prior approval of an engineer. (supports) occur. Icons vary but �:6reaction section indicates joint © 2012 MiTek® All Rights Reserved g 17. Install and load vertically unless indicated otherwise. —'_ number where occur. bearings g Min size shown is for crushing only. 18. Use of green or treated lumber -may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing.' 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, 1 Quality Criteria. Guide to Good Practice for Handling, Installing &Bracing of Metal Pilate MiTek"21.TANSI/TPI he design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 or other loads other than those expressly stated.