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Home My WebLink AboutREVISION 11-2-18i I OFFICE USE ONLY: DATE FILED: b PERAUT # 1 b U a- V (!I q REVISION FEE: RECEIPT # 1 4L4 9 -! 0 PLANNING , & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION RECEIVED 2300 VIRGINIA AVENUE �� FORT PIERCE, FL 34982.5652 (772) 462-1553 ti 0 V U 1 2018 St ttoriPCarnIl� ' ST. LucleCounty, Permitting APPLICATION FOR BUILDING PERMIT REVISIO --"" PROJECT INFORMATION LOCATION/SITEI ADDRESS: 2-70/ i3,ewr Qi/l e- I)k- c_ )!�7— pi 4PiC DETAILED DESCRIPTION OF PROJECT REVISIONS: %Le V i f-e j j /-.c.SS nD e. ata I -r p-t LD CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: C13C051145 BUSINESS NAME: GHO Homes QUALIFIERS NAME: William Handler ADDRESS: 590 NW Mercantile Place CITY: Port St Lucie PHONE (DAYTIME): 772-873-1711 STATE'-6 FL OWNER/BUILDER INFORMATION: TAME: GHO Homes ADDRESS: 590 NW Mercantile Place CITY: Port St Lucie PHONE (DAYTIME: 772-873-1711 ARCHITECT/ENGINEER INFORMATION: NAME: Nuelle Engineering 'ATE: FL ST. LUCIE CO CERT. #: FAX: FAX: ZIP • 34986 561-689-0909 _ ZIP: 34986 561-689-0909 ADDRESS: 11634 SW Rowena St CITY: Port St Lucie STATE: FL ZIP: 34987 PHONE (DAYTIME): 561-629-6975 FAX: In SLCCC: 9123109 COPY Revised 0616/30/1/17 FILE F1-o'PY MiTeke RE: 1504843-GHO-98MW MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: GHO HOMES Project Name: 'i1504843-GHO-98MW Lot/Block: 98 Model: Address: 2701 BENT PINE DRIVE Subdivision: City: FORT PIECE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 74 individual, dated 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 No. Seal# Truss Name Date 1 T14927885 a01 g 8/26/18 26 T14927910 b01 g 8/26/18 2 T14927886 a02 8/26/18. 27 T14927911 b02 8/26/18 3 T14927887 a03 8/26/18 28 T14927912 b03 8/26/18 4 T14927888 a04 8/26/18 29 T14927913 b04 8/26/18 5 T14927889 a05 8/26/18 30 T14927914 b059 8/26/18 6 T14927890 a06 8/26/18 31 T14927915 c01 g 8/26/18 7 T14927891 a07 8/26/18 32 T14927916 c03 8/26/18 8 T14927892 a08 8/26/18 33 T14927917 c03ge 8/26/18 9 T14927893 a09 8/26/18 34 T14927918 Cl 8/26/18 10 T14927894 af0 8/26/18 35 T14927919 cl3 8/26/18 11 T14927895 all 8/26/18 36 T14927920 ci3a 8/26/18 12 T14927896 a12 8/26/18 37 T14927921 c13b 8/26/18 13 T14927897 a13 8/26/18 38 T14927922 d'01 8/26/18 14 T14927898 a14 8/26/18 39 T14927923 d02 8/26/18 15 T14927899 a15 8/26/18 40 T14927924 d03 8/26/18 16 T14927900 a16 8/26/18 41 T14927925 d03a 8/26/18 17 T14927901 a17 8/26/18 42 T14927926 d04ge 8/26/18 18 T14927902 a18 8/26/18 43 T14927927 e01 8/26/18 19 T14927903 a19 8/26/18 4',4 T14927928 e02 8/26/18 20 T14927904 a20 8/26/18 45 T14927929 e03 8/26/18 21 T14927905 a21 8/26/18 46 T14927930 e04g 8/26/18 22 T14927906 a22 8/26/18 47 T14927931 e05 8/26/18 23 T14927907 a23 8/26/18 48 T14927932 e06 8/26/18 24 T14927908 a24 8/26/18 49 T14927933 e07 8/26/18 25 T14927909 a25 8/26/18 50 T14927934 e08g 8/26/18 , The truss drawing(s) referenced above have been prepared by MiTek based on the parameters provided ved by Builders FirstSource - Plant City. 000`%, Truss Design Engineer's Name: Albani, Thomas o. G E 9 •�� S • My license renewal date for the state of Florida is February 28, 2019. �� , '•. ♦o� Florida COA:6634 N o 9 3 0 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs based are upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were '. S T E O 4U given to MiTek. Any project specific information included is for MiTek customers file reference only, and was taken into %C+� •• ,p purpose not account in the preparation of these designs. MiTek has independently ♦♦ �'•.; O R O .•••N not verified the applicability of the design ♦♦ tS • • 00 '♦i E��`� parameters or the designs for any particular building. Before use, the building designer should verify design SOON A1. applicability of parameters and properly incorporate these designs into the overall building design per I/TPI 1, Chapter 2. Thomas A. Albanl PE No•39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 August 26,2018 no / 1 of 2 Albani, Thomas GV RE: 1504843-GHO-98MW - Site Information: Project Customer: GHO HOMES Project Name: 1504843-GHO-98MW Lot/Block: 98 Subdivision: Address: 2701 BENT PINE DRIVE City, County: FORT PIECE State: FL No. Seal# Truss Name Date 51 T14927935 e2 8/26/18 52 T14927936 e5 8/26/18 53 T14927937 el5a 8/26/18 54 T14927938 e17 8/26/18 55 T14927939 ei7g 8/26/18 56 T14927940 e18 8/26/18 57 T14927941 el8gg 8/26/18 58 T14927942 e148 8/26/18 59 T14927943 e148a 8/26/16 60 T14927944 e148b 8/26/18 61 T14927945 eJ48c 8/26/18 62 T14927946 fg04 8/26/18 63 T14927947 gg01 g 8/26/18 64 T14927948 fi01 ge 8/26/18 65 T14927949 h02 8/26/18 66 T14927950 h03 8/26/18 67 T14927951 h04 8/26/18 68 T14927952 h05 8/26/18 69 T14927953 hj5 8/26/18 70 T14927954 hJj7a 8/26/18 71 T14927955 mv2 8/26/18 72 T14927956 mv2a 8/26/18 73 T14927957 mv2b 8/26/18 74 T14927958 mv2d 8/26/18 2of2 Job Truss Truss Type City Ply T14927685 1504843-GHO.98MW A01G ROOF SPECIAL GIRDER 1 1 . o tional Job Reference Builders FirstSburce, Fort Piece, FL 34945 4-3.6 12-10-8 8.220 s May 24 2018 M1Tek Industries, Inc. Sat Aug 25 15:40:50 2018 Page 1 4-10-14 Scale=1:37.8 8x10 = 5x8 = 2x4 II 4x6 = 3x6 = Sx6 = 2x4 11 2 15 16 17 3 18 19 204 21 5 22 6 23 24 7 17-5-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.14 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.20 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO - WB 1.00 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MS Weight: 175lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 5-11-7 oc bracing. 1-14,7-8: 2x6 SP No.2, 3-13,3-10,6-10,7-9: 2x4 SP No.2 REACTIONS. (lb/size) 14=1939/Mechanical, 8=2222/Mechanical Max Horz 14=178(LC 21) Max Uplift 14— 865(LC 4), 8=-914(LC 5) II Max Grav 14=2052(LC 29), 8=2341(LC 28) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1891/870, 3-4=-3692/1579, 4-6=-3692/1579, 6-7=-2622/1096, 7-8=-2073/843 BOT CHORD 13-14= 836/1825, 12-13=-1495/3320, 10-12=-1495/3320, 9-1 0=11 07212602 WEBS 2-13= 580/1387, 3-13— 1853/818, 3-12=-143/363, 3-10— 86/483, 4-10= 338/2011 6-1 O= 617/1387, 6-9= 1154/544, 7-9=-124713149, 2-14=-2507/1079 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf;'BCDL=3.Opsf; h=16fh B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 865 Ib uplift at joint 14 and 914 Ib uplift at joint 8. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238 Ib down and 108 Ib up at 5-5-0, 135 Ib down and 116 Ib up at 7-5-0, 161 Ib down and 139 Ib up at 9-5-0, 134 Ib down and 112 Ib up at 10-6-12, 71 Ib down and 48 Ib up at 12-6-12, 71 Ib down and 48 Ib up at 14-6-12, 71 Ib down and 48 Ib up at 16-6-12, and 71 Ib down and 48 Ib up at 18-6-12, and 71 Ib down and 48 Ib up at 20-6-12 on top chord, and 167 lb down and 77 Ib up at 1-7-4, 167 Ib down and 77 Ib up at 3-5-12, 14 Ib down and 58 Ib up at 5-5-0, 54 Ib down and 66 Ib up at 7-5-0, 71 Ib down and 60 Ib up at 9-5-0, 356 Ib down and 130 Ib up at 10-6-12, 276 Ib down and 117 Ib up at 12-6-12, 276 lb down and 117 Ib up at 14-6-12, 276 Ib down and 117 Ib up at 16-6-12, and 276 Ib down and 117 Ib up at 18-6-12, and 276 Ib down and 117 lb up at 20-6-12 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 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/0 MIS BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, seeANS&VIf Qua/ByCrBenh, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety lnfoanaBonavdIabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type r. Oty, Ply T14927885 1504843-GHO-98MW A01G ROOF SPECIAL GIRDER 1 1 Job Reference (optional) dullders FirstSource, Fort Niece, FL 34945 tf.zzu s may z4 zvl tj MI 1 eK mausmes, Inc. Aai Aug zb 7 b:4u:51 zui u rage z 1 D:FOzOEfHnMV NaUwbMujnL80yhM15-57b86F44m 187rymVAGUOA28RblolnNwECOVsglykGCg LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7=-70, 8-14=-20 Concentrated Loads (lb) Vert: 13=-152(F) 15— 136(F) 17=-37(F) 18=-69(F) 19=-43(F) 25=-152(F) 26=32(F) 28— 20(F)29= 339(F) 30=-254(F) 31=-254(F) 32=-254(F) 33_ 254(F) 34=-254(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMH-7473 rev. 10MM015 BEFORE USE Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for on Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MBTeW 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, seeANSM11 CDaley Crlfeda, DSB-49 and BCS1 Building Component 6904 Parke East Blvd. Safety lntonnotlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA22314. Tama, FL 33610 Job Truss Truss Type , Qty Ply T14927886 1504843-GHO-98MW A02 ROOF SPECIAL 1 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat ID:FOzOEfHnMVNaUwbMujnL80yhM15-ZJ9W Kb5iXKG_S5Lhk_7Fj 11 -0 6.2-8 11-6-0 - 14-1-12 16-9-8 2 1-4-0 4-10-8 5-3-8 2-7-12 2-7-12 5 6x8 = 7x10 = 6.00 F-12 2 3 12 5x6 10` 25 15.40:522018 Pagel hCaWsbNR2FPMCykGCf Scale=1:40.0 4x6 = 3x4 2x4 11 3x4 = 5x8 = 3x4 11 ' 1-4-0 ' 4-10-8 1 7-11-4 8-2-12 Plate Offsets (X,Y)-- f1:0-3-5,0-2-81, 12:0-4-0,0-1-151, 13:0-5-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.10 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64. Vert(CT) -0.21 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight:141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 2-3,3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=994/Mechanical, 5=994/Mechanicai Max Horz 9=331(LC 7) Max Uplift 9=-328(LC 9), 5=-360(LC 5) Max Grav 9=994(LC 17), 5=994(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9= 940/341, 1-2=-1165/440, 2-3=-1195/520, 3-4=-1192/517, 4-5=-919/376 BOT CHORD 8-9=-346/258, 6-8=-473/972 WEBS 1-8— 235/892, 3-6= 660/347, 2-6= 133/353, 4-6=-517/1344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 9 and 360 lb uplift at joint 5. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Data: August 26,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10,71"015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and 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, seeANSMIi CualByCiBado, DSB-89 and BCSI BuGdhW Componanf 6904 Parke East Blvd. Safely InfonnaHarravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , city Ply T14927887 1504843-GHO-98MW A03 HALF HIP 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 1 8.220 s May 24 2018 IMI r ek Industries, Inc. oar r,uy eD 10:yv.D0 cD rD rage, r ID:FOzOEfHnMVNaUwbMujnL80yhM15-1VjuXx6KHeOr4FwulhXUFTDeB5agFMOXgi yueykGCe 7-8-0 15-0-4 22-4-8 7-8-0 7-4-4 7-4-4 Sx8 = Scale = 1:41.3 5x6 = 3x6 = 10 9 3x4 = ST1.5x8 STP = 4x6 = 5x6 = 3x4 I I 3x4 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 0.86 Vert(LL) -0.07 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.15 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 139lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 2-6 WEBS 2x4 SP No.3 `Except* 1-9: 2x6 SP No.2 REACTIONS. (lb/size) 5=990/Mechanical, 9=990/0-7-14 Max Horz 9=208(LC 9) Max Uplift 5=-368(LC 9), 9=-299(LC 9) Max Grav 5=1016(LC 13), 9=1033(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1191/372, 2-3= 952/368, 3-4=-938/360, 4-5= 921/385, 1-9=-962/321 BOT CHORD 8-9=-294/293, 6-8= 403/1000 WEBS 3-6=-573/296, 4-6=-441/1142, 1-8=-145/771 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16fh B=60ft; L=449fh eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 5 and 299 lb uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mnek® 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 MiTeIC 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. seeANS14pl1 QaaiByCrBerlo, DSO-69 and SCSI Building Component 6904 Parke East Blvd. Safety /nformatfonovallabie from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type ' Oty Ply T14927888 1504843-GHO-98MW A04 HALF HIP 1 1 Job Reference (optional) C..1 Arrn nG -AA -CA Or11G Dann 1 Builders FirstSource, Fort Piece, FL 34945 8.220 s May cy cv r o rva r GA ,-- —..,a A-0 ID:FOzOEfHnMVNaUwbMuinLBOyhMl5-VhGHiH7y2yW hiPV4sO2joglot 9-7-4 2-0-12 4-11-6 14-7-14' 16-4-4 16-4-4 5x8 = 13 2x4 11 3x8 = ST1.Sx8 STP= I 3x4 = 3x4 = 3x8 = 3x4 11 5xB = 9-7-4 1 15-11-8 22-3-12 9-7-4 6-4-4 6-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) -0.18 10-11 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.37 10-11 >720 180 BOLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` 2-11: 2x6 SP No.2 BOT CHORD WEBS REACTIONS. (lb/size) 7=975/Mechanical, 11=1216/0-7-4 Max Harz 11=436(LC 7) i Max Uplift 7=-368(LC 5), 11=-401(LC 9) Max Grav 7=1044(LC 13), 11=1222(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1065/433, 4-5=-744/396, 5-6— 744/396, 6-7=-926/372, 11 -1 2=-399/202, 2-12=-393/203 BOT CHORD 10-11= 512/961, 8-10= 438/919 WEBS 4-10=-32/287, 4-8=-255/92, 5-8=-504/276, 6-8=-399/1051, 3-11=-1091/337 Scale=1:47.4 PLATES GRIP MT20 244/190 Weight: 150lb FT=20% Structural wood sheathing directly applied, except end verticals. Except: 6-0-0 oc bracing: 11-12 Rigid ceiling directly applied. 1 Row at midpt 4-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.opsf; BCDL=3.Opsf; h=16111; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) Refer to girder(s) for truss to truss connections. 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 368 lb uplift at joint 7 and 401 lb uplift at joint 11. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE Design valid for use only with MITek6 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, seeANSUIPII Cua19y C19ada, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety hifolmotiotlavailable from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14927889 1504843-GHO-98MW A05 HALF HIP 1 1 Job Reference (optional) Ounaers rtrstaource, MR rrece, rL y, D ,-2-0-12 �nMV NaUwbMujnL80yhM15-zu 16-4-8 21-3 4-11-4 �4-11 5x8 = 2x4 11 6.00 FIT 4 17 5 3x4 = 3x6 = 6 7 ST1.5x8 STP = 3x4 = 3x4 = 3x8 = 3x4 I 3x6 = 3x4 = Scale=1:53.8 5106 11'-5-4 16.4-8 21-3-12 22-3-12 5-10-6 5-6-14 4-11-4 4-11-4 1-0-0 Plate Offsets (X Y)-- f3:0-2-80-3-01 f4:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.04 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.08 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) -0.08 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 177lb FT=20°o LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except' 6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` BOT CHORD 2-15: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 8=976/Mechanical, 15=1210/0-7-4 Max Horz 15=439(LC 5) I Max Uplift 8= 373(LC 5), 15=-392(LC 9) Max Gray 8=1056(LC 13), 15=1222(LC 13) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when sH .Own. TOP CHORD 2-3=-1170/403, 3-4=-977/415, 4-5=-628/363, 5-6=-628/363, 7-8=-812/441, 15-16=-1164/406, 2-16=-1162/407 BOT CHORD 14-15=-420/213, 13-14=-468/1056, 11-13=-366/828, 6-9=-866/415 WEBS 4-13= 86/352, 7-9= 3557746, 2-14=-218/958, 5-11=-381/196, 4-11=-367/145, 6-11= 315/872, 3-13= 299/189 Structural wood sheathing directly applied, except end verticals. Except: 6-0-0 oc bracing: 15-16 Rigid ceiling directly applied. 1 Row at midpt 4-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft; L=449fh eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 15 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 373 lb uplift at joint 8 and 392 lb uplift at joint 15. 9) 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. Thomas A. Albani PE No.39380 MHTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/032015 BEFORE USE Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOTeW 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, seeAA1S&7P11 Qua/By World, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nformallorlavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927890 1504843-GHO-98MW A06 ROOF SPECIAL 1 1 Job Reference (optional) 11ulloerS mrsisource, rOR VIeCe, M J4V4b 0.L u 3Ividy 44 4V 10 1V11I CA II Iuu-1 I—, II IV. OGI l U — I V. _V —Io rabc 1 I D:ACzXF5ZNyEa_pN09dnkZfEyGOD2-R4019z8DaZmPxjfTzp4Bt5rARJbkSi FzMgDcVzykGCb 13-0-0 -2.0-0 5-6-15 10-1-6 1Y-4-10 2o-4.0 27-B-0 30-2-0 33-4-0 i 3&3.4 39-6-12 240 4-6-7 1-3-4 1.7.6 7.4-0 7-4-0 2.6-0 3-2-0 4.11.4 6x8 -6X8 _ 6.00 12 5 6 35 4x6i 4� Sx6 i 3 c{ c� 2 o �1 31 3x6 = 4x6 = 30ea el 25 24 ST1.5x8 STP = 2x4 11 3x8 = 5x8 = 6x8 = 6x8 = 11-10.10 11.4.10 10-8-0 0.0.10 1-1-6 7x10 = 7 8 5x8 � 2x4 11 9 5x6 = 10 17 23 22 38 21 2019 3x6 = 5x8 = 3x6 3x4 = 2x4 11 6x8 = Scale=1:79.4 6x8 = 3x6 = 11 12 v o� 13 D i4 2x4 11 N 16 15 5x8 I I 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.13 19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.561 Vert(CT) -0.26 21-23 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74, Horz(CT) 0.08 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 295lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied. 6-7,7-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 18-20 4-30,9-20: 2x4 SP No.3, 5-24: 2x8 SP 240OF 2.0E 10-0-0 oc bracing: 28-30, 24-26 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 6-23, 8-23, 5-27, 6-24 10-17,11-16: 2x4 SP M 31 OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 13=1059/0-3-8, 27=2698/0-8-0 Max Harz 27=276(LC 7) Max Uplift 13=-302(LC 9), 27=-101 O(LC 9) Max Grav 13=1176(LC 18), 27=2698(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-527/927, 3-4-753/1645, 4-5=-696/1572, 5-6=-444/743, 6-7=-931/234, 7-8=-930/234, 8-9-1755/539, 9-10= 1822/477. 10-11=-1972/521,'11-12=-1286/377, 12-13=-11321300 1 BOT CHORD 2-31=-748/623, 27-28-1443/970, 26-27=-1168/661, 24-26-205/934, 5-26=-557/1510, 23-24=-673/526, 21-23=-184/1146, 17-18=-487/2013, 16-17=-128/,499 WEBS 3-31-266/321, 28-31_ 688/545, 3-28=-725/386, 6-23-613/1647, 7-23= 623/320, 8-23= 467/200, 8-21=-360/109, 18-21-163/1164, 8-1 8=-337/1071 i 10-18=-565/214, 10-17=-772/233, 4-27— 272/112, 5-27-2045/762, 11-14=-925/3011 12-14= 432/1543, 11-17=-402/1707,6-24=-1441/583 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Ops1; h=16ft; B=60ft; L=449ft; eave=46fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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 truss to bearing plate capable of withstanding 302 lb uplift at joint 13 and 1010 lb uplift at joint 27. Thomas A. Albani PE No.39380 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 Wok USA, Inc. FL Cert 6634 sheetrock be applied directly to the bottom chord. 6904 Parke EastBivd. Tampa FL 33610 Date: August 26,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1--7473 rev, laVX2015 BEFORE USE R Design valid for use only with MITek9 connectors. This design B based only upon parameters shown. and is for an Individual building component- noT a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing (VtiTeV 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, seeANS/71P/I Qua/ByCdfeft DSB-89 and SCSI BuOd/ng Component 6904 Parke East Blvd. Safety lntolmanonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 lob Truss Truss Type Oty PIY , T14927891 504843-GHO-98MW A07 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 i 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15A0:58 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-OTW naeAT6A07AOor5E6fyW wXj6CbwbFGp_ijarykGCZ 0 of •2-0-0 5-6.15 10-1.6 1 -4-1 14.1%o 20-4.0 25-10-0 30-2-0 31.6• 34-11-19 sa•b4 2.0-0 5-6-15 4-6.7 1-3.4 3-5-6 5-6-0 5-6-0 4-4-0 1-0-0 33-14 4-6.14 6.00 F12 Sx8 = 7 Sx12 4x6 i 3x6 i 6 5 4 3x4 i 3 2x4 II 6x8 = 8 38 9 2x4 II 5x6 = 2x4 11 10 i1 12 4x6 = 3x4 11 1314 m co 15I �® 19 18 0 0 39 32 0 27 26 25 24 23 22 21 5x8 = 17 3x4 11 34 33 28 1 4x6 = ST1.5x8 STP= 4x6 = 3x6 5x8 = = 4x6 = 2x4 I I 3x6 I I 3x6 _ 6x 8 = 6x12 MT20HS = 2x4 11 3x6 = 3x4 I 5x12 = 6x8 = 11-10-10 11-4-10 10-8.0 31.6-0 5-6-15 10-1.6 1 7 14-10-0 20-4-0 25-10-0 30-2-0 - 0 34-11-14 39-6.12 5-6-15 4-6-7 0 0 2-11-6 5-60 5-6-0 4-0.0 0• 0 3-5-14 4-6-14 0-0-10 I 0-10-0 Scale = 1:83A 0 N Plate Offsets (X Y) f7:0 6 0 0 2 81 (9:0 6 0 0-2-81 120:0-2-8 0-2-121 f29:0-1-8 Ed(jel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.68 Vert(LL) 0.09 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.17 19-20 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.04 15 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight:3041b FT=20°b 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* Except: 5-33,10-22: 2x4 SP No.3, 6-27: 2x6 SP No.2 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied. Except: 13-18: 2x4 SP No.2 6-0-0 oc bracing: 27-29 OTHERS 2x4 SP No.3 10-0-0 oc bracing: 31-33, 20-22 WEBS 1 Row at micipt 7-26, 9-25, 6-30 REACTIONS. (lb/size) 15=1044/0-3-8, 30=2700/0-8-0 Max Horz 30=422(LC 7) Max Uplift 15=-302(LC 9), 30= 1014(LC 9) Max Gram 15=1155(LC 18), 30=2700(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sfiown. TOP CHORD 2-3— 526/921, 3-5= 717/1584, 5-6=-707/1625, 6-7= 339/365, 7-8=-742/242, 8-9= 742/242, 9-10= 1799/595, 10-11=-1750/486, 11-12=-1183/379, 12-13=-1183/379, 13-16=-610/173,14-15=-452/143 1 BOT CHORD 2-34=-745/622, 30-31= 1369/932, 29-30= 1069/718, 26-27=-9661664, 25-26= 316/520, 23-25= 195/980, 10-20=-298/170, 19-20= 324/1702, 18-19=-111/272 WEBS 3-34= 249/304, 31-34=-667/526, 3-31=-685/365, 7-26=-1327/517,,7-25=-446/1196, 8-25=-437/220, 9-25=-540/225, 20-23=-186/932, 9-20=-367/1058, 11-20=-356/171, 5-30— 373/200, 6-30=-2179/867, 12-19=-325/157, 13-19=-326/1309, 11-19=-750/155, 6-26=-592/1654 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=601t; L=449ft eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 15 and 1014 lb uplift at joint 30. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 8904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII-7473 rev. 10/0312015 BEFORE USE �� Design valid for use only with MiTek® connectors. Thts design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verily the applicability of design parameters and 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 wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPII CaaMy Ci9eila, DSB-69 and BCSi BaGding Component 6904 Parke East Blvd. safety infoanatlonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927892 1504843-GHO-98MW A08 ROOF SPECIAL 1 1 1 Job Reference (optional) t3utt0ers Virsibource, Von Mece, t-L J4V40 of 2 4.6.7 1-3-4 5-7-6 6.00 F12 4x6 i 5x12 i 3x6 6 5 3x4 4 3 .— —ray a_pNQ9dnkZfEyGOD2-KreY? KBj eoGrQKy 29-0-0 0.8- 33-4-0 -11- 39.6-12 5-8-0 -4- 2.8-0 1-7-8 4-7-4 8x10 11 5x6 = 7 8 5x6 = 9 35 5x6 = 4x6 = 5x6 = 3x4 11 11 1213 t 18 17 31 30 29 27 241' 23 36 22 215x8 = 5x8 = 3x4 II 16 25 3x6 — 4x6 = ST1.5x8STP= 1 4x6 = 5x8 = 2x4 II 3x6 II 2x4 114x6 = , 5x12 = 3x4 I 6x8 = I 11.10-10 11.4.10 10-8-0 5-615 10-1-6 IQ-7r6 17-0-0 i 23-8-0 29-0-0 $0-8-Q 33-0.0_ V-11-6 39.6-12 5-6-15 4-6-7 0.6- 5-1-6 6-a-0 5-8-0 1-4-0 2..1-7-8 4-7.4 0-0-10 0.8-10 Scale=1:91.8 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70- Vert(LL) 0.09 20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80, Vert(CT) -0.18 18-19 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.781 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 299lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` 5-30: 2x4 SP No.3, 6-24: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 12-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 i WEBS REACTIONS. (lb/size) 14=1049/0-3-8, 27=2703/0-8-0 Max Horz 27=477(LC 7) Max Uplift 14=-300(LC 9), 27= 1013(LC 9) Max Gram 14=1145(LC 18), 27=2703(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 526/921, 3-5= 717/1584, 5-6= 707/1626, 6-7= 422/114, 7-8= 789/341, 8-9=-1761/631, 9-10= 1447/445, 10-11=-1229/428, 11-12=-1049/346, 12-15=-627/171, 13-14=-433/143 BOT CHORD 2-31=-745/622, 27-28=-1369/933, 26-27=-1049/716, 23-24=-934/659, 22-23=122/456, 18-19= 239/1110, 17-18= 110/261 WEBS 3-31— 249/304, 28-31=-666/524, 3-28=-686/365, 7-23— 1059/429,'7-22=-336/883, 8-22=-669/310, 19-22=-152/765, 9-19= 1093/453, 11-18=-730/278, 5-27=-365/200, 6-27= 2207/875, 8-19= 441/1154, 10-19= 86/545, 12-18— 291/1202, 6-23=-535/1559 Structural wood sheathing directly applied, except end verticals. Except: 10-0-0 oc bracing: 15-17 Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 28-30, 24-26 1 Row at midpt 7-23, 8-22, 6-27 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=soft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 14 and 1013 lb uplift at joint 27. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI KEX REFERANCE PAGEM11-7473 rev. 10M3,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the over,, building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QealllyCdlefAv, DS8•89 and SCSI Bu9ding Component 6904 Parke East Blvd. Safety Infen"aHonav,labie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1504843-GHO-98MW IA09 ROOF SPECIAL city Ply 1 1 T14927893 0urce, Fort Piece, FL 34945 -2-0-0 5-6-15 10-1-6 1 -4-10 1l9-0.0 6,220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 1 I D:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-GEIIQDDzAPXZfe6cK4Bb7M5D9 21-8-0 27.4-0 30-2-0 31.4- 36.11-8 39-6-12 2-0-0 5-6-15 4-6-7 -3- 7-7-6 2.6-0 5-8.0 2-10-0 1-2- 5-7.8 5x8 = 5x6 = 6.00 Fl2 7 8 2x4 11 5x12 = 5x6 = 6x8 = 4x6 i 5x12 i g 1011 3x4 11 3x6 7�- 6 5x6 = 5 3x4 4 12 1314 r 3 � 15 w 1 m 2 0 0 1 19 18 0 322830 27 38 24 39 4021 41 17 34 4x6 = 33 ST1.5x8 STP = 26 25 23 22 3x4 = 3x6 = 3x6 = 3x4 = 2x4 11 5x8 = 3x4 = 3x6 = 2x4 11 3x4 11 _ 3x8 — 5x12 = 4x10 MT20HS = 46 = 5x12 = 6X8o-s0 11-4-10 10-8-0 308-0 5.6-15 10-1-6 1 7 6 19-0-0 21-8-0 27-4-0 i 30-2-0 36-11-B 31-6-12 5-615 4-6-7 i 7-1.6 2-8-0 5-8-063-8 2-7, 0-0-10 0-8-10 :02 2018 Pagel Scale: 1/8'=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.08 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.18 19-20 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.04 15 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 314lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 5-33,10-22: 2x4 SP No.3, 6-27: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 13-18: 2x4 SP No.2 OTHERS 2x4 SP No.3 I WEBS REACTIONS. (lb/size) 15=1044/0-3-8, 30=2700/0-8-0 Max Harz 30=496(LC 7) Max Uplift 15=-301(1_C 9), 30= 1015(LC 9) Max Grav 15=1155(LC 14), 30=2700(LC 1) j FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-525/921, 3-5=-718/1585, 5-6=-709/1645, 6-7= 616/220, 7-8= 619/319, 8-9= 740/295, 9-10=-1228/407, 10-11=-1234/407, 11-12= 1226/454, 12-13=-955/290, 13-14=-281/99,13-16= 540/120,14-15=-547/159 BOT CHORD 2-34_ 744/621, 30-31= 1374/936, 29-30= 1045/696, 26-27=-901/638, 25-26— 93/485, 23-25=-156/1108, 19-20=-166/1136, 18-19=-77/298, 15-16=-43/253 WEBS 3-34=-249/304, 31-34=-661/521, 3-31— 689/365, 7-26=-833/332, 7-25=-261/768, 9-25— 874/357, 9-23— 305/85, 20-23=-138/1257, 9-20=-55/257, 12-19= 988/398, 5-30= 321/191, 6-30=-2237/884, 11-20=-45/346, 11-19= 295/64, 13-19=-332/1342, 6-26= 496/1491 Structural wood sheathing directly applied, except end verticals. Except: 10-0-0 oc bracing: 16-18 Rigid ceiling directly applied. Except: 6-0-0 oc bracing: 20-22 10-0-0 oc bracing: 31-33, 27-29 1 Row at midpt 7-26, 8-25, 9-25, 6-30 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60fh L=449ft eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 15 and 1015 lb uplift at joint 30. 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. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 101032015 BEFORE USE, �' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent 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 wilh possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII Qualify C1Barla, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety infonnaHoriavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' city Ply T14927894 1504843-GHO-98MW A10 ROOF SPECIAL 1 1 Job Reference (optional) S t o 1541.032018 Pa e 1 M Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 N, ek In us rles, nc. a u g g I D:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-kQJgdM EcxjfQHohptnigfadNo7xSbp2?zFPUF3ykGCU 5-6-15 10.1.6 11.4- 0 15.10-5 20-4-0 25-4-0 29-4-0 34-1-12 38.11.8 3 •8 0 2-0-0 5-6-15 4-6.7 •3- 4-5-11 4-5.11 5-0-0 4-1, 4-9-12 4-9-12 0-8-8 5x6 = 6.00 F12 2 Scale=1:98.6 L4 40 16 + 4x6 = ST1.5x8 STP= 5x8 = _ 3x6 3x4 = 2x4 II 3x6 — 2x4 113x4 II axe 4x6 = 5x12 1= 1 �$W 10-8-0 5.6-15 10-1-6 1 7 s 20-4-0 zs-0-o z9-0-o 34•t-iz 3s-6-o 5-6-75 4-6-7 6- &5-6 SO-0 4-0-0 4-9-12 S6-0 0-0-10 0-8-10 0-6-0 Plate Offsets (X Y) i9.0 3 0 0 2 0) (19.0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.721 Vert(LL) -0.22 14-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.36 14-16 >955 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 277lb 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: 5-23: 2x4 SP No.3, 6-17: 2x6 SP No.2 10-0-0 oc bracing: 21-23, 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16, B-16, 6-20 REACTIONS. (lb/size) 12=1029/Mechanical, 20=2700/0-8-0 Max Horz 20=542(LC 7) Max Uplift 12=-308(LC 9), 20=-1018(LC 9) Max Grav 12=1163(LC 14), 20=2700(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-525/920, 3-5=-718/1585, 5-6= 711/1655, 6-7= 747/272, 7-8= 651/290, 8-9— 987/409, 9-10=-1153/410, 10-11= 1167/370, 11-12= 1100/323 BOT CHORD 2-24— 743/621, 20-21= 1377/938, 19-20� 1043i713, 16-17=-881/651, 14-16=-126/927, 13-14=-127/930 WEBS 3-24=-249/303, 21-24=658/519, 3-21= 691/366, 6-16= 470/1474; 7-16=-253/213, 8-16= 811/372, 10-13=-362/107, 11-13=-181/951, 5-20=-288/187, 6-20= 2253/907 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDt--3.Opsf; h=16ft B=60ft L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 12 and 1018 lb uplift at joint 20. 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. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING -verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. l aVZ2015 BEFORE USE � Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use. the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOTek7 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, seeANS1flPli QualityCdlodd, DSB-419and BCSI Building Component 6904 Parke East Blvd. Safety rntormallonavoilabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I ' Qty Ply T74927895 1504843-GHO-98MW All ROOF SPECIAL , 1 1 o tional Job Reference Builders FirstSource, Fort Piece, FL 34945 8.22o s may z4 zo18 net I etc industries, inc. Sar Aug 25 i 5:41:05 2018 rage i I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-gpRR22FsTKvBW 5rB?Ckl k?jiixac3oKIQZubKxykGCS -2-0-0 5-6-15 10.1.6 1 -4- 0 15.10.5 20-4.0 23-4-0 27-4-0 32-11-3 35-8-12 38-6.5 44-8-0 6-8-0 2-0-0 5-6-15 4-6-7 -3 4-5-11 4=5-11 3-0-0 4-0-0 5-7-3 2.9.9 2-9-9 6-1-11 2.0.0 5x6 = 6.00 12 5x6 = 8 5x6 = 4 II 2x4 11 1 12 Scale=1:105.0 24 23 ---- 18, - 16 - 15 1U _ 4x6 — 4x6 — 4x6 = ST1.5x8 STP — 5x8 = 3x8 = 3x6 = 2x4 11 3x4 11 4x6 = 3x6 I I 5x121 � 0-10 5.8-15 10-1-6 1 7 6 15-10-5 20.4.0 23-4-0 27-4-0 35-&12 2& 5 44-B-0 5.6.15 4-6-7 0' F. 3-11-11 4-5.11 3-0-0 4.0.0 8-4-126-1.11 0-0-10 0-8-10 0-so Plate Offsets (X Y)-- i9:0-4-0 0-2-81 i10:0-4-0 Edqel 116:0-4-0 0-3-01 119:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82' Vert(LL) 0.15 13-33 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.35 13-33 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62' Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 293 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 5-23: 2x4 SP No.3, 6-17: 2x6 SP No.2 10-0-0 oc bracing: 21-23, 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-16, 7-16, 10-15, 6-20, 8-16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=2888/0-8-0, 11=1453/0-8-0 Max Horz 20=493(LC 7) Max Uplift 20— 1070(LC 9), 11=-550(LC 9) Max Grav 20=2888(LC 1), 11=1601(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-525/920, 3-5— 718/1585, 5-6=-711/1652, 6-7=-938/335, 7-8=-783/360, 8-9=-1277/521, 9-10= 1515/500, 10-11= 2479/680 1 BOT CHORD 2-24= 744/621, 20-21— 1377/937, 19-20=-1025/782, 16-17=-861/719, 15-16=0/992, 13-15= 368/2081, 11-13=-367/2082 WEBS 3-24= 249/304, 21-24=-661/519, 3-21= 691/366, 6-16=-515/1636, 7-16=-177/393, 8-15— 221/609, 10-15=-1111/460, 10-13=0/380, 6-20= 2417/975, 5-20= 286/187, 8-16— 1091/424 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft L=449ft; eave=46fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1070 lb uplift at joint 20 and 550 lb uplift at joint 11. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addllonat temporary and permanent bracing MiTeW 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, seeANSIM11 QualityClBeda, DSB-69 and BCSI Bul(ding Component 6904 Parke East Blvd. Saiotylniolmaiionavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Oty PIY T14927896 1504843-GHO-98MW Al2 ROOF SPECIAL 1 1 Job Reference (optional) w nnio AAIT..L rnn Cof Au 9r. 1C.-d1-nR 9MR Pnnn 1 euilaers rrrstauurce, rm r I—, 1 I D:ACzXF5ZNyEa_pNO9dnkZfEyGOD2-9?7pGNGUEe1 ?BFOOZwFXHCFxaL_NoAYRfDeSsOykGC R -2-0-0 5-6-15 10.1-6 1 -4-10 15-10.5 1 20.4.0 2 -4 0 25 -o 31.1.3 37-10.5 2.0-04-6-7 -3- 4-5-11 4-5-11 t-0- 4.0-0 6-3-3 6-3-3 6-9-11 2-0-0 o m 2 6 6 4x6 = 6.00 12 5x12 i 4x6 5- 3x6 i 6 5 3x6 7;,4 3 5x8 = 3x6 = 5x6 -ZZ� 5x6 = 7 8 9 10 3x6 11 28 27 2426 2221 38 20' is 19 39 40 17 4x6 = ST1.5x8 STP= 3x8 = 3x6 = 5x6 = 3x4 11 ti 3x8 = 46 = 3x4 I I 5x1?tiddo-10 'I io-if� 11 10-1-6 1 -6 19-0-13 2 d 0 264-0 31-7-3 34.6 4-6.7 0 7.6-3 I 113 5-0-0 633 &1 0-0-10 0.8-10 3x6 3x6 12 2x4 II 13 2x4 II ST1.Sx8 STP = 2x4 II 14 15 16 2x4 II 4x6 = Scale=1:110.0 LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177rP12014 CSI. 11 TO 0.561 BC 0.60; WB 0.95' Matrix -AS DEFL. in (loc) I/defl Ud Vert(LL) 0.11 17 >999 240 Vert(CT) -0.24 17-18 >999 180 Horz(CT) 0.04 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 302 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 `Except' BOT CHORD Rigid ceiling directly applied. Except: 5-27: 2x4 SP No.3, 6-21: 2x6 SP No.2 10-0-0 oc bracing: 25-27, 21-23 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-24, 11-18, 7-20 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 24=2888/0-8-0, 14=1453/0-8-0 Max Horz 24=493(LC 7) Max Uplift 24= 1070(LC 9), 14=-550(LC 9) Max Grav 24=2888(LC 1), 14=1644(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-525/921, 3-5=-718/1585, 5-6— 710/1644, 6-7=-898/306, 8-9=-187/328, 7-9= 1165/662, 9-1 0=-1 119/483, 10-11 =-1 309/477, 11-13=-2050/601, 13-14_ 2692/698 BOT CHORD 2-28=-744/621, 24-25=-1374/935, 23-24=-1032/783, 20-21=-885/721, 18-20=01768, 17-18_ 156/1641, 16-17= 414/2296, 14-16=414/2296 WEBS 3-28=-249/304, 25-28=-664/522, 3-25=-689/365, 5-24=-315/193, 6-24= 2400/971, 13-16=0/263, 13-17=-737/293, 11-17=-106/559, 11-18=-1028/411, 7-20=-914/372, 7-18=-285/892, 6-20=-544/1676 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449fh eave=46fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1070 lb uplift at joint 24 and 550 lb uplift at joint 14. 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. 8) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 10/03/2015 BEFORE USE � Design valid for use oNy with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing We W 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, seeANSNlpll QuaBIyCrBeda, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety informaftonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type t Oty PIY T14927897 1504843-GHO-98MW A13 ROOF SPECIAL 1 1 ' Job Reference (optional) 8.220 s may 2018 10, r e n a u ua u r ea , n c . oar rruy ca w.-.1.v, —, I , aya Builders FirstSou rce, Fort Piece, FL 34945 2-0-0 6.7.3 4x6 = 3x8 = 4-0-0 5x8 i 5x6 5x6 = 6 7 8 _ 3x8 = 4x6 = Scale=1:66.8 M 0 6 II 2x4 II m 14 .o 2x4 If 4x6 = 214.0 4-3-10 7-4-5 10:1-7 13-8-13 19-4.13 -4 25-4-0 31-7.3 34-8-12 37-10.5 44-8-0 4-3-10 3-0-11 2.9-2 3-7-G 5-&0 11- 4-0" 6-3-3 3-1-9 Zr 6.9-11 Plate Offsets (X Y)-- f6:0-3-12 0-1-121 f7:0-3-0 Edgel f9:0-4-0 0-2-81 f21:0-3.8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74, Vert(LL) 0.15 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68, Vert(CT) -0.30 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82' Horz(CT) 0.08 13 n/a n/a BCDL 10.0 Code FBG2017/TP12014 Matrix -AS Weight: 274lb 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 WEBS 1 Row at micipt 10-18, 6-19 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 23=2498/6-1-5, 13=1743/0-8-0, 22=7210-3-8 Max Horz 23=-494(LC 6) Max Uplift 23= 966(LC 9), 13=-662(LC 9), 22=-1(LC 9) Max Grav 23=2498(LC 1), 13=1893(LC 14), 22=125(LC 10) l FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-550/1059, 3-5=-1287/400, 5-6=-1574/635, 6-8=-1483/745, 8-9=-1622t709, 9-10— 1867/726,10-12=-2591/845,12-13=-3240/943 BOT CHORD 2-23=-837/654, 22-23= 873/656, 21-22=873/656, 19-21= 45/1283, 18-19= 6/1463, 16-18=-377/2138, 15-16=-633/2785, 13-15=-633/2785 WEBS 3-23= 2360/994, 3-21=-701/1992, 5-21= 893/381, 5-19=-129/514, 9-18=-98/403, 12-15=0/265, 12-16=-738/292, 10-16— 103/550, 10-18_ 1024/407, 6-18= 185/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.opsf; h=16ft; B=60ft; L--449ft; eave=46ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 966 lb uplift at joint 23, 662 lb uplift at joint 13 and 1 lb uplift at joint 22. 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. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERANCE PAGEMY-7473 rev. 101032015 BEFORE USE Design valid for use only with MiTek® connectors. This design is Based only upon parameters shown, and is for an individual buadirlg component not � a truss system. Before use, the bi ilci ng 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 stabiiity and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSW11 CualEyCdledo, DSB49 and SCSI BUQdfng Component 6904 Parke East Blvd. Safety ►nformationavallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job 1504843-GHO-98M W 2-0.0 6 A14 Iruss type i ROOF SPECIAL 3-8-3 a ID:AC; 23.4-0 i 274-1 0 1 1 1 5x6 = 6.00 F12 7 5x6 = 5x8 = s Mav 24 2018 MiTek 5-7-3 6-1-11 ST1.5x8 STP = 7x10 = 3x4 11 3x8 = 2x4 I I 4x12 = axti = sxti 4x6 = = 3x6 11 5x8 i 3-0-0� 23A-0 _ . _ LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. In (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.24 15-17 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 1.06 Vert(CT) -0.53 15-17 >906 180 BCLL 0.0 Rep Stress Incr YES WB 0.87, Horz(CT) 0.16 13 n/a n/a BCDL 10.0 Code FBC2017fTPi2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except' BOT CHORD 6-24: 2x4 SP No.3 WEBS 2x4SPNo.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=1937/0-8-0, 26=2456/0-8-0 Max Horz 26=-494(LC 6) I Max Uplift 13=-713(LC 9), 26= 892(LC 9) Max Grav 13=2008(LC 14), 26=2456(LC 1) i FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-493/798, 3-5— 1732/515, 5-6_ 2441/769, 6-7=-2205/808, 7-8=-2132/821, 8-9=-2390/879, 9-10= 2332/879, 10-12=-3234/1049, 12-13=-3513/1075 BOT CHORD 2-26=-641/579, 25-26=-725/581, 21-22=-245/2350, 20-21=-319/2413, 15-17= 535/2501, 13-15= 760/3041 WEBS 8-20=-87/259, 10-17=-879/372, 10-15= 130/631, 12-15=-449/245, 7-21=-541/1549, 5-25=-1236/380, 22-25=-129/1749, 5-22=-123/857, 8-21= 1422/490, 6-21= 532/172, 17-20— 295/2114, 9-20= 86/941, 3-25=-789/2280, 3-26=-2322/926 T14927898 2018 Pagel Scale=1:90.6 m 0 d) I I 2x4 11 O co - 14 6 PLATES GRIP MT20 244/190 Weight: 307 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 22-24 1 Row at midpt 8-18, 9-17, 10-17, 8-21, 6-21 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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 truss to bearing plate capable of withstanding 713 lb uplift at joint 13 and 892 lb uplift at joint 26. 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. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE Mll--7473 rev. 1010=015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an individual building component not � a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANS&VII Cualfly CrBedo, DS0.89 and SCSI SUBdIng Component 6904 Parke East Blvd. Safety i dannallon3vallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927899 1504843-GHO-98MW A15 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 r}.rlu s rway zv za r o rvu r en uruusuroa, n rc. oar nuy co , o.-.,. , v <. U rase I D:ACzXF5ZNyEa-pNQ9dnkZfEyGOD2-1 mEK5IJ?HsXQdsj9omKTR2QbVyG_k?N 1 arcM?9ykGCN 2-0-0 7-1-11 12-6-0 20-4-0 250 29-4-0 36-8-12 44-8-0 46-8-0 2-0.0 7-1-11 5-4-5 7-10-0 5 4-0-0 7-4-12 7-11-4 2-0-0 m 0 0 5x6 = 6.00 12 Scale=1:88.8 m 0 C6 ,o „ 3x6 = - 46 = 4x6 _ ST1.5x8 STP= 4x10 MT20HS= 3x8 = 3x8 = 2x4 II 3x6 11 fid3N". 4x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.69 BC 0.94 WB 0.89 Matrix -AS DEFL. in (loc) I/defl Ud Vert(LL) 0.46 14-15 >999 240 Vert(CT) -0.58 14-15 >824 180 Horz(CT) 0.11 10 n/a n/a PLATES MT20 MT20HS Weight: 259Ito GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 6-15, 7-15, 7-14, 9-14, 3-17 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 18=2406/0-8-0, 10=1907/0-8-0 Max Horz 18=-494(LC 6) Max Uplift 18=-1113(LC 4), 10=-1005(LC 4) Max Grav 18=2406(LC 1), 10=2005(LC 14) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-479/760, 3-5=-1995/995, 5-6=-2001/1089, 6-7=-1890/1064; 7-8= 2282/1296, 8-9=-2615/1396,9-1O= 3424/1803 BOT CHORD 2-18= 600/559, 17-18= 695/561, 15-17=-589/1677, 14-15— 934/2201, 12-14= 1481/2938, 10-12=-1483/2939 WEBS 6-15=-867/1270, 7-15=-1250/703,7-14=-258/91,8-14= 503/714,,9-14= 936/601, 9-12= 265/311, 3-18= 2259/956, 5-17=-530/292, 3-17=-109212339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=soft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1113 lb uplift at joint 18 and 1005 lb uplift at joint 10. 8) This truss design requires that a minimum of 7/16" stnlctural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. m 0 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 rev. 101012015 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 bullring designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSWIT CuallfyCd edor, DSB-89 and BCSI BUOdtnQ Component 6904 Parke East Blvd. Safety /ntamraflonovattabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama, FL 33610 lob Truss Truss Type . Qty PIY T14927900 1504843-GHO-98MW A16 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15:41:11 2018 Page 1 ID-AC7XF5ZNvEa DNQ9dnkZfEvGOD2-VzoiJ5Kd2AfHE01LLTri_GzmOMe_3RBApVLvXbykGCM 1� I'C'3 2-0-0 6-8-5 11-10-14 19-0-0 21-8-0 27-4-0 31-4-0 37-8-12 44-8-0 46-8-0 2-0-0 5-2-9 7-1-2 2-8-0 5.8-0 4-0-0 6-4-12 6-11-4 5x6 = 5x6 = 6.00 12 6 7 4x6 = 4x6 =ST1.5x8 STP= 4x10 fv1T20HS= 3x6 3x8 = 5x8 = 3x6 = 2x4 11 3x6 11 4x6 = -4-0 Scale=1:88.8 2x4 11 Cl) 12 0 m d m LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017(fP12014 CSI. TO 0.62 BC 0.83 WB 0.92 Matrix -AS DEFL. in (loc) Well Ud Vert(LL) -0.28 16-17 >999 240 Vert(CT) -0.57 16-17 >842 180 Horz(CT) 0.11 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 276lb 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 WEBS 1 Row at midpt 5-17, 8-16, 7-17, 7-16 OTHERS 2x4 SP No.2 *Except* 22-23: 2x4 SP No.3 REACTIONS. (lb/size) 20=2406/0-8-0, 11=1907/0-8-0 Max Harz 20=-465(LC 6) Max Uplift 20=-907(LC 9), 11=-722(LC 9) Max Grav 20=2406(LC 1), 11=1997(LC 14) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=484/773, 3-5=-1978/628, 5-6=-2020/789, 6-7=-1698/770, 7-8— 3097/1223, 8-9=-2643/982, 9-10= 2761/964, 10-11= 3474/1077 BOT CHORD 2-20=-614/567, 19-20=-684/569, 17-19=-227/1949, 16-17=-208/1881, 14-16=-471/2302, 13-14= 752/2993,11-13=-751/2994 WEBS 3-19= 838/2323, 5-19=-592/307, 6-17=-173/653, 8-16— 1676/704, 9-16= 121/599, 9-14= 134/446, 10-14= 819/323, 10-13=0/288, 3-20=-2288/951, 7-17=-494/185, 7-16=-650/1748 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft L=449ft; eave=46ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 907 lb uplift at joint 20 and 722 lb uplift at joint 11. 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. Thomas A- Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additlonal 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, seeAtiSWII GuaIHyC19e11a, DSB-89 and BCS1 Buffding Component 6904 Parke East Blvd. Sofety IntolmaRonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' city Ply T14927901 1504843-GHO-98MW A17 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15.41:13 2018 I D:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-RLwSknLtanv? UKSkTuuA3h26i9K4xMUTGpgOcl 1 -2--.4 17-0-0 2.-0 i 29.4.0 ,30.9-Q 33-4-0 i 380-4 44-B-0 2-0-00-0 60-5 6A-5 10-104-1019 6-1-2 6-8-0 5-8-0 1-5-0 2-7-0 5-1-6-4 5-9-12 5x8 = 6.00 12 6x6 = 3x6 = .. , , I. — 3x6 11 15 14 13 2x4 11 6x8 = Scale =1:83.0 12 4x6 11 33-4-0 i 4-8-2 10-10-14 17-0.0 23-B-0 30-9-0 31-9-0 36-10-4 44-B-0 1 4-8-0 U---4 6-1-2 6-8-0 7-1-0 -4 1-7-05-6-4 s•s•12 Plate Offsets (X,Y)--f6:0-6-0,0-2-81,f7:0-3-8,0-2-4j,f9:0-3-0,0-2-01,f12:Edge,0-3-8),(16:0-2-12,Edgel,(17:0-4-0,0-3-01,(19:0-4-0,0-3-01 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) -0.25 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.60 16-17 >798 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 286lb 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: 9-14: 2x4 SP No.3, 16-17: 2x4 SP No.1 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 8-17 REACTIONS. (lb/size) 12=1782/Mechanical, 20=2419/0-8-0 Max Horz 20=403(LC 7) Max Uplift 12� 566(LC 9), 20= 905(LC 9) Max Grav 12=1877(LC 14), 20=2419(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 492/795, 3-5=-1601/561, 5-6= 2015/773, 6-7=-2149/862, 7; 8=-2431/694, 8-9=-2720/935, 9-10_ 3055/987, 10-11=-2158/686, 11-12=-1818/576 BOT CHORD 2-20=-637/577, 19-20— 654/489, 18-19=-284/1764, 17-18= 288/1855, 16-17= 765/2919, 9-16=-275/1011 WEBS 3-19= 817/2279, 5-19= 708/339, 5-18=-103/354, 6-17=-189f730, 7-17= 158/648, 8-17— 1317/513, 10-16=-97/868, 10-13= 1235/409, 3-20=-2289/941, 11-13= 521/1881, 8-16= 607/242, 13-16=-545/2041 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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 = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 566 lb uplift at joint 12 and 905 lb uplift at joint 20. 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. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1119--7473 rev, 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P1f Qua/dyCrBerla, DSB�9 and SCSI BuHd/ng Compononf 6904 Parke East Blvd. Safety fnfannaffonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • city Ply T14927902 1504843-GHO-98MW A1B HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15:41:14 2018 Pagel I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-wYUrx7MV L51 s5U 1 wl bPPcualsZh3gpldVTaZBwykGCJ •2-0-0 4-8•D 7-9-4 10.10 164 15-0-0 �20-4-0 25-8-0 31-4-0 35-4-0 39-10-4 44-8-0 2-0-0 4.8-0 3.1-4 3-1-10 4-1-2 5-4-0 5-4-0 5-8-0 4-0-0 4-6-4 4-9-12 5x8 = 6.00 12 2x4 11 Sx8 = Scale=1:83.1 i\ � o to N N 3x6 = S i l.oxu b i r— oxn — Wm — oxa — oAo — 14 13 5xB = 3x6 11 3x6 II 16 15 19 2x4 11 2x4 11 2zc4 11 31.9.0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.54 BC 0.74 WB 0.90 Matrix-ASi DEFL. in (loc) I/defl Ud Vert(LL) 0.34 18-20 >999 240 Vert(CT) -0.40 18-20 >999 180 Horz(CT) 0.16 13 n/a n/a PLATES GRIP MT20 2441190 Weight: 305lb 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 1 WEBS 1 Row at midpt 8-21, 9-20 JOINTS 1 Brace at Jt(s): 17 REACTIONS. (lb/size) 13=1758/Mechanical, 24=2408/0-8-0 Max Horz 24=464(LC 7) Max Uplift 13=-957(LC 4), 24=-1122(LC 4) Max Grav 13=1821(LC 14), 24=2408(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when, shown. TOP CHORD 2-3=-488/785, 3-5=-1759/909, 5-6=-1935/1064, 6-7=-2188/1242, 7-8=-2188/1242, 8-9=-2697/1455, 9-10=-3329/1780, 10-11= 3089/1620, 11-12=-2004/1057, 12-13— 1772/885 i BOT CHORD 2-24_ 627/572, 23-24= 692/577, 22-23= 523/1499, 21-22= 620/1683, 20-21=-1001/2286, 18-20=-1562/3274, 17-18= 1253/2653 11 WEBS 5-23= 710/324, 5-22= 161/384, 6-21= 492/918, 7-21= 411/199,i8-21— 324/169, 8-20= 663/1040, 10-17=-307/361, 12-14= 904/1773, 11-14=-1350/573, 10-18=-466/937, 14-17=-903/1784, 11-17=-455/1107, 9-18=-664/277, 9-20= 1339/730, 3-24=-2271/946, 3-23_ 1067/2253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957lb uplift at joint 13 and 1122 Ib uplift at joint 24. 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. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 10/0"I S BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indlAclual building component, not a truss system. Before use, Me 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 MiTeW 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, seeANSUIPII QualityCrBeft DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety intomrallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' CriY Ply T14927903 1504843-GHO-98MW A19 ROOF SPECIAL 1 1 Job Reference (optional) ..d.. 1.. Q.�I Ann OG 1G•A1.1a 9n18 Pana 1 Builders FirstSource, Fort Piece, FL34945 ' o.cav".'ay-20 v,.,,,an "'". ""'"n"`"'" " - I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-swcbMoOmti HaLnBJ8ORthJgbENLyBiUwyn3gCpykGCH 2-0-0 6-10-4 13-2-0 20-4-0 27-6-0 33-2-0 37-2-0 42-7-8 44-8-0 2-0-0 6-10-4 6-3-12 7-2-0 7-2-0 5-8-0 4-0-0 5-5-5 2-0-8 a 6.00 12 5x8 = 4 29 6x12 MT201!S 3x6 4x10MT20HS= 17 14 13 2x4 I I 2x4 II 3x6 = 2x4 11 3x8 = i 8-5-0 _ 1 40-4-0 Scale=1:84.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.74 BC 0.84 WB 0.85 Matrix -AS, DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.39 21-22 >999 240 -0.66 21-22 >802 180 0.39 13 n/a n/a PLATES MT20 MT20HS Weight: 275Ito GRIP 244/190 187/143 FT=209a 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. 20-23,11-20: 2x4 SP No.1 WEBS 1 Row at midpt 7-21 WEBS 2x4 SP No.3 `Except' JOINTS 1 Brace at Jt(s): 12, 15 10-13: 2x6 SP No.2, 10-12: 2x4 SP No.2 REACTIONS. (Ib/size) 2=2148/0-8-0, 13=1996/Mechanical Max Horz 2=295(LC 7) Max Uplift 2=-812(LC 9), 13=-671(LC 9) Max Grav 2=2195(LC 13), 13=1996(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when', shown. TOP CHORD 2-3=-3911/1286, 3-4=-3243/1179, 4-5=-3371/1305, 5-6=-3371/1305, 6-7=-3623/1319, 7-8=-3326/1211, 8-9= 3670/1264, 9-10=-2926/986, 11-13= 1938/678, 10-11= 1835/611 BOT CHORD 2-25= 1082/3599, 24-25=-1083/3596, 22-24=-812/2936, 21-22= 944/3192, 19-21 =-1 438/4425, 18-19— 1436/4428, 16-18= 1436/4428, 15-16=-1081/3180, 12-15= 1081/3180 WEBS 3-25=0/265, 3-24=-767/312, 4-24=-114/582, 4-22= 2591881, 5-22=-553/275, 6-22= 89/447, 6-21=-291/1061, 7-21=-I534/597, 7-16=-1593/532, 8-16= 376/1253, 9-12=-1890/709, 10-12= 1115/3273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.opsf; BCDL=3.Opsf; h=1611; B=60ft;' L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 812 lb uplift at joint 2 and 671 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL cert 6634 6304 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGEMll-7473 rev. laV32015 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 Dot a truss system. Before use. the buliding 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 fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIr Quality Cdleda, DS0 49 and BCSI Suild/ng Component East 6904 ParkeEast Blvd. Safety In►onnationavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.33610 Tampa, Job Truss Truss Type • Qty Ply T14927904 1504843-GHO-98MW A20 ROOF SPECIAL 1 1 Job Reference (optional) duuaers mrsrsource, r-OR rrece, rL,,4"O I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-oJj LnUPOPKYla5KhGRTLmkIw5AOdcbGCQ5YnHhykGCF -2-0.0 9- 5-6-0 9-7-0 11-0. t7.9-4 23412 29-30 35-4-0 39-0-0 0.5- 42-8-0 446-0 2-0.0 9- 411-0 317-0 1-5-0 634 E7.6 134 5-&0 40.0 •7- 2-2-6 6.00 12 5x8 = 3x6 = 3x4 6x12 MT20HS = 5 40 41 6 7 8 42 9 5x6 fi 4x6 !�- 4 ST1.5x8 S3 2 5x6 = 5x8 = 5x8 = 3x4 11 10 12 — s 13 �ILIO 6 9 -g 26 O 22 21 zu O q 18 1/ 16 28 27 Q a 25 24 23 56 — 4x6 = 5x8 = 5x6 = 3x8 = 4x6 — — 3x6 = 30 3x4= 4xl0MT20HS= 19 15 14 5x12 = 3x8 = 8-5-0 1-9-0 11-0-0 40-5-8 f1-9-0 5-8-0 9-q 9-7-0 1,0.7.0 i 17-34 23-0-12 29-&0 i _ 35-0-0 38-3P 39-0.0 404-0 42-8-0 44-8-0 &34 &1-6 6-34 5-&0 11- 31-0 i-o-o' 2-2-8 ' 2-0-0 ' 1-0-0 0-5-0 0.1-8 .Y1-- f4:0-3-0.0-3-01. f5:0-5-8.0-2-41. f9:0-7-12.0-1-121. f11:O=6-0.0-2-81. f14:0-2-8,0-1-81, f23:0-3-8,0-1-81, f24:0-3-0,0-3-41, f29:0-5-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.50 24 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.82 24-25 >647 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.41 14 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-30,33-34: 2x4 SP No.3, 16-22,22-24: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except` 13-14: 2x6 SP No.2 WEBS JOINTS REACTIONS. (lb/size) 2=2148/0-8-0, 14=1996/Mechanical Max Harz 2=220(LC 7) Max Uplift 2=-810(LC 9), 14=-673(LC 9) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3761/1117, 3-4=-3879/1294, 4-5=-3426/1214, 5-6=-3833/1421, 6-8=-3833/1421, 8-9=-4019/1483, 9-10= 4061/1421, 10-11=-5250/1803, 11-12L-3697/1259, 14-16= 1945/680 BOT CHORD 2-29=-1050/3311, 28-29= 1135/3461, 27-28= 1166/3439, 25-27=-954/2998, 24-25= 1300/4021, 23-24=-1153/3587, 21-23= 1799/5318, 20'21= 1115/3327, 18-20= 1115/3327, 17-18=-1130/3311, 16-17=-1130/3311 ' WEBS 9-23=-273/963, 10-23= 19401721, 10-21= 1276/499, 11-21=-805/2355, 12-16— 3645/1252, 5-27=-82/433, 4-27=-607/243, 9-24=-1951743, 5-25=-377/1206, 8-24=-377/167, 6-25= 456/230, B-25=-330/87 Scale=1:84.9 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 305 lb FT = 201/6 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 5-6-0 oc bracing: 27-28 5-7-0 oc bracing: 28-29 1 Row at midpt 10-23, 12-16, 8-25 1 Brace at Jt(s): 17, 28 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=16ft; B=60ft L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 673 lb uplift at joint 14. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MI EKREFERANCE PAGE Mll-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not Bet 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems. seeANSW11 Aua1By CrBedr, DSO-89 and BCSI Suad(ng Component 6904 Parke East Blvd. Safety lnformatlonavollable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type a city Ply T14927905 1504843-GHO-98MW A21 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 u.zzu s may zw zvr n rvu r erc mwsures, uw. oar r,u9 ca r a— — �v r o �ayr. j ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-GVHk_gQeAdg8CFvtpB_aJy15ZaMXL1 QMeIHKp7ykGCE 2-0-0 4-9-4 9-0-0 15-3-1 21-4-6 26-4-0 31-8-0 34-5-8 39-5-0 44-8-0 2-0-0 4.9-4 4-2-12 6-3-1 6-1-5 4-11-10 5- 4-0 2-9-8 4-11-8 5-3-0 Y 0 5x8 = 6.00 12 34 35 5x8 = 5x8 = 7 36 37 8 c.a — Scale = 1:81.8 5x6 = JXb — 17 16 15 14 13 12 Or8y8 9-11-8 I 15-3-1 Sul Sx12 = 5x6 = 5x8 = 46 11 31-8-0 1 34-5-8 LOADING (psf) SPACING- 2-0-0 CSI. . DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.51 18-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.89 18-19 >600 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.31 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 307lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. Except: 7-16: 2x4 SP No.3, 18-20: 2x4 SP No.1 I 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 `Except` I WEBS 1 Row at midpt 11-12, 9-13 15-18,8-18: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 22 REACTIONS. (lb/size) 12=2014/Mechanical, 2=2160/0-8-0 Max Horz 2=406(LC 7) Max Uplift 12= 671(LC 9), 2= 808(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3972/1276, 3-4=-3624/1247, 4-5=-4475/15855-6= 4475/1585, 6-7= 4704/1648, 7-8=4673/1640, 8-9— 3192/1189, 9-10— 18061716:10-11— 1806/716, 11-12=1962/693 BOT CHORD 2-22= 989/3487, 21-22=-989/3487, 20-21= 855/3195, 19-20=-1438/4970, 18-19=-1438/4970, 7-18=-372/192, 14-15=-899/3054, 13-14 898/3056 WEBS 3-21= 430/155, 4-21=-54/368, 6-18=453/119, 15-18=-841/3047, 8-18_ 818/2772, 8-15= 898/203, 9-15— 501/232, 9-13=-18041595, 10-13=400%223, 11-13= 843/2539, 5-20= 454/231, 6-19=0/262, 4-20= 524/1650, 6-20= 673/199 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 lb uplift at joint 12 and 808 lb uplift at joint 2. 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. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcal lon, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMI J CualBy Warta, DSB-89 and SCSI Bugding Component 6904 Parke East Blvd. Safety lnformot/on3vdlable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type + city Ply T14927906 1504843-GHO-98MW A22 HALF HIP TRUSS 1 1 Job Reference (optional) dullaers t-Irsibource, f-On HeCe, rL J4e40 mzzu a rvrdy Z4 Za r 0 rVn i etc Inuu6meJ, Inu, Jdr Huy eo r o:4 r:L 1 eu r o raye r ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-CuPUPW RuhFwsRZ3GxZ12ONNTRO06pxQf63mRuOykGCC i -2.0-0 2-8-0 7-0-0 14-7-7 22-1-2 29-6.14 _ _ 37-0-9 44-6-0 2-0-0 7-7-7 7-5-11 7-5.11 7-5-11 7-7-7 5x6 6.00 F12 3 4x6 = 5x8 = 4x6 = 23 244 5 6 Scale=1:80.3 Sx8 = 4x6 = 4x6 = 5x6 = 25 726 8 9 10 0 0 N 20 17 16 15 14 13 12 11 4xy — 6-3-8 4xG = 7x10 = 3x4 = 5x6 = 5x6 = 4x6 II 1-8-8 3-9-8 ' Q-B-e 2.6-q i 7.0-0 i 14.7-7 22-1-2 29.6-14 37-0-9 44-8-0 -8- -11- 3.2-8 7-7-7 7-5-11 7.5-11 7-5-11 7-7-7 1-0-0 1-1.8 Plate Offsets (X,Y)--f2:0-7-8,Edge),f3:0-3-12,0-3-41,f11:Edge,0-3-81,113:0-2-12,0-3-01,f18:0-5-8,0-1-41,f19:0-3-8,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.34 14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0:60 13-14 >894 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 316 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except' TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 `Except' 2-18: 2x6 SP M 26, 3-16: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 `Except` JOINTS 10-12,9-13,6-15,7-14: 2x4 SP No.2 REACTIONS. (lb/size) 11=2001/Mechanical, 2=2174/0-8-0 Max Harz 2=272(LC 9) Max Uplift 11=-679(1_13 9), 2=-800(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3106/986, 3-4= 2664/928, 4-6— 3655/1254, 6-7=-4128/1408, 7-9= 3667/1246, 9-1O 2353/800, 10-11 =-1 929/696 BOT CHORD 2-19= 946/2732, 18-19= 471/1415, 15-16= 460/1298, 14-15=-1408/4128, = 13-141256/3689, 12-13=-800/2353, 16-18=-406/238, 3-18=-180/870 WEBS 10-12= 985/2882, 9-12=-1550/632, 9-13= 556/1640, 6-15= 616/191, 7-13=-833/376, 7-14= 188/543, 15-18=-820/2437, 4-18=-1203/358, 16-19= 514/1424 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 9-11-0 oc bracing: 2-19 1 Row at midpt 10-11, 10-12, 6-15, 4-18 1 Brace at Jt(s): 18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.opsf; h=16ft; B=60ft; L--149ft eave=46ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 679 lb uplift at joint 11 and 800 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek8 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!Tek7 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. seeANSU1Pll Cua/dyCrfledd, DSB-89and BCSI BufldlggComponent 6904 Parke East Blvd. Safety /nfannaHonavallable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14927907 1504843-GHO-98MW A23 HALF HIP TRUSS 1 1 Job Reference (optional) Builders Fuji Builders Firs[Source, Fuji rieue, rL 34`945 v.ccv o may __1 <., ......_ <.. ,., , .T_ 2-8-0 ' 2A-0 ' 8-0A ' 7-10-8 7-10-8 7-10-8 Scale = 1:80.3 6.00 F12 5x6 = 6X8 = 5x8 =46 = 4x6 = 5x8 = 4x6 = 5x8 = 3 425 26 5 6 7 278 9 10 ST1 co2 o V 5x8 STP = 0- 19 ox8 = 21 18 17 16 15 i4 13 12 11 �6�x�8q��=�g 5x6 = 8x10 = 4x6 = 4x10 MT20HS — 4x6 = MO = 3x8 I I I 9x44i� — 1.8-B 2-8-0 -8- -7- 5-0-0 73-0-4 20-1472 28-9-0 36-7-12 44-8-0 8- -11- 2-4-0 8-0-4 7-10-8 7-10-8 7-10-B 8-0-4 1-0-0 0.0-8 LOADING (psf) SPACING- 2-0-0 CSI. ; DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.32 13-15 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.54 13-15 >998 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 11 nla n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x6 SP M 26 `Except` TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD BOT CHORD 2x6 SP M 26 `Except' 2-19: 2x4 SP No.1, 3-17: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except` JOINTS 10-12,9-13,6-16,7-15: 2x4 SP No.2, 16-19,4-19: 2x6 SP M 26' REACTIONS. (lb/size) 11=2001/Mechanical, 2=2174/0-8-0 Max Harz 2=294(LC 7) Max Uplift 11= 674(LC 9), 2= 805(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3477/1074, 3-4= 2998/994, 4-6=-4290/1540, 6-7=-5119/1820, 7-9=-4712/1684, 9-10= 2999/1106, 10-11= 1922/695 BOT CHORD 2-20= 815/3094, 19-20=-503/2221, 16-17=-308/875, 15-16='1624/5119, 13-15=-1488/4712, 12-13= 931/3050, 17-19= 393/229, 3-19= 249/1078 WEBS 10-1 2=-1 144/3403, 9-12=-1524/614, 9-13_ 638/1903, 6-16=-965/321, 7-13=-767/359, 7-15= 170/465, 16-19= 1068/3520, 4-19— 1437/569, 17-20=-372/1045 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 345lb FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 2-2-0 oc bracing: 2-20 1 Row at midpt 10-11, 10-12, 6-16, 4-19 1 Brace at Jt(s): 19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=16ft; B=60ft L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 674 lb uplift at joint 11 and 805 lb uplift at joint 2. 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. 0 0 N Thomas A. Afbani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always 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, seeANSM11 Quality ClBeda, DS"9 and 8=1 BoSd/ng Component 6904 Parke East Blvd. Safety /n/olmoRonavallabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type + City Ply T14927908 1504843-GHO-98MW A24 HALF HIP TRUSS 1 2 Job Reference (optional) t1WI0ers FIrstboufce, t-an Mace, I-L J4`J40 6.00 12 5x6 11 3 6-10-12 7x10 = 4 23 24 0.2 u 5 Ividy 4R4v to Iv11 I en a wuOule ,)I Iu. 6-10-12 6-10-12 46 = 7x10 = 4x6 = 7x10 = 5 6 25 267 8 ca Ia.-r L<O cvlo rage I Scale=1:80.3 5x6 = 9 0 0 N 3x6 = 18 17 16 15 14 13 12 11 10 2i 3-83tc4 11 6x8 = Sx8 = 4x6 = 7x10 = 4x6 = 2x4 II 15x8� 4x6 = 1-8-8 3-0-0 -8- -8 lao-s 16-11-4 23-10-0 30-&12 37-7-8 44-6-0 & 11- 7-0-8 6-10-12 8-10-12 6-10.12 8-10.12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.26 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.44 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017(rPi2014 Matrix -AS Weight: 635 lb FT = 20% LUMBER - TOP CHORD 2x6 SP M 26'Except' 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 'Except- 2-19:2x4 SP No.2, 3-17: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=2002/Mechanical, 2=2198/0-8-0 Max Harz 2=226(LC 7) Max Uplift 10=-673(LC 9), 2= 798(LC 9) Max Grav 10=2002(LC 17), 2=2198(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 17-19 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=AI50/1240, 3-4=-3837/1202, 4-5=-4673/1626, 5-6=-6244/2165, 6-7=-6574/2278, 7-8=-5633/1965, 8-9= 3500/1250, 9-1 0=-1 919/687 BOT CHORD 2-19=-975/3683, 17-19=0/270, 3-19=-418/1561, 14-16=-2013/6244, 13-14=-2135/6588, 12-13=-1831/5672, 11-12= 1126/3568 WEBS 9-11=-1284/3829, 8-11=-1570/617, 4-16=-358/223, 8-12=-774/2322, 5-16— 1765/603, 7-12=-919/393, 5-14=-54/406, 7-13=-329/1005, 6-14=-389/209, 6-13= 310/190, 16-19=-1477/4644, 4-19= 926/453 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.opsf; h=16ft B=60ft; L=449ft; eave=46fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 lb uplift at joint 10 and 798 lb uplift at joint 2. 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. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 0 WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. fao=015 BEFORE USE, Design valid for use only with M1Tek9 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 MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSiVII CualByCrBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nfannaBonavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job 1 Truss Truss Type i ' city, Ply T14927909 1504843-GHO-98MW A25 HALF HIP TRUSS 1 1 Job Reference (optional) bullaers rlrsibource, rort rrece, rL r+ewa �.�� ,.,ar ��, � ,,,, • ��•,,��. __, Z __'_ • �-e- . ID:ACzXF5ZNyEa_pNQ9d UfE;GOD2-ZrCNSDViWnY9XKxEk7cD5Q4GIPgpUD30FKUCZDykGC7 1-2-0.g 6-2-7 11-7-5 11r81 17-1-4 17 -7 21-9-3 26-3-4 30-9-5 35-3-6 39-9-7 44-1-12 447,-4 r2-0-12 6-2-7 5-4-15 0 r2 5-4-3�3 4-6-12 4-6-1 4-6-1 4-6-1 4-6-1 4-4-5 0-5-8 6.00 12 6x8 = 3x4 11 2 3 Scale=1:78.7 5x6 = 4x6 = 5x8 = 2x4 11 6x8 = 4x6 = 5x8 = 46 = 4x6 = 4x6 = 5x6 = 25 26 4 27 28 529 630 31 32 7 33 348 35 36 9 37 10 3811 39 40 12 41 4213 43 44 14 24 45 46 47 23 48 49 22 50 51 52 21 53 5420 55 56 1957 58 18 59 17 60 61 6216 63 64 15 ST1.5x8 STP = 3x4 = 5x6 = Bx14 MT20HS = 3x8 = 5x6 = 3x4 = 5x6 = 5x6 = 3x6 11 5x6 = 11-7-5 39-9-7 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.36 17-18 >919 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.07 15 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight: 286 tb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc puriins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 22-24: 2x4 SP No.2 WEBS 1 Row at midpt 5-21, 8-21, 9-20 WEBS 2x4 SP No.3 *Except* 14-15,2-24,5-21: 2x6 SP No.2, 7-21: 2x8 SP 240OF 2.0E 14-16,8-21,13-17,9-20,12-18,11-19: 2x4 SP No.2 REACTIONS. (lb/size) 15=1583/Mechanical, 24=855/0-7-4, 21=3911/0-4-5 Max Horz 24=211(LC 9) Max Uplift 15— 550(LC 9), 24=-378(LC 9), 21=-1397(LC 9) Max Grav 15=1643(LC 31), 24=885(LC 29), 21=4071(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-746/316, 4-5= 239/542, 5-7=-1166/3449, 7-8=-1166/3449, 9-11=-2584/853, 11-12= 3722/1239, 12-13= 3686/1227, 13-14� 2533/848, 1415=-1551/565, 2-24=-336/366 BOT CHORD 22-23=-314/743, 21-22=-542/239, 19-20=-843/2535, 18-19=-1239/3722, 17-18=-1242/3714, 16-17=-848/2533 WEBS 5-21=-3204/1098, 3-23=-273/635, 5-22=-138/779, 4-22= 1396/486, 3-24=-595/264, 7-21= 655/344, 14-16=-934/2783, B-21=-4038/1353, 13-16= 1145/501, 8-20— 389/1481, 13-17= 436/1325, 9-20=-2755/929, 12-17= 475/261, 9-19— 178/835, 11-19=-1308/455, 11-18=0/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and fight exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. Thomas A. Albani PE No.393$9 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 550 lb uplift at joint 15, 378 lb uplift at IVIMek USA, Inc. FL Cart 6634 joint 24 and 1397 lb uplift at joint 21. 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. 1017=015 BEFORE USE Design valid for use only with MITek® connectors. INs design Is based only upon parameters shown, and Is for an Individual budding component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mi 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, seeANSLW11 QualifyCrCeda, DSO-89 and BCS18aMd/ng Component Safety Intolmallonovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type i Qty Ply T14927909 1604843-GHO-98MW A25 HALF HIP TRUSS 1 1 Job Reference (optional) Builders First5ource, Fort Piece, FL 34945 +s.r1u s May zw zui a rvu r erc rnuusures, mc. oar r+uy Za 10:w I:ZO eV Id rage c ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-ZrCNSDVI WnY9XKxEk7cD5Q4GIPgpUD30FKUCZDykGC7 NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 Ib down and 124 Ib up at 0-11-4, 162 Ib down and 115 Ib up at 3-0-12, 162 lb down and 115 Ib up at 5-0-12, 162 Ib down and 115 Ib up at 7-0-12, 162 Ib down and 115 Ib up at 9-0-12, 162 Ib down and 115 Ib up at 11-0-12, 162 Ib down and 115 Ib up at 13-0-12, 162 lb down and 115 Ib up at 15-0-12, 162 lb down and 115 Ib up at 17-0-12, 162 Ib down and 115 Ib up at 19-0-12, 162 Ib down and 115 Ib up at 21-0-12, 162 Ib down and 115 Ib up at 23-0-12, 162 Ib down and 115 Ib up at 25-0-12, 162 Ib down and 115 Ib up at 27-0-12, 162 Ib down and 115 Ib up at 29-0-12, 162 Ib down and 115 Ib up at 31-0-12, 162 Ib down and 115 Ib up at 33-0-12, 162 Ib down and 115 Ib up at 35-0-12, 162 Ib down and 115 Ib up at 37-0-12, 162 Ib down and 115 Ib up at 39-0-12, and 162 Ib down and 115 Ib up at 41-0-12, and 162 Ib down and 115 Ib up at 43-0-12 on top chord, and 54 Ib down at 1-0-12, 54 Ib down at 3-0-12, 54 Ib down at 5-0-12, 54 Ib down at 7-0-12, 54 Ib down at 9-0-12, 54 Ib down at 11-0-12, 54 Ib down at 13-0-12, 54 Ib down at 15-0-12, 54 Ib down at 19-0-12, 54 Ib down at 21-0-12, 54 Ib down at 23-0-12, 54 Ib down at 25-0-12, 54 lb down at 27-0-12, 54 lb down at 29-0-12, 54 Ib down at 31-0-12, 54 Ib down at 33-0-12, 54 Ib down at 35-0-12, 54 Ib down at 37-0-12, 54 Ib down at 39-0-12, and 54 Ib down at 41-0-12, and 54 Ib down at 43-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3- 70, 3-14=-70, 15-24=-20 Concentrated Loads (lb) Vert: 3= 68(F) 6=-68(F) 7=-68(F) 12=-68(F) 18= 34(F) 11=-68(F) 25= 68(F) 26_ 68(F) 27=-68(F) 28=-68(F) 29= 68(F) 32=-68(F) 33=-68(F) 34=-68(F) 35=-68(F) 36= 68(F) 37= 68(F) 38=-68(F) 40= 68(F) 41=-68(F) 42=-68(F) 43=-68(F) 44= 68(F) 45=-35(F) 46- 34(F) 47=-34(F) 48=-34(F) 49=-34(F) 50=-34(F) 51=-34(F) 52= 34(F) 53= 34(F) 54=-34(F) 55=-34(F) 56= 34(F) 57=-34(F) 58=-34(F) 59- 34(F) 60=-34(F) 61=-34(F) 62=-34(F) 63=-34(F) 64=-34(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11.7473 rev, 10/0"015 BEFORE USE, Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe W Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMI1 QualityCrB®Ily, DS"9 and BCS1 Building Component 6904 Parke East Blvd. Safetyintorma/ionavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type r city Ply T14927910 1504843-GHO-98MW BO1G Common Girder 1 Job Reference (optional) tiutiaers rirs[source, ron Ylece, rL J4e4b o-ccv a ,nay — —o , en u,uuou,co, u". — nuy caw , ayc , I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-V EK7tvXH2Ootnd5crXfhArAeECSRy7mhj ezJe6ykGC5 -2-0-0 4-5-11 8-$:I3 11-8-0 15-3-3 18-10-5 23-4-0 25-4-0 2-0-0 4-5-11 3-7 3 3-7-3 3-7-3 3-7-3 4-5-11 2-0-0 7x10 = Scale =1:53.9 3x4 5 3x4 5x12 - i 5x12 6.00 FIT 4 6 4x6 i 4x6 3 7 8x14 MT20HS i 8x14 MT20HS 2x4 II 2 8 2x4 11 r? 2x4 II 2 4 II 2x4 II Cl) 0 1 • : 21 14 22 Special 13 23 24 12 25 26 11 27 10 9 O 8 STP —_ 3x4 — HTU26 3x8 11 7x10 = HTU26 10x12 = 8x14 MT20HS = 3x8 I I ST1.5x8 S — 3x4 —_ HTU26 I HTU26 HTU26 HHUS26-2 HTU26 45-11 8-0-13 11-8-0 , 15-3-3 �_ 'NO-523-4-0 4-5-11 3-7-3 3-7 3 3-7-3 3-7-3 4-5-11 Plate Offsets (X,Y)-- [2:0-8-7,Edge], (2:0-0-0,0-0-41, r8:0-0-0,0-0-41, 18:0-817,Edgel, r10:0-4-12,0-1-81, r11:0-7-0,0-4-81, r13:0-5-0,0-4-121, r14:0-4-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.27 13-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.43 12-13 >631 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.13 8 n/a n/a BODL 10.0 Code FBC2017/ TPi2014 Matrix-SH Weight: 348 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 4-5,5-6: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 `Except` 5-12: 2x4 SP No.1 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 BRACING- TOPCHORD BOT CHORD I I I I II REACTIONS. (lb/size) 2=10739/0-8-0, 8=8598/0-8-0 Max Harz 2=150(LC 26) I Max Uplift 2=-401 O(LC 8), 8=-3078(LC 9) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except wFien shown. TOP CHORD 2-3= 20135/7480, 3-4=-16872/6101, 4-5=-13024/4691, 5-6=1I13035/4693, 6-7= 16244/5762, 7-8=-17372/6107 BOT CHORD 2-14=-6633/17756, 13-14=-6633/17756, 12-13=-5306/14892, 11-12= 4948/14392, 10-11 =-5273/15278, 8-10= 5273/15278 1 WEBS 5-12— 3966/11087, 6-12— 4250/1586, 6-11 =-1 424/4165, 7-11=-734/308, 7-10=-449/1457, 4-12= 5081/2030, 4 13=-1895/5040, 3-13=-2906/1378, 3-14= 1509/3608 Structural wood sheathing directly applied or 2-11-8 oc purlins. Rigid ceiling directly applied or 8-3-12 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 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.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 4010 lb uplift at joint 2 and 3078 lb uplift at joint 8. 9) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 112 Truss, Single Ply Girder) or equivalent spaced at 8-0-0 oc max. starting at 2-3-4 from the left end to 18-3-4 to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-3-4 from the left end to Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111I1-7473 rev, 1010312016 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW 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, WeANS07Pf1 CuaBtyCrfferb, DSB-89 and SCSI Sulld hg Component 6904 Parke East Blvd. Safety fnfonnaffonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ► city Ply T14927910 1504843-GHO-98MW B01G Common Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.22U s May Z4 Zg16 MI I eK maustries, Inc. -ja1 Aug Lb 1 b:41:Z9 ZU1 a rage z I D:ACzXF5ZNyEa_pNO9dnkZfEyGOD2-V EK7tvXH2Ootnd5crXfhArAeECSRy7mhjezJe5ykGC5 NOTES- 11) Use Simpson Strong -Tie HHUS26-2 (14-1 Od Girder, 4-10d Truss) or equivalent at 16-2-8 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1976 lb down and 691 lb up at 6-1-4, and 1976 lb down and 693 lb up at 8-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Special hanger(s) or other connection device(s) shall be provided at 7-2-4 from the left end sufficient to connect truss(es) to front face of bottom chord. The design/selection of such special 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: 1-5= 70, 5-9=-70, 2-8— 20 Concentrated Loads (lb) Vert: 13=-1976(F) 14=-1738(F) 21=-1762(F) 22— 1976(F) 23=-1994(F) 24=-1981(F) 25= 1981(F) 26=-1982(F) 27= 1563(F) Q WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MO-7473 rev. f0/03/2015 BEFORE USE Design valid for use only with WOO 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 MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSbVII 9ualHyCiBerla, DSO-89 and BCSI SuHding Component 6904 Parke East Blvd. Safety /nfonnaBonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply — T14927911 1504843-GHO-98MW B02 COMMON 5 1 Job Reference (optional) Builc m 0, 15-4-8 m 17 LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.22 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -AS Weight- 119lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No-3 REACTIONS. (lb/size) 2=1199/0-8-0, 6=1199/0-8-0 Max Horz 2= 303(LC 6) Max Uplift 2=-492(LC 9), 6=-492(LC 9) Max Grav 2=1222(LC 13), 6=1222(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1802/590, 3-4=-1608/610, 4-5=-1608/610, 5-6=-1803/5910 BOT CHORD 2-10— 329/1744, 8-10= 93/1116, 6-8— 329/1545 WEBS 4-8=-192f709, 5-8— 467/249, 4-10= 192f708, 3-10=-467/249 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu'rrent 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 truss to bearing plate capable of withstanding 492 lb uplift at joint 2 and 492 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGEMII-7473 rev. MUMS 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, seeANS&VII Quality CATedd, DSO-89 and BCSI BugdIng Component 6904 Parke East Blvd. Safety lntormaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 Qty Ply T14927912 1504843-GHO-98MW B03 HIP 1 1 Job Reference (optional) Bulk 12d-0 m 0 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 O.b3 Vert(LL) 0.07 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.14 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 124 ib FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1199/0-8-0, 8=119910-8-0 Max Horz 2= 289(LC 6) Max Uplift 2= 492(LC 9), 8=-492(LC 9) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1839/579, 3-4=-1281/491, 4-5=-1033/475, 5-6=-1033/475, 6-7=-1281/491, 7-8=-1839/579 BOT CHORD 2-12= 324/1697, 11-12=-324/1697, 10-11= 324/1577, 8-10= 324/1577 WEBS 3-11= 680/247, 7-11=-681/247, 5-11= 190/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 lost 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 492 lb uplift at joint 2 and 492 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alhani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Date: August 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1e/03/2015 BEFORE USE. Design valid for use only with MOek® 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 MOW Is always recidred for stablllty 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, seeANS&VII Cuai9y CrCeft DSB-89 and BCS1 BuRd/ag Component 6904 Parke East Blvd. Safety/nformafAanovallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply T14927913 1504843-GHO-98MW B04 HIP 1 1 Job Reference (optional) Builr Mi m 0 4 m 0 9-0-0 5-4-0 9-0-0 Plate Offsets (X Y)-- [4:0-3-0 0-2-71 [5:0-3-0 0-2-71 I LOADING (psf) SPACING- 2-0-0 CsL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:47 Vert(LL) -0.17 11-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.34 11-20 >828 180 BCLL 0.0 ' Rep Stress Incr YES W B 0:,18 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1199/0-8-0, 7=1199/0-8-0 Max Horz 2=-245(LC 6) Max Uplift 2= 492(LC 9), 7= 492(LC 9) Max Grav 2=1272(LC 13), 7=1272(LC 14) I FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1838/578, 3-4= 1600/557, 4-5=-1344/514, 5-6= 1601/557, 6-7=-1839/578 BOT CHORD 2-11= 310/1742, 9-11=-181/1431, 7-9= 310/1559 WEBS 3-11=-466/200, 4-11 =-I 15/578, 5-9= 115/579, 6-9=-467/200 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16fh B=60ft; L=449fF eave=46fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcutrent 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 492 lb uplift at joint 2 and 492 lb uplift at joint 7. 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. Thomas A. A[bani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. f0/03,2015 BEFORE USE R� Design valid for use only with MITek® connectors. lhls 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 �AT IYl eW is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII aualOyCdfgda, DS9-89 and BCSI BuRdktg Component 6904 Parke East Blvd. Sofglyintonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14927914 1504843-GHO-98MW B05G HIP GIRDER 1 1 Job Reference (optional) Butiders Flrstbource, t-on Mace, FL S4y45 oar n�u''y" u r o.v au cv ro rage r ID:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-sC7owcbQtxR9tP_ae5EstytXVDGTdUBQswg4JJykGCO -2-0-0 3-9-4 7-0-0 11-8-0 16-4-0 19-6-12 23-4-bb 25-4-0 2-0-0 3-9-4 3-2-12 4-8-0 4-8-0 3-2-12 3-9- 2-0-0 Scale = 1:45.1 5x8 = ' 5x8 = 4 i 26 5 27 6 i 6.00 12 3x4 i 25 I 28 3x4 3 7 ST1.5x8 STP = 2 m N LLI r o I ` 14 29 13 12 11 30 10 5x8 = 6x8 = 7x10 = 6x8 = 11 18-0 ST1.5x8 S 5x8 = 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 0.64 Vert(LL) 0.20 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.30 12 >921 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Hot-z(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD 4-6: 2x4 SP No.2 BOT CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2661/0-8-0, 8=2661/0-8-0 Max Horz 2=-201(LC 30) Max Uplift 2=-1132(LC 9), 8=-1132(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5190/2003, 3-4= 4841/1921, 4-5=-4468/1814, 5-6=-4468/1814, 6-7=-4841/1921, 7-8=-5190/2003 BOT CHORD 2-14= 1638/4635, 13-14= 1638/4635, 12-13= 1458/4221, 11-12= 1458/4221, 10-11 =-1 638/4635, 8-1 0=-1 638/4635 WEBS 4-13=-581/1479, 4-12= 175/394, 5-12= 348/228, 6-12= 175/394, 6-11— 581/1479, 3-13= 648/237, 7-11= 648/236 Weight: 151lb FT=20% Structural wood sheathing directly applied or 2-5-0 oc purlins. Rigid ceiling directly applied or 7-9-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDI--3.Opsf; h=16ft B=soft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1132 lb uplift at joint 2 and 1132 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 555 lb down and 275 lb up at 5-0-5, and 555 lb down and 275 lb up at 18-3-11 on top chord, and 7 lb down and 44 lb up at 5-0-5, 1032 lb down and 439 Ib up at 7-1-4, and 1032 lb down and 439 lb up at 16-2-12, and 7 lb down and 44 lb up at 18-3-11 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 m 0 C6 9 9 6 Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11411-7473 rev. 10/032016 BEFORE USE Design valid for use only with Milek® 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 verlty 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, seeANS//IP/l QualityCrllenh, DSB.89and SCSI BuBd/nQComponent 6904 Parke East Blvd. Safety/nlormallon►avaiiable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type + Qty Ply T14927914 1504843-GHO-98MW B05G HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.2-20 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 1 a.-+1.33 2018 Page 2 I D:ACzXF5ZNyEa_pN Q9dnkZfEyGOD2-sC70wcbQtKR9tP_ae5EsMXVDGTdU BQswg4JJykGCO LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 6-9— 70, 2-8=-20 Concentrated Loads (lb) Vert: 13= 1032(B) 11=-1032(B) 25=-454(B) 28=-454(B) 29=24(B) 30=24(B) ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11911-7473 rev, IWON2015 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 fabricailon. storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 CualltyCldeft DS949 and SCSI BuOdLag Component 6904 Parke East Blvd. Safety/ntalmatlbnovailabte from Truss Plate Institute.218 N. Lee Street, Suite 312. Alexandrid, VA22314. Tampa, FL 33610 Job Truss Truss Type ` Qty Ply T14927915 1504843-GHO-98MW C01G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 tl 72U S f41ay Z4 ZU7 n r41r I eK IOWSIrieS, urc. oar nuy co r o:9I:J`i Gv r o rayn r I D:FOzOEfHnMVNaUwbMujnL80yhMl5-KOhO8yc2eEZOVYZmCom5Q6PnkdUjM_OZ5aQdrmykGC? 1 -2-0-0 0-9-0� 4-6-0 m 0 2XI 0 1 4 HTU26 7x10 = 7x10 = HTU26 Scale = 1:27.9 0-9-0 1-9-0 0-9-0 1-0.0 4-6-0 '2-9-0 7-3-0 2-9.0 8-3-0 1-01 -0 , 9-0-0 , 9 00 9 00 Plate Offsets (x Y)-- i10:0-4-8 0-4-81 i11:0-4-8 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 0.29 Vert(LL) 0.07 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.10 10-11 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 148 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 `Except' 2-13,6-8: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1701/0-8-0, 6=2344/0-8-0 Max Horz 2=146(LC 7) Max Uplift 2=-759(LC 9), 6= 993(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 11-13, 8-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2784/988, 3-4=-1770/809, 4-5=-2443/1056, 5-(3=-4058/1'453 BOT CHORD 2-13=-840/2476, 11-13=-219/590, 3-13=-183/409, 10-11=-434/1347, 8-10— 380/963, 5-8= 313/678, 6-8=-1233/3595 WEBS 4-11=-249/449, 4-10=-646/1493 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 1 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1611t; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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 759 lb uplift at joint 2 and 993 lb uplift at joint 6. 9) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dxl 112 Truss, Single Ply Girder) or equivalent at 4-8-12 from the left end to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 7-0-4 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGEM1F7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI1 Qua/Sy CrBedq DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntormallorgvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927915 1504843-GHO-98MW C01G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MI I eK industries, Inc. Sat Aug 25 15:41:34 2u18 rage G I D:FOzOEfHnMVNaUwbMuj nLBOyhMl5-KOhO8yc2eEZOVYZmCom5Q6PnkdUj M_oZ5aQdrmykGC? LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7= 70, 13-20= 20, 11-12=-20, 10-11=-20, 9-1O 20, 8-23= 20 Concentrated Loads (lb) Vert: 10— 974(F) 26= 1914(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mn EK"REFERANCE PAGEMII-7473 rev. 10103)2015 BEFORE USE Design valid for use only with MITek8 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 tracing 11AiTek" 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, seeANSUIPtt QuaIByCINGda, DSB-89 and SCSI BD6d/ng Component 6904 Parke East Blvd. Safety InfonnoHonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' city Ply T14927916 1504843-GHO-98MW CO3 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.2-20 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15A1:35 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnLBOyhM15-oaFnLlcgOYht7i8ylW HKyJyxoi_D5UAjKE9BNCykGC_ -2-0-0 1 0-9-0 I 4-6-0 i 7-3-0 1 9-0-0 1 11 ^0^0 cm 0 12 11 10 3x6 = I 3x6 = 7-3-0 1 8-3-0 . 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 10-11 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.04 10-11 >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 FBC2017(rPI2014 Matrix -AS Scale=1:26.0 PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied. Except: 3-11,5-10: 2x4 SP No.3 6-0-0 oc bracing: 11-13, 8-10 WEBS 2x4 SP No.2 `Except` 4-11,4-10: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=576/0-8-0, 6=577/0-8-0 Max Horz 2=146(LC 7) Max Uplift 2= 268(LC 9), 6= 268(LC 9) Max Grav 2=582(LC 13), 6=582(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-529/0, 3-4=-513/98, 4-5= 513/98, 5-6=-530/0 BOT CHORD 2-13=0/513, 6-8=0/476 WEBS 20-21=0/414, 13-20=0/411, 8-21=0/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OPsf; BCDL=3.Opsf; h=16ft B=60ft; L=449ft; eave=46ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This 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 268 lb uplift at joint 2 and 268 Ito uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. CO I- 6 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of designparametersand 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, seeANSVW11 Qualify CiEedb, DSB-89 and SCSI Buildtag Component 6904 Parke East Blvd. Safety informaBonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927917 1504843-GHO-98MW CO3GE GABLE 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 Mi t ex industries, inc. sat Aug 26 15.41:36 2018 rage r I D: FOzOEf H nMV N aU wbMujn LBOyhM 15-Gnp9Zed 19spkksi 9J DoZVXV6XRLygyJsYuvkveykGBz -2-0-0 4-6-0 9-0-0 11-0-0 2-0-0 4-6-0 4-6-0 2-0-0 m 'I 0 9-0.0 Scale=1:25.0 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 9 n/r 90 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.06 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S j Wind(LL) 0.01 9 n/r 120 Weight: 53 lb FT = 2096 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-0-0. (lb) - Max Horz 2=141(LC 7) Max Uplift All uplift 100 lb or less at joints) 14, 10 except 2= 290(LC 8), 8=-290(LC 8), 13= 112(LC 8), 11=-112(LC 8) 1 Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=319(LC 1), 8=326(LC 14) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1 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 ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10 except Qt=lb) 2=290, 8=290, 13=112, 11=112. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component noY �� a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW 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, seeANSU7PIr QualityCAfenh, DSB-89 and BCSI BuBdhrg Component 6904 Parke East Blvd. Safety /ntormationovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply T14927918 1504843-GHO-98MW CJ1 JACK -OPEN 6 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15:41:37 2018 Page 1 ID: FOzOEfHnMVNaUwbMujnLBOyhM15-kzNXm_exw9xbMOHLtwJoI k1 H5ghyZP_?nYeHR5ykGBy -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:10.3 1-0-0 Plate Offsets (X,Y)-- f2:0-0-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 6.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-42/Mechanical, 2=353/0-8-0, 4=-73/Mechanical Max Horz 2=115(LC 9) Max Uplift 3=-42(LC 1), 2= 338(LC 9), 4=-75(LC 13) Max Gram 3=66(LC 9), 2=365(LC 13), 4=103(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=soft; L=449ft eave=46ft; Cat. II; Exp C; Encl., GCpi=0-18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable, of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=lb) 2=338. Thomas A. Albani PE No.39380 MiiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND /NCLUOED M/TEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not at a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII Cua/ByC18e11a, DSB-69 and BCSI Buirding Component 6904 Parke East Blvd. Safety fn/otmaNanavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14927919 1504843-GHO-98MW CJ3 JACK -OPEN 4 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.2-20 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15.41:38 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-D9xv_KfZhT3S_AsXReg1 ayaSgE11 IsE9000rzXykGBx -2-0.0 3-0-0 _ 2-0-0 3-0-0 co 0 3-0-0 I6 Scale=1:15.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0100 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=63/Mechanical, 2=334/0-8-0, 4=16/Mechanical Max Horz 2=168(LC 9) Max Uplift 3=-30(LC 5), 2= 227(LC 9) Max Grav 3=77(LC 13), 2=345(LC 13), 4=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- i 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.6psf; BCDL=3.Opsf; h=16ft; B=60ft L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncondurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable,of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=227. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,111-7473 rev. 10917=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a fru s 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 fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&IM1I CualEyCrBeda, DSB-89 and BCSI Bugd/ng Component 6904 Parke East Blvd. Safety Infonnatbnavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14927920 1504843-GHO-98MW CJ3A JACK -OPEN 1 1 • Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.2Lo s May 24 2018 MI I ex industries, Inc. Sat Aug 25 T 5.41:38 2018 rage 1 ID:FOzOEfHnMVNaUwbMujnL80yhMI5-D9xv_KfZhT3S_AsXReg1 ayaSgE111sEgOCOrzXykGBx 3-0.0 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 4-10 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 6.08 Vert(CT) -0.01 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 01.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 Scale=1:15.3 I6 PLATES GRIP MT20 244/190 Weight: 17lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=334/0-8-0, 4=16/Mechanical Max Horz 2=168(LC 9) Max Uplift 3=-30(LC 5), 2= 227(LC 9) Max Grav 3=77(LC 13), 2=345(LC 13), 4=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=227. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. 10103,2015 BEFORE USE. Design valid for use only with Mireke 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 WeV 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, seeANSI/711 Quality Ci fetid, DS049 and BCSI Str9ding Component 6904 Parke East Blvd. Safety infonnallon]vallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14927921 1504843-GHO-98MW CJ3B JACK -OPEN GIRDER 1 1 Job Reference (optional) Builders Firssource, Fort Piece, FL 34945 2x4 = 8,220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15:41:39 2018 Page 1 I D:FOzOEfHnMVNaUwbMuj nLBOyhMl5-hM UH BgfBSnBJbKRj_LLG797gKeLJ 1 JUI Fs7OVzykGBw 3-0.0 3-0-0 3-0-0 3-0-0 Plate Offsets (X,Y)-- f1:0-1-4,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 3-6 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0:21 Vert(CT) -0.02 3-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=161/0-8-0, 2=98/Mechanical, 3=168/Mechanical Max Horz 1=80(LC 9) Max Uplift 1=-16(LC 9), 2=-55(LC 9) Max Gram 1=162(LC 25), 2=112(LC 25), 3=168(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale:1'=1' PLATES GRIP MT20 2441190 Weight: 10 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable -of withstanding 100 lb uplift at joint(s) 1, 2. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 3-4=-20 Concentrated Loads (lb) Vert: 7=-163(B) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cott $634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING- Verity design parameter.end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, seeANS&?P11 ®ualflyCdfefk{ DSB-89 and BCS1 BuQdIng Component 6904 Parke East Blvd. Safety Intolmatibmivailabie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply T14927922 1504843-GHO-98MW DOI ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220s may 24 2Oi a Ivn I etc Inausmes, mc. Sat Hug za r o.41:40 w 1 o rage r I D:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-9Y2gO?gpD4JADTOwY3tVfNfiO2fpmdiST W tx2PykGBv -2-0-0 5-3-0 9-2-8 10-6-0 2-0-0 5-3-0 3-11-8 1-3-8 4x6 = i•3.8 1-7-e 5-3-0 9-1-8 9-r''r8*1 110-8 0 3-10.8 0- 0 0-9-8 Scale: 3/8°=1' Plate Offsets (X Y)-- 17:Edge 0-4-81 LOADING (pst) SPACING- 2-0-0 CSI- DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.01 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC b.38 Vert(CT) 0.01 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0..58 Horz(CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 69lb 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. 8-9: 2x4 SP No,3, 7-8: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=440/0-8-0, 10=1716/0-8-0 I Max Horz 12=468(LC 7) Max Uplift 12= 281(LC 9), 10=-573(LC 9) j Max Grav 12=440(LC 1), 10=2023(LC 15) FORCES. Qb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 507/547, 3-4= 113/397, 4-5— 123/383, 5-6=-596/2532„6-7=309/1394 BOT CHORD 2-12= 460/566, 11-12=-556/425, 10-11=-2367/463, 9-10= 2367/463, 6-9=-2200/595 WEBS 3-12=-394/343, 5-10= 1729/446, 5-11=-364/1940, 4-11=-480/204, 3-11=-301/254, 7-9= 310/128 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=281, 10=573. 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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 (pit) Vert: 1-4=-70, 4-6= 70, 9-16=-20, 7-8=-20 Concentrated Loads (lb) Vert: 7=-1076(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGEMII-7473 rev. f0/03/2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicabilily 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 MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Qualify Ci ferta, DS949 and SCSI Building Component 6904 Parke East Blvd. Safety/nfomlaHarnvailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ; Qty Ply T14927923 1504843-GHO-98MW D02 COMMON 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 -2-0-0 4x6 = ti 2zu s May z4 zuT d Mi 1 ex 1ndusiries, inc. Jar Aug 25 75:47:4I za 1 a rage i Scale: 1/2"=1' m v 0 1-8-0 1- -13 5-3-0 , 8-7-4 8 9 0 10-6-0 1-8-0 0- - 3 3-5-3 : 3-4-4 0- - 3 1-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.08 9 >994 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.58 Vert(CT) -0.08 9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 50lb FT=20% LUMBER- j 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 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=613/0-3-9, 8=629/0-3-9 Max Harz 10=162(LC 7) Max Uplift 10=-416(LC 9), 8=-519(LC 9) Max Grav 10=628(LC 17), 8=640(LC 18) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-1 0=-1 83/277, 9-10= 186/277, 8-9— 186/277, 6-8=-186/277 WEBS 3-10=-387/233, 5-8=-387/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft; L=449ft; eave=46ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This 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) 10=416, 8=519. 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. Thomas A. Albani PE No.39360 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/012015 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 Plot 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANS&VI1 QUaIHyCrBeda, DSB-89 and BCSI Bafrdlrrg Component 6904 Parke East Blvd. Safety /nformaBot/available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14927924 1504843-GHO-98MW D03 COMMON 1 1 Job Reference (optional) Builders FirstSource. Fort Piece. FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15:41:42 2018 Page 1 10-6-0 m 17 0 LOADING (psf) SPACING- 2-0-0 CSI. ; DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 10.67 Vert(LL) 0.13 7-20 >809 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.12 7-20 >852 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 53 lb FT = 20'o LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=500/0-8-0, 8=742/0-8-0 Max Horz 8=162(LC 7) Max Uplift 5=-412(LC 9), 8=-527(LC 9) Max Grav 5=505(LC 18), 8=742(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-259/181, 4-5= 276/174 WEBS 3-8=-445/300 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDI~,9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This 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 at=lb) 5=412, 8=527. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIh7473 rev. 101032015 BEFORE USE Design valid for use only with MIek0 connectors. This design is based only upon parameters shown, and is for an Individual building component not � a It= system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW Is always 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, seeANSUWII Cual6yCl8ella, DSO-69 and SCSI Building Component 6904 Parke East Blvd. Safely fnformationavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927925 1504843-GHO-98MW D03A COMMON 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15:41:42 2018 Page 1 ID:FOzOEtHnMVNaUwbMujnLBOyhMl5-5wAQphi3liZuSnAlgUvzkol81 rLoEfskxgM261ykGBt -2-0-0 5-3-0 10-6-0 12-6-0 2-0-0 5-3-0 5-3-0 2-0-0 4x6 = 2w Scale=1:25.5 m I� c4 11 0 5-3-0 5-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 6-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC i 0.28 Vert(CT) -0.04 6-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB . 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=621/0-8-0, 4=621/0-8-0 I Max Horz 2=162(LC 7) Max Uplift 2= 503(LC 9), 4= 503(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-598/414, 3-4=-598/414 BOT CHORD 2-6— 189/471, 4-6_ 189/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; 13=601t; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=503, 4=503. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Btvd. Tampa FL 33610 Date: August 26,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and 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 MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IP/l Cual9yCf9eda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/ntafmaHonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927926 1504843-GHO-98MW D04GE GABLE 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 M1Tek industries, Inc. Sat Aug 25 15:41:43 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-Z7ko11 ihW?hl4xlVDBQCH?HlmFkhz74u9U5cekykGBs -2-0-0 5-3-0 10-6-0 12-6-0 2-0-0 5-3-0 5-3-0 2-0-0 4x6 = m 0 Scale: 1/2°=1' m I� 0 10-6-0 10-6-0 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 9 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.06 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.01 9 n/r 120 Weight: 61 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-6-0. (lb) - Max Harz 2=-157(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 14, 10 except 2=-265(1_C 8), 8=-265(LC 8), 13� 105(LC 8), 11= 105(LC 8) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=317(LC 1), 8=325(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10 except (jt=lb) 2=265, 8=265, 13=105, 11=105. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with Mllek:0 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 WeW 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, seeAArSU/P/r CaaltlyCdeda, DSB-89 and BCS1 BUQdV Component 6904 Parke East Blvd. Safety lnformationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ally Ply T14927927 1504843-GHO-98MW E01 MONOPITCH 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 16.41.44 2018 Page 1 1 D:ACzXF5ZNyEa_pNQ9dnkZtEyGOD2-1 J IAENjKHJpbi5KhnvxRgDgPXfxai N7108r9BBykGBr -2-0-0 7-10-12 14-3-0 16-0-0 2-0-0 7-10-12 64-4 1-9-0 m 2x4 6 3x4 = CX4 I I JX0 — 3x4 11 0 0 N Scale=1:49.7 Plate Offsets (X,Y)--(2:0-0-8,Edgel,(3:0-3-0,0-3-41,f9:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1 0.59 Vert(LL) 0.10 10-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.22 10-16 >855 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.10 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 102 lb FT = 20'% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 JOINTS REACTIONS. (lb/size) 6=725/Mechanical, 2=874/0-8-0 Max Horz 2=517(LC 5) Max Uplift 6=-249(LC 5), 2= 365(LC 9) Max Grav 6=830(LC 13), 2=909(LC 13) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1002/277, 3-4=-429/166 BOT CHORD 2-10= 295/930, 9-10= 295/929, 7-9=-161/552, 4-7= 210/429 WEBS 3-10=0/301, 3-9= 851/345, 4-6=-696/332 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 7-9 1 Brace at Jt(s): 7 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 6=249, 2=365. 6) 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMY--7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MoTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII GualByCl9ada, DSB-89 and BCSI SuBdalg Component 6904 Parke East Blvd. Safety lnfonnaBonavattable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927928 1504843-GHO-98MW E02 MONOPITCH 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 Run: 8.200 s Jun 12 2018 Print: 8.220 s Aug 13 2018 MI I aK Industries, Inc. sun Aug 26 07:59:02 2018 rage 1 I D:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-KIMU iG4Ko41 wDDLLRI OMY7K_DpJSCM8BMz8W w5yk21t i -2-0-0 2-7-0 4-7-0 8-0-0 13-5-015-3-0 1--o 0 2.0-0 2-7-0 2.0.0 3-5-0 5�-0 1-10-0 b9-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 15.0 Lumber DOL 1.25 BC 10.74 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 BCDL 10.0 Code FBC2017ITP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.1 'Except' 6-8: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 3-17: 2x6 SP No.2, 4-14: 2x4 SP No.1, 7-13,10-12: 2x4 SP No.3 WEBS 2x4 SP No.3 I OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=706/Mechanical, 2=863/0-8-0 Max Horz 2=518(LC 5) Max Uplift9=-256(LC 9), 2=-364(LC 9) Max Grav9=812(LC 13), 2=898(LC 13) 3x4 11 8 0 0 N Scale=1:47.1 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.31 16 >607 240 MT20 244/190 Vert(CT) -0.50 16 >380 180 Horz(CT) 0.17 9 n/a n/a Weight: 112 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-954/123, 3-4=-514/108, 4-5=-1056/275, 5-6= 1223/390, 6-7= 460/180 BOT CHORD 2-17=-210/759, 4-16— 409/1275, 15-16=-399/1245, 14-15=-399/1243, 11-14=-161/506, 7-11 =-1 89/441, 9-1 0=-1 52/291 WEBS 6-15=-39/349, 7-9= 670/307, 6-14=-1089/417, 5-16=-416/164 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are 2x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 lb uplift at joint 9 and 364 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCEPAGEMII-7473 rev. 10/03I2015 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 buiiding 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, seeANSI/►Pll Cua0lyCi feria, DSB-89 and BCS1 Bu(Id/ng Camponanf 6904 Parke East Blvd. Safety lnfwmaBarlavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T14927929 1604843-GHO.98MW E03 MONOPITCH 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 Hun: 8.200 s Jun 12 2018 Pnnt: 8.220 s Aug 13 2018 Mu eR rntlusmes, Inc, sun Aug 28 01:59:03 2018 rage 1 I D:ACzXF5ZNyEa—pN Q9dnkZtEyGO D2-oxwswc5yZ09 nrNwY?Ovb5Kt9zDfhxpOlbdt3SXyk2ls -2-0-0 2-7-0 4-7-0 8.0.0 13-5-0 15-3-0 76-0-Q r 2-0-0 2-7.0 2-0-0 35-0 5-5-0 1-10-0 0-9-0 Scale=1:41.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC , 0.76 BC 0.74 WB 0.82 Matrix -AS DEFL. in Vert(LL) 0.34 Vert(CT) -0.50 Horz(CT) 0.17 (loc) I/dell Ud 16 >555 240 16 >380 180 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except` MiTek recommends that Stabilizers and required cross bracing 3-17: 2x6 SP No.2, 4-14: 2x4 SP No.1, 7-13,10-12: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=706/Mechanical, 2=863/0-8-0 Max Horz2=518(LC 9) Max Uplift9_ 339(LC 9), 2— 281(LC 9) Max Grav9=812(LC 13), 2=898(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 886/0, 3-4=-304/0, 4-5� 1055/110, 5-6=-1221/241, 6-7=-389/15 BOT CHORD 2-17=-228/759, 4-16=-520/1276, 15-16— 507/1246, 14-15— 507/1244, 11-14=-149/506, 7-11=-112/440, 9-10— 122/293 WEBS 6-15=-48/349, 7-9= 669/281, 6-14=-1089/438, 5-16= 417/197 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=601t; L=449fC eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are 2x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 9 and 281 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MfTekO 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 wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMIJ Qua/ByClBerta, DSB-89 and BCS/BugdIng Component 6904 Parke East Blvd. Safety fntonnatlolgvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 714927930 1504843-GHO-98MW E04G HALF HIP 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, Ft.34945 stun:8.210 s Feb 23 2018 Prinz:8.220 s Aug 1s 2018 Mrrex inausmes, inc. Sun Aug zo 0 aa:w 20ra rage I D:ACzX F5ZNyEa—pNQ9dnkZf EyG OD2-oxwswc5yZ09nrNwY?Ovb5Kt7hDf6xnilbdt3SXyk21s 14-9-0 -2-0-0 2-7-0 i 4-7-0 73-8 i 13-5-0 14:1 r 16-0-0 2.7A r 2-0-0 2-&9 6-1-8 -7 0-9-0 1-3-0 4x6 = 4x6 = 6.00 12 7 8 TP= 0 0 N Scale: 1/4°=1' 3x4 = ax8 11 i 16-0-0 i 2-7-0 i 4-7-0 1 7-3-8 13-5-0 14-9-0 15-3-0 F-: 2-0-0 2-B-B 6-1-B 1.4-0 as-o Plate Offsets (X Y)-- f2:0-3-8 Edge) f2:0-2-8 Edgel f3:0-5-10 0-0-01 f4.'0-7-0 Edgel f6:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.24 4-18 >803 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC ' 0.71 Vert(CT) -0.36 4-18 >531 180 BCLL 0.0 ' Rep Stress Incr YES WB 10.93 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code F602017/TP12014 Matrix -AS Weight: 112lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 `Except` 8-9: 2x6 SP No.2 BOT CHORD 2x4 SP No2 `Except` 7-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 3-19: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=696/0-8-0, 2=884/0-8-0 Max Horz 2=448(LC 5) Max Upliftl0= 244(LC 5), 2=-380(LC 9) Max Grav 1 0=762(LC 13), 2=927(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3� 447773, 3-4= 447/88, 4-5=-1153/315, 5-6=-1261/392, 6-7=-428/183, 7-8=-331/220, 8-9=-301/224, 9-10= 633/256 BOT CHORD 4-18=-431/1292, 17-18= 425/1274, 16-17=-425/1272, 14-16— 122/419 WEBS 6-17= 7/318, 6-16=-1060/399, 9-14=-253/694, 5-18— 298/113 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 10 and 380 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39390 MiTTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/0=015 BEFORE USE. Design valid for use only with MiTek® connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verily the applicability of design parametersand 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, seeANSYMIi OualBy Criteda, DS"9 and SCSI BnHding Component 6904 Parke East Blvd. Safety/nfmmaflanavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927931 1504843-GHO-98MW E05 HALF HIP 1 1 Job Reference (optional) uuiraers trrsi6ource, tort Yrece, tL Li494, rtu¢ a.L I V s rno w to 10 rnm. a.ecv s nuy 10 cv ro 1vn 1 an uwuauws, uw. um1 nuy w w .w.w cv ro rayo , I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-G8UE7y5aKiH eTXVkZjQgeYQI Rc?rgP6RgHdd?yk21r -2-0-0 2-7-0 4.7-0 73-8 i 12-0-0 115-0 14-9-0 i 16.0-0 i 2-7-0 2-0.0 2•B-8 -- -- 4-8-8-0 1-3-0 4x6 = 6 30 3x4 = P= 16-" 9.7.n d-]11 7.1. 191 12.&0 14.9-0 16-24) Scale = 1:39.5 2-7-0 2-" 1 2-8-8 4-8-8 1-5-0 I 1.4-o 0.9-0� Plate Offsets (X Y)-- j2:0-3-8 Edgel f2:0-2-8 Edge) (3:0-5-10 0-0-01 i4:0-7-0,Edgel 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 0.84 Vert(LL) 0.24 4-18 >808 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.36 4-18 >524 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 113 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: 8-15,11-13: 2x4 SP No.3 10-0-0 oc bracing: 10-11 WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-16 3-19: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=696/0-8-0, 2=884/0-8-0 Max Horz2=387(LC 5) Max Upliftl O=-242(LC 5), 2=-384(LC 9) Max Grav 10=725(LC 13), 2=928(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-392/54, 3-4=-398/68, 4-5=-1133/311, 5-6=-1251/394, 6-7=-406/181, 7-8=-294/199, B-30=-308/199, 9-30=-308/199, 9-10=-588/242 BOT CHORD 4-18= 426/1259, 17-18= 419/1239, 16-17=-419/1239, 14-16= 133/449 WEBS 6-17=-12/328, 9-14= 214/596, 5-18=-320/117, 6-20=-1022/373, 16-20= 1049/387 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This 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 242 lb uplift at joint 10 and 384 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must 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 i iTek7 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, seeANSUM11 QuaUly CtCeft DS849 and BCSI Bugdfng Component 6904 Parke East Blvd. Safety infonnallorpvatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927932 1504843-GHO-98MW E06 HALF HIP 1 1 Job Reference (optional) � I Builders FirstSoutce, Fort Piece, FL 34945 Run: 8.210 s Feb 23 2018 Print: 8.220 s Aug 13 2018 MITek Industries, Inc. Sun Aug 26 07:59:05 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-kK1 dLH6C5?PV4h3w7Qx3AlyTKOHePonb2wMAXQyk2lq -2-0-0 2-7-0 a-7-0 6-6-6 10-0-0 13-s-o 14 1-00 16-0-0 2-0.0 2-7-0 2-0-0 2-1-8 3-3-81-4-0 7x10 , 28 4x6 = e Scale=1:34.2 Plate Offsets (X Y)-- (2:0-4-0 0-3-1) (3:0-5-2 0-1-01 (4:0-7-0 Edqe) (5:0-2-12 Edgel, i6:0-7-12,0-3-41 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) 0.46 16-17 >418 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.71 16-17 >268 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-8: 2x6 SP No.2, 2-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 `Except` 10-0-0 oc bracing: 9-10 4-15: 2x4 SP No.1, 7-14,10-12: 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=69610-8-0, 2=886/0-8-0 Max Horz 2=311(LC 5) Max Uplift9=-235(LC 5), 2=-387(LC 9) Max Grav9=696(LC 1), 2=925(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 342/33, 3-4=-342/46, 4-5=-770/167, 5-6=-911/327,I6-7=-308/182, 7-28=-340/188, 8-28= 340/188, 8-9=-533/216 BOT CHORD 4-17=-326/905, 16-17=-310/860, 15-16=-309/847, 13-15=-140/475 WEBS 6-16=-67/373, 6-15— 831/281, 8-13=-183/514, 5-17=-458/234 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 9 and 387 lb uplift at joint 2. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MITek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verify design parameters and READ NOTES ON TH1S AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. ]his 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 MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII AualByCrffedet DS849 and BCSI BuBding Component 6904 Parke East Blvd. Safoty informaBortavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927933 1504843-GHO-98MW E07 HALF HIP 1 1 [Job Reference (optional) Builders FirstSource, Fort Piece, FL a -45 Fun: u.nu s Feb zs zvio Prim, 6.220 s Aug w ev,o inn un i,u—i qua, i— o nag �v v,:uu:v a t wag= ID:ACzXF5ZNyEa pNQ9dnkZfEyGOD2-CWb?Yd7gsJXMige6g8SljzVevQegBGUkHa6k3syk21p -2-0-0 2-7.0 4-7-0 6-0-0 8-0-0 13-5-0 14-9-0 16-a0 2-ail 2-7-0 2-a0 1-5-0 2-ail 5-5-0 5x8 = CO 0 7 28 3x4 = Scale: 3/8°=l' 2-7-0 4-7-0 6-0-0 B•0-0 13-5-0 14.9-0 V4 16-0-0 � 2-7-0 2-0-0 1-5-0 2-0� 5-5-0 6-0 as-0 Plate Offsets (X Y)-- f2:0-4-0 0-3-11 f3:0-5-2 0-1-01 [4:0-7-0 Edge]f5.0-1-12 0-1-81 f6:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.15 4-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.23 4-17 >834 180 BCLL 0.0 Rep Stresslncr YES WB 0.35 Horz(CT) 0.14 9 n/a n1a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 102 Ib 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: 7-14,10-12: 2x4 SP No.3 10-0-0 oc bracing: 9-10 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation quide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=696/0-8-0, 2=886/0-8-0 Max Horz2=250(LC 5) Max Upiift9= 234(LC 5), 2=-390(LC 9) Max Grav9=696(LC 1), 2=915(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 300/14, 3-4=-299/27, 4-5=-1588/486, 5-6=-1031/360, 6-7=-510/233, 7-28=-545/233, 8-28— 545/233, 8-9=-492/181 1 BOT CHORD 4-17=-566/1664, 16-17=-567/1665, 15-16— 3331916, 13-15=-20/250, 7-13= 325/175 WEBS 6-16=-61/388, 8-13=-237/680, 6-15=-486/153, 5-16=-819/277 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This 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 234 lb uplift at joint 9 and 390 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown• and is for an Individual building component; not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANS&V11 QuafflyCrHoda, DS8-89 and BCS1 BuHdfng Component 6904 Parke East Blvd. Safety miannatfonavoilable from Truss Plate institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T14927934 1504843-GHO-98MW E08G HALF HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8,220 s May 24 2018 MiTek industries, Inc. Sat Aug 25 15.41:54 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-IEuyKorbwO4Bud4cN?7oEKF89hM72_wVhhGhXcykGBh 2-0-0 3-3-4 6-0-0 9-4-9 10-7-1 12-7-6 14-3-0 16-0-0 2-0-0 3-3-4 2-8-12 3.4-9 1-2-15 1-11-14 1-7-10 1-9-0 5x8 = 4x6 = 2x4 11 4x6 = 3 22 4 23 24 a 25 0 m d 2x4 :4= Scale=1:32.8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI.! TC 0.51 BC 0.70 WB � 0.47 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud -0.10 10-14 >999 240 -0.22 10-14 >873 180 0.02 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc pudins, BOT CHORD 2x4 SP No.2 `Except* except end verticals. 8-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 7-8 OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11, 13 REACTIONS. (lb/size) 7=725/0-8-0, 2=874/0-8-0 Max Horz 2=205(LC 33) Max Uplift 7=-259(LC 5), 2=-394(LC 9) Max Grav 7=776(LC 36), 2=922(LC 36) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1139/341, 3-4— 1490/626, 4-5=-1401/550, 5-6=-1401/550, 6-7=-541/224 BOT CHORD 2-14= 321/974, 11-13= 333/611, 8-11=-797/284 WEBS 6-11=-505/1289, 8-14=-324/904, 3-13=-375/646 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1 6ft; ;B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left avid right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) 7=259, 2=394. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 99 lb up at 6-0-0, 188 lb down and 86 lb up at 8-0-12, 188 lb down and 86 lb up at 10-0-12, 188 lb down and 86 lb up at 12-0-12, and 188 lb down and 86 lb up at 14-0-12, and 59 lb down and 21 lb up at 15-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 10-19=-20, 9-10= 20, 7-8=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cer36634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE mn-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual (wilding component not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overt, building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Qua/By CrBedb, DSB-89 and SCSI BuQdIng Component 6904 Parke East Blvd. Safety infonnaflorlavallabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927935 1504843-GHO-98MW EJ2 JACK -OPEN 6 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MI I eK Industries, Inc. Sat Aug zb 1 b:4i:bb zui tf rage i ID:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-DRSLY8sDhhC2W ntowiel mXnMs5gxnYRfwL?E42ykGBg -2-0-0 — 2-0-0 2-0.0 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=23/Mechanical, 2=309/0-8-0, 4= 9/Mechanical Max Horz 2=140(LC 9) Max Uplift 3= 14(LC 5), 2= 241(LC 9), 4= 9(LC 1) Max Grav 3=32(LC 13), 2=319(LC 13), 4=42(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1 °=1' PLATES GRIP MT20 244/190 Weight: 10 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load noncpncurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=241. Thomas A. Albani PE No.39380 l iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. lavX2015 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. Addillonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 QualByC18edo, DSB-89 and BCSI BuUding Component 6904 Parke East Blvd. Safety /ntonnatlonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city, Ply T14927936 1504843-GHO-98MW EJ5 JACK -OPEN 24 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MI I ek Industries, Inc. Sat Aug 25 1 b:47:b9 2018 rage 1 ID:FOzOEfHnMVNaUwbMujnLBOyhMl5-5CirOVvklwiT70za9YizwNyl kiAajMQFrzzSDpykGBc 2-0-0 5-0-0 r 2-0-0 5-0-0 m 0 rZ m 0 N Scale=1:20.2 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Verl(CT) -0.05 4-10 >999 180 BOLL 0.0 ' Rep Stress Incr YES WBI 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 23lb 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. OTHERS 2x4 SP No.3 i REACTIONS. (lb/size) 3=137/Mechanical, 2=403/0-8-0, 4=53/Mechanical Max Harz 2=222(LC 9) Max Uplift 3= 82(LC 9), 2=-217(LC 9) Max Grav 3=165(LC 13), 2=416(LC 13), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=161t; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=217. 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. Thomas A. Alban! PE No.39360 MITek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE M1h7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSWII GualByCdf®da, DSB-89and BCSI Budding Component 6904 Parke East Blvd. Safety Informationavaitabie from Truss Wale Institute. 218 N. Lee Street, Sune 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927937 1504843-GHO-98MW EJ5A HALF HIP SUPPORTED 2 1 Job Reference (optional) BUllders Flfstbource, Fort Niece, FL M945 mzzu s may Z9 zu 18 im I er, Illuut ulub, n1u. odl Huq GD lv:�c.vv a 10 rage 1 ID:FOzOEfHnMVNaUwbMujnLBOyhMl5-ZOGDbrwMW EgKcYYmjGDCTbUC16ZgSpOO4dj?IFykGBb -2-0-0 2-0-12 4-0-12 5-0-0 2-0-0 2-0-12 2-0-0 0-11-4 ' Scale=1:17.8 2-0-12 2-0-0 0-11-4 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.03 1 n/r 120 BCLL 0.0 `. Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 *Except* 10-11: 2x4 SP No.3 REACTIONS. All bearings 5-0-0. (lb) - Max Horz 2=173(LC 5) Max Uplift All uplift 100 lb or less at joints) 6, 7, 8 except 2=-256(LC 8) Max Grav All reactions 250 lb or less at joints) 6, 7, 8 except 2=318(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i NOTES- j 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs. exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8 except (jt=lb) 2=256. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCrSeda, DS949 and SCSI Building Component 6904 Parke East Blvd. Safety infonna®anavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927938 1504843-GHO-98MW EJ7 JACK -PARTIAL 5 1 Job Reference (optional) Builders FirstSource, - Fort Piece, FL 34945 mzzu s may z4 zu i a rvrr i en nruusuras, nlc. oar nuy za 1 a.Y4.V 1 LV 10 rays 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-2agcoBw_HXyBEi7yHzIROo1 HFW mkBGwXIHSZHiykGBa 2-0-0 5-0-0 7-4-0 2-0-0 5-0-0 2-4-0 2x, 7-4-0 7-4-0 Scale=1:25.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1 0.72 Vert(LL) 0.11 4-10 >793 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BCI 0.57 Vert(CT) -0.26 4-10 >331 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Mailrix-AS Weight: 31 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-7: 2x4 SP No.3 OTHERS REACTIONS. (lb/size) 3=220/Mechanical, 2=497/0-8-0, 4=86/Mechanical Max Horz 2=286(LC 9) Max Uplift 3=-140(LC 9), 2=-224(LC 9) Max Grav 3=262(LC 13) 2=515(LC 13) 4=132(LC 3) Structural wood sheathing directly applied. Rigid ceiling directly applied. I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less exce t when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=140. 2=224. 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. Thomas A. Albani PE No.39380 NflTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW 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, seeANS& P/I QualityCr9eda, DSO-89 and BCS/ Building Component 6904 Parke East Blvd. SmUfylofonnallolpvoliabte from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927939 1504843-GHO-98MW EJ7G JACK -OPEN 2 1 Job Reference (optional) Builders FirstSource, Fort Niece, FL U4945 tl.ZZU 5 I41Hy ZH ZV I O rVll 1 eR IINUJr IdS, mc. oar nuv ca r a.ffc.vc cv r o rave r ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-WnN_OXxc1r42ssi8rgGgYOaX vB4wgnhXxC6p8ykGBZ 2-0-0 4-11-9 7-0-0 2-0-0 4-11-9 2-0-7 4x6 = 5x6 = Scale=1:21.5 4-11-9 7-0-0 4-11-9 2-0-7 Plate Offsets (X Y)-- (4:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 Csl. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 B-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.04 8-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 40lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=545/0-8-0, 4=52 1 /Mechanical, 7=-7/Mechanical Max Horz 2=224(LC 9) Max Uplift 2=-280(LC 9), 4=-221(LC 5), 7=-18(LC 13) Max Grav 2=589(LC 29), 4=61 O(LC 29), 7=14(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-464/114, 3-4=-370/123 BOT CHORD 2-8=-129/380 WEBS 4-8=-231/695 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449fh eave=4611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 2=280, 4=221. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 125 lb up at 4-11-9 on top chord, and 327 lb down and 137 lb up at 4-11-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-70, 4-5=-30, 6-12=-20 Concentrated Loads (lb) Vert: 3=-67(F) 8=-224(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: August 26,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is lased only upon parameters shown, and Is for an Individual building component not �� th a truss system. Before use, e 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 Qua/ByCrBella, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety lnformaRonovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14927940 1504843-GHO-98MW EJ8 JACK -PARTIAL 1 1 Job Reference (optional) Buliders Hrstsource, Tort Niece, tL S4IJ4b O CZU 5 IVlay Z4 GV 1 O 7V7r r eR 7r1UUDU1eJ, InG. Jar NU9 GO 1 D:9GVG LV 1 O raye i I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-W nN_OXxc1 r42ssiBrgGgYOaYDvArwfphXxC6p8ykGBZ 2-0-0 3-6-0 7-4-0 2-0-0 3-6-0 3-10-0 2x, 3-6-0 7-4-0 3-6-0 3-10-0 Scale = 1:25.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC' 0.38 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC1 0.26 Vert(CT) -0.03 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 39lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 I BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=113/Mechanical, 2=683/0-8-0, 5=358/Mech nical Max Horz 2=286(LC 9) Max Uplift 4=-82(LC 9), 2=-287(LC 9), 5=-108(LC 9) Max Grav 4=134(LC 13), 2=719(LC 13), 5=401(LC 13) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-854/126 BOT CHORD 2-6=-24I f782, 5-6=-241/782 WEBS 3-5= 862/265, 3-6— 60/438 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=287, 5=108. 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. 7) Use Simpson Strong -Tie HTU26 (10-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 3-6-0 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-10=-20 Concentrated Loads (lb) Vert: 6=350(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 1010 MIS BEFORE USE. Design valld for use only with Mnek6 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, WOANSWII Cua111yCdterlo, DSB-89 and SCSI BuIldtrtg Component 6904 Parke East Blvd. Safety lnfofmaMofpvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927941 1504843-GHO-98MW EJBG JACK -OPEN 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MI i eK industries, Inc. Sat Aug 26 15:42.03 2018 rage 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-_zxM DtyEo9CvTOHLOOnv5D6ikJSkf4FgmbxfMaykGBY -2-0-0 3-7-8 2-0-0 3-7-8 LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BOLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 2x4 11 4 CSI. DEFL. in Qoc) I/defl Ud TO, 0.40 Vert(LL) -0.02 6-11 >999 240 BCi 0.54 Vert(CT) -0.04 6-11 >999 180 WB 0.40 Horz(CT) 0.01 5 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 I BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1340/0-8-0, 5=1 05 1 /Mechanical Max Harz 2=274(LC 22) Max Uplift 2= 619(LC 9), 5= 41 B(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1362/407 BOT CHORD 2-6=-469/1206, 5-6=-469/1206 WEBS 3-6=-346/984, 3-5=-1375/535 Scale=1:26.5 PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% Structural wood sheathing directly applied or 4-10-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom'chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=619, 5=418. 6) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-8-12 from the left end to 5-8-12 to connect truss(es) to front face of bottom chord. 7) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 0-8-12 from the left end to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 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 (pit) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 11=-533(B) 12=-372(F) 13=-360(F) 14=-360(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMIP7473 rev. 10/032015 BEFORE USE Design valid for use only with MITekG 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 overdl building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MmTek" 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. seeANWWII CualByCtlledo, DS"P and SCSI BuIFd/rtp Component 6904 Parke East Blvd. Safely Infonnaflonavailable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927942 1504843-GHO-98MW EJ48 JACK -OPEN 1 1 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MjTek Industries, Inc. Sat Aug 25 15:41:56 2018 Page 1 I D:FOzOEfHnMV NaUwbMujnLBOyhMl5-hdOjlUtrS? Ku8xE? UQ9GJIKW FVAdW?Nog?locUykGBf -2-0-0 P-3-$ 0-8-8 4-8-0 1.8-8 0-3- 0-8-8 3-11-8 Scale=1:23.0 m ;i 0 2x, 2x4 II 2x4 II 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) 0.06 7 >977 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.12 7 >466 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 3-6: 2x4 SP No.3 10-0-0 oc bracing: 6-8 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=203/Mechanical, 2=404/0-8-0, 5=-27/Mechanical Max Horz 2=214(LC 9) Max Uplift 4=-72(LC 9), 2=-211(LC 9), 5=-37(LC 13) Max Grav 4=243(LC 13), 2=417(LC 13), 5=19(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L--1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (It=lb) 2=211. 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MA-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualllyCdfedo, DSB-89 and BCSI BnlydIng Component 6904 Parke East Blvd. Safety lnfannuBonavatiabte from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14927943 1504843-GHO-98MW EJ48A ROOF SPECIAL 2 1 Job Reference (optional) t3uaoers r-irstbource, ton Niece, I-L ZM$4a 1-8-8 0-9-0 O.L u b IVJdy 4' LU I JVJJ 1 CA 1JiUUJIJJtlJ, i1JU, V _uy — 1 "." .... ray. , 4 7 6 5 Scale=1:22.6 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.02 7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.03 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 32lb 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: 3-6: 2x4 SP No.3 10-0-0 oc bracing: 6-8 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=390/0-8-0, 5=170/Mechanical Max Horz 2=246(LC 7) Max Uplift 2= 222(LC 9), 5= 57(LC 5) Max Grav 2=403(LC 13), 5=198(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever leftand right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Al[ plates are 2x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 2=222. 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. Thomas A. Albani PE No.39380 hiiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM*7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual bulldfng component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing MiTeW 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, seeANSiVIi CuoIByC18eria, DSB489 and BCSI Building Component 6904 Parke East Blvd. SafetyMfomrotionavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply Tt4927944 1504843-GHO-98MW EJ48B JACK -OPEN ' 1 1 ' Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.z2o s may 24 zultt fill I ex Industries, Inc. sat Aug zo 1 5:41:68zui is rage i I D:FOzOEtHnMVNaUwbMujnL80yhM15-d?8TA9u6_cacN FONcrBkOAPvBI r9_vE5cJEugNykGBd -2-5-1 4-2-15 2-5-1 4-2-15 Io rn I C. 34 = .sxv — 4-2-15 Scale=1:23.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code F13C2017/TP12014 Matrix -MP Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` BOT CHORD 2-5: 2x6 SP No.2 REACTIONS. (lb/size) 3=106/Mechanical, 4=-2 1 /Mechanical, 5=514/0-2-15 Max Horz 5=184(LC 9) Max Uplift 3=-86(LC 9), 4=-38(LC 9), 5=-112(LC 8) Max Grav 3=131(LC 13), 4=55(LC 6), 5=514(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5= 440/95 Structural wood sheathing directly applied or 4-2-15 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=soft; L=449fh eave=46fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=112. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Aibani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Vergy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 101032015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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, seeANSVIP/I GualBy Cifedir, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntonna/bnovailable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927946 1504843-GHO-98MW EJ48C JACK -OPEN 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MITek Industries, Inc. Sat Aug 25 15:41:59 20i 8 rage 1 I D:FOzOEfHnMVNaUwbMujnL80yhM I5-5CirOVvklwiT?Oza9YizwNy2Mi BHjMhFrzzSDpykGBc 4-2-15 4-2-15 Scale=1:23.1 4 3x4 2x4 11 4-2-15 4-2-15 LOADING (psf) SPACING- 2-0-0 CSf. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.03 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 27Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=179/Mechanical, 2=139/Mechanical, 3=40/Mechanical Max Horz 4=185(LC 9) Max Uplift 2=-108(LC 9), 3=-48(LC 9) 1 Max Grav 4=179(LC 1), 2=168(LC 13), 3=79(LC 3) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=108. 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Albani PE No.39380 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEICREFERANCE PAGE 114II-7473 rev. 10/012015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an IndMdual building component not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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, seeANSUM11 GuaIByCiftda, DSB-89 and BCSI ButldhV Component 6904 Parke East Blvd. Safety lnfoanat►on3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14927946 1504843-GHO-98MW FG04 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15.42:04 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-S9VkRDzsZSKm5ArXy518dRfwwjm_OSu_? FhDuOykGBX 3-9-11 7-0-0 _ 8-0-8 , 3-9-11 3-2-5 1-01 3x8 = 4x6 = 2x4 11 46 = 1 2 3 4 .P = 11 12 9 6x8 _ 13 8 7 3x6 II HTU26 HTU26 HTU26 8x14 MT20HS I I 10 HTU26 Sx6 11 Scale=1:15.6 0 T 0 3-9-11 13-2-5 '0-3-14 0-8-10 Plate Offsets (X,Y)-- (8:0-0-0,0-1-121, (8:0-10-8,0-2-121, f9:0-2-8,0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.03 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.05 9-10 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/tP12014 Matrix -MS Weight: 54lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 `Except` 8-11-0 oc bracing: 6-8 1-10,4-5: 2x6 SP No.2 REACTIONS. (lb/size) 10=1854/Mechanical, 5=1606/0-8-0 Max Harz 10= 80(LC 6) Max Uplift 10=-693(LC 4), 5=-671(LC 5) Max Grav 10=1928(LC 26), 5=1666(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1019/401, 1-2=-2061/784, 2-3=-1320/551, 3-4=-1341/557, 4-5=-1410/574 BOT CHORD 8-9=-276/725, 6-8= 418/1001 WEBS 1-9=-770/2064, 2-9=-215/321, 6-9=-517/1349, 2-6=-785/251, 4-6— 720/1776 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=693, 5=671. 8) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-2-8 oc max. starting at 0-7-12 from the left end to 6-10-4 to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 70, 8-10=-20, 7-8=20, 5-6= 20 Concentrated Loads (lb) Vert: 8=-686(F) 11— 711(F) 12= 686(F) 13=-686(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 10/012016 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, seeANS&VII CualUyCrdedat DSB-89 and BCSI BuQdIng Component 6904 Parke East Blvd. Softly/ntonnatlonavailabte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927947 1504843-GHO-98MW GO1G MONOPITCH GIRDER 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 a.22o s may 24 2U1 a mt i ex industries, inc. Sat Hug zb 1 b:42:Ub 20j n rage i ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-OYdVsu_754bULT?w4W KcjskGBXUhsN_HSZAKzvykGBV -2-0-0 5-6-0 10-5-8 , 15-5.0 16-8.0 2-0-0 5-6-0 4-11-E 4-11-8 2x4 0 3x6 -:.'- = 3X8 II ... --- 7x10 HTU26 HTU26 HTU26 HTU26 1a.e-0 5-6-0 , 10-5-8 15-4-0 151t-ro , 5-6-0 4-11-6 4-10-8 o- -o of to 0 0 2 Scale = 1:52.9 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.25 Vert(LL) 0.10 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.16 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.02 10 n1a n/a BCDL 10.0 Code FBC2017fTP12014 fVatrix-MS Weight: 313lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 `Except' 6-10: 2x8 SP 240OF 2.OE, 8-9: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except` 7-8,9-10: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2586/0-8-0, 10=6940/0-4-0 Max Harz 2=535(LC 18) Max Uplift 2=-1061(LC 9), 10= 2699(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5293/1988, 3-5— 3199/1253, 5-6=-396/458, 6-7=-287/388, 7-8=-462/1064 BOT CHORD 2-12= 1850/4665, 11-12=-1850/4665, 10-11= 199/505, 9-10= 5555/2205, 6-9= 364/179 WEBS 3-12=-617/1643, 3-11=-2177/893, 5-11 =-1 317/3420, 9-11 =-1 0 14/2514, 5-9=-3808/1582, 7-9=-1179/519 Structural wood sheathing directly applied or 5-4-10 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=161t; B=6011; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) 2=1061, 10=2699. 7) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 16-0-12 from the left end to connect truss(es) to front face of bottom chord. 8) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 7-4-12 from the left end to connect truss(es) to back face of bottom chord. 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-1odx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-7-4 from the left end to 14-10-10 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. Thomas A. Aibani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 nriprri ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must Verify the applicability of design parameters and 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, seeANSVIPII Cuallty CiBedd, DSO-69 and SCSI BuddIng Component 6904 Parke East Blvd. Safety Infonnoloiravallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927947 1504843-GHO-98MW G01G MONOPITCH GIRDER 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15.42:06 2018 Page 2 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-OYdVsu_754bULT?w4W KciskGBXUhsN_HSZAKzvykGBV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7= 70, 2-10=-20, 8-9=-20 Concentrated Loads (lb) Vert: 10= 956(B) 18= 2197(13) 19— 974(B) 20=-970(B) 21� 956(13) 22= 1840(F) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1.7473 rev. 10/032015 BEFORE USE Design valid for use only with MllekO 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 appllcabfllty 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1p11 Qualify Cdleda, DSB-89 and BCSI SuBd/ng Component 6904 Parke East Blvd. Sa/elylnfolmalfonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927948 1504843-GHO-98MW HO1GE GABLE 1 1 Job Reference (optional) 8.220 s May 24 2018 MITek Industries, Inc. Sat Aug Lb 15:42:07 2018 Page 1 Builders FirstSource, Fort Piece, FL 34945 4-6-0 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.01 14 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=547/0-8-0, 8=547/0-8-0 Max Harz 2= 146(LC 6) Max Uplift 2=-286(LC 8), 8=-286(LC 8) Max Grav 2=555(LC 13), 8=555(LC 14) 2-0-0 Scale=1:24.6 PLATES GRIP MT20 244/190 Weight: 53 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/12, 3-4= 335/23, 4-5=-312/55, 5-6= 311/55,16-7= 334/23, 7-8= 397/12 BOT CHORD 2-14=0/325, 13-14=0/325, 12-13=0/325, 11-12=0/325; 10-11=0/325, 8-10=0/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 1 CDL=9.Opsf; BCDL=3.0psf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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 ANSIITPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=286, 8=286. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev. fOIMO15 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Wek Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pll AualBy Crlteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety irdonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927949 1504843-GHO-98MW H02 COMMON 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 6.z2u s May 24 2018 Mi 1 ex industries, inc. aai Aug 25 t 5:42;0r 20 16 rage r I D:FozOEfHnMV NaUwbMujnL80yhM15-skBt3E?IsNjLyda6dEsrF3HPywwjbz2QhDvtVLykG BU -2-0-0 4-6-0 9-0-0 11-0-0 2-0-0 4-6-0 4-6-0 2-0-0 Scale=1:26.0 46 = 3x8 = 0- -4 4-6-0 4-6-0 9-0-0 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ooc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -AS Weight: 64lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 `Except` 11-12,13-14: 2x4 SP No.3 REACTIONS. (lb/size) 8=551/Mechanical, 6=551/Mechanical Max Horz 8=216(LC 7) Max Uplift 8— 280(LC 9), 6=-280(LC 9) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-315/141, 3-4=-315/141, 2-8=-511/295, 4-6_ 511/295 WEBS 2-7=-34/267, 4-7= 36/270 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. i 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=16ft B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=280, 6=280. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10MM015 BEFORE USE. Design valid for use only with MilekO connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not t 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 MiTeW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPii GualtlyCtBedd, DSB-89 and SCSI BuIldtrrg Component 6904 Parke East Blvd. Safety informaBonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14927950 1504843-GHO-98MW H03 COMMON 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.22u s may z4 zui tt mi i ex mausiries, inc. sat Aug 25 15:42:ua Gut 8 rage i ID:FOzOEfHnMVNaUwbMujnLBOyhMl5-KxIFGaONdhrCan91BxN4oHgbXKFwKQNZvtfQ1 oykGBT 4-6-0 9-0-0 4-6-0 4-6-0 4x6 = 3X( m cu Scale=1:25.6 6 3x8 = 2x4 I I 2x4 11 4-6-0 9-0-0 4-6-0 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 50lb 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. (lb/size) 6=392/Mechanical, 4=392/Mechanical Max Harz 6=166(LC 7) Max Uplift 6= 132(LC 9), 4= 132(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-367/162, 2-3=-367/162, 1-6=-349/142, 3-4= 349/142 WEBS 1-5= 43/257, 3-5= 45/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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 (It=lb) 6=132, 4=132. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 101=015 BEFORE USE. Design valid for use only with MlTekO 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, seeANSVIPII CuafBy Criteria, DSB-89 and BCSI Buadfng Component 6904 Parke East Blvd. Safety fnfotrnatlonovallabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14927951 1504843-GHO-98MW H04 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15:42:09 2018 Page 1 1 D: FOzOEfHnMVNaUwbMuj nLBOyhM I5-p71dUw1?O?z2CxkVIfuJKUMmokbE3tXj8X0_ZEykGBS 2-0-0 4-6-0 7-0-0 9-0-0 2-0-0 2-6-0 2-6-0 2-0-0 4x6 = Scale=1:25.6 6 3x8 = 2x4 11 2x4 11 2-0-0 4-6-0 7-0-0 9-0-0 2-0-0 2-6-0 2-6-0 2-0-0 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 6=380/Mechanical, 4=380/Mechanical Max Horz 6=273(LC 7) Max Uplift 6=-128(LC 9), 4= 128(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-338/137, 1-2=-356/182, 2-3— 356/182, 3-4= 338/137 BOT CHORD 5-6=-267/316 WEBS 1-5=-119/292, 3-5=-123/296 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=128, 4=128. 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. Thomas A. Alban PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, fNOM015 BEFORE USE. Design valid for use only with Mlrek® 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, seeAI11SWII Ouaffty Cifedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InfonnoRonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927952 1504843-GHO-98MW H05 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8,220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15.42.10 2018 Page 1 ID:FozOEfHnMVNaUwbMujnLBOyhMl5-HJs?hG1 d915vp5JhJMPYtivwLBxToKbsNBBX6gykGBR 3-0-0 46.0 9-0-0 3-0-0 1-6-0 1-6-0 3-0-0 6 2x4 11 4x6 = 3x8 = 6-0-0 2x4 II m Scale=1:25.6 LOADING (psf) SPACING- 1-11-4 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 'Matrix -AS Weight: 62lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=380/Mechanical, 4=380/Mechanical Max Horz 6=344(LC 7) Max Uplift 6— 128(LC 9), 4= 128(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6= 338/136, 1-2=-356/204, 2-3= 356/204, 3-4=-338/136 BOT CHORD 5-6=-356/414 WEBS 1-5— 186/332, 3-5=-191/337 NOTES- 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=128,4=128. 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 puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEKREFERAIVCE PAGEMII-7473 rev. 10103,2015 BEFORE USB 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 MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIf Quality Cdfefla, DSB-89 and SCSI Bugd(ng Component 6904 Parke East Blvd. Safety lnfofmoHof avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T74927953 1504843-GHO-98MW HJ5 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 tl.YZU S IYlay Z4 Za 18 14111 eR IINUSLIICJ, InF oat Hua G r a ' 1 1 �v 10 V nyn I D:FOzOEfHnMVNaUwbMuj nL80yhM I5-I W QOvc2FwcDmREuts3wnQvS4mYF5XnhOcrt4e6ykGBQ -2-9-15 0-3- 4-10-10 2-6-7 -3- 4-10-10 Scale=1:16.7 4 5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 15.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 Rep Stress incr NO WB 0.05 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP 4-10-1 DEFL. in (loc) I/deft Ud Vert(LL) -0.07 7-11 >791 240 Vert(CT) -0.07 7-11 >779 180 Horz(CT) 0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 20 SP No.2 REACTIONS. (lb/size) 7=289/Mechanical, 3=289/0-10-15, 8=0/0-1-8 Max Harz 3=304(LC 14), 8=-284(LC 13) Max Uplift 7=-84(LC 9), 3-309(LC 9) Max Grav 7=383(LC 30), 3=562(LC 28) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-242/309, 2-3=-233/326 WEBS 1-8=-285/263 PLATES GRIP MT20 244/190 Weight: 27 ib FT = 20°l Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft; L=4491t eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 3=309. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 Ito down and 141 lb up at 1-3-15, 126 lb down and 141 lb up at 1-3-15, and 121 lb down and 100 lb up at 4-1-14, and 98 lb down and 65 lb up at 4-1-14 on top chord, and 100 lb down and 100 lb up at 1-3-15, 100 lb down and 100 lb up at 1-3-15, and 147lb down at 4-1-14, and 44 lb down and 4 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5= 30, 6-9=-20 Concentrated Loads (lb) Vert: 12=118(F=59, B=59) 13=-29(B) 14=109(F=55, B=55) 15-143(F=4, B= 147) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMH-7473 rev. 10Af32015 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 tnrss 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 61IIiTek" prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 Qua/By Criteria DSO-89 and BCS18uRding Component Tampa, FL 33610 Safety lnfaanaRanovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type City Ply T14927954 1504843-GHO-98MW HJ7A DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Builders FirstSource, Fort Niece, FL 34945 8.220 S fAay 24 2O i 8 NII I eK rrlauSrfleS, rnG. Jar Hug 25 I,:NL: i e ev t o raye I I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-Di_m6y3uhvLd3OT3QnROy7_DFxcQGE59gUdeAZykGBP -2-9-15 3-8-5 -- 6-11-8 2-9-15 3-8-5 3-3-3 Scale=1:23.5 3x4 11 4 5 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.04 7-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.06 7-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 34lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 7=245/Mechanical, 3=349/0-10-15, 8=0/0-1-8 Max Horz 3=324(LC 14), 8=-259(LC 13) Max Uplift 7=-117(LC 9), 3=-345(LC 9) Max Grav 7=245(LC 1), 3=349(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9/286, 2-3=0/303 WEBS 1-8=-259/11 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1611; B=60ft L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=117, 3=345. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb up at 1-3-15, 131 lb up at 1-3-15, and 5 lb down and 74 lb up at 4-1-14, and 5 lb down and 74 lb up at 4-1-14 on top chord, and 89 lb up at 1-3-15, 89 lb up at 1-3-15, and 3 lb up at 4-1-14, and 3 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the,truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4� 70, 4-5=-30, 6-9=-20 Concentrated Loads (lb) Vert: 12=115(F=58i 8=58) 14=105(F=52, B=52) 15=6(F=3, B=3) Thomas A, Albani PE No.39380 MTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the bulding 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 MiTek7 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, seeANSYM11 CualByCdfeda, DSB-89 and BCSI Bugdbtg Component 6904 Parke East Blvd. Safety InfonnaBon3vallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14927955 1504843-GHO-98MW MV2 VALLEY 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15A2:12 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-Di_m6y3uhvLd3OT3QnROy7_LBxflGEe9gUdeAZykGBP 2-0-0 2-0-0 Scale = 1:7.8 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) rda n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=62/2-0-0, 2=48/2-0-0, 3=14/2-0-0 Max Harz 1=38(LC 9) Max Uplift 1=-12(LC 9), 2= 35(LC 9) Max Grav 1=65(LC 13), 2=58(LC 13), 3=28(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft; L=449ft eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based orgy 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 aril properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWIi GualdyC18eIAQ DSB.89 and BCSI Sullding Component 6904 Parke East Blvd. Safety lnformaffanavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply T14927956 1504843-GHO-98MW MV2A VALLEY 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 u.220 s May 24 2ul a Mi i ek inauslries, inc. Sar Aug 25 15.42; i3 2018 rage I I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-huYBK14W SDTUgYI G_UyFVKXRDL?W?hul38N Bi?ykGBO -2-0-0 2-0-0 2-0-0 2-0-0 Scale=1:13.0 ka 4x10 MT20HS I I 2x4 11 Plate Offsets (X Y)-- f2:Edge 0-0-01 13.0-2-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 1 n/r 120 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 23 lb Fr = 20°l LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-1-0 REACTIONS. (lb/size) 4= 2/2-0-0, 2=317/2-0-0 Max Harz 2=122(LC 5) Max Uplift 4=-48(LC 5), 2= 242(LC 9) Max Grav 4=58(LC 8), 2=317(LC 1) FORCES. Ob) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 2=242. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGEMII--7473 rev, 10413/2015 BEFORE USE Design valid for use only with MITek6 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 Ms W is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS►MIF QuaMyCrCeda, DS949 and BCSI BuOdfnQ Component Tampa, FL 33610 Safety fnformat/anavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Job Truss Truss Type Oty Ply T14927957 1504843-GHO-98MW MV2B VALLEY 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 TCDL 15.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stresslncr YES WB 0.00 BCDL 10.0 Code FBC2017fTP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 `Except` 3-4: 2x4 SP No.3 REACTIONS. (lb/size) 5=438/2-0-0, 4=-80/2-0-0 Max Horz 5=151(LC 7) Max Uplift 5=-193(LC 8), 4— 133(LC 14) Max Grav 5=438(LC 1), 4=97(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-316/126 8220 s May 24 2018 MiTek Industries, Inc. Sat Aug 25 15.42:13 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-huY8Kl4W SDTUgY1 G_UyFV KXS7Lx0?hu]38NB1?ykGBO 2-0-0 Scale=1:16.4 n Io 3x6 = 2x4 11 3x8 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=193, 4=133. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must 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, seeANSU1PI1 Quality CiflOda, DSB.89 and BCSI Bultding Component 6904 Parke East Blvd. Safely/rdofmoffenavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T14927958 1504843-GHO-98MW MV2D VALLEY TRUSS 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2x4 8.220 s May 24 2018 Mi i eK industries, Inc. sat Aug Zb 1 b:4Z:14 ZU18 rage 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-946W Xe48DXbLl icSYCUU 1 Y4geiKCk88Slo6lFRykGBN Scale = 1:7.8 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 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=62/1-6-0, 2=48/1-6-0, 3=14/1-6-0 Max Horz 1=38(LC 9) Max Uplift 1=-12(LC 9), 2— 35(LC 9) Max Grav 1=65(LC 13), 2=58(LC 13), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2018 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIJ-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeAMSU1Pll Qualify Cdtedd, DSB-89 and SCSi BUHd/ng Component 6904 Parke East Blvd. Softly from Truss Wale Institute, 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa, FL 33610 ;symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 14 -13/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'%b" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20/20 software or upon request. 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JO►NTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PLATE SIZE PRODUCT CODE APPROVALS ICC-ES Reports: /� The first dimension is the plate 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Nil 0 MiTek 0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%attime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.