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Home My WebLink AboutAPPLICATION FOR BUILDING PERMIT DEFERRALOFFICE USE ONLY: DATE FILED: 01/10/2020 REVISION FEE: PERMIT # 1904-0630 lspgRECEIPT # �F PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIT DEFERRAL PROJECT INFORMATION LOCATION/SITE ADDRESS: 7916 S OCEAN DR, JENSEN BEACH, FL 34957 DETAILED DESCRIPTION OF PROJECT REVISIONS: DEFERRED SUBMITTAL TRUSS DRWGs CONTRACTOR INFORMATION: _. STATE of FL REG./CERT. #: ST. LUCIE CO CERT. #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): FAX: OWNER/BUILDER INFORMATION: NAME: JOSEPH F MIRANDA ADDRESS:9224 Bay DR CITY: Surfside STATE: FL PHONE (DAYTIME: (305) 4011-5530 G ARCHITECT/ENGINEER INFORMATION: NAME: ' ADDRESS: CITY: PHONE (DAYTIME): STATE: ZIP: 3354 FAX: JMIRANDA@JFMINC.BIZ FAX: ZIP: SLCCC.• 9/23/09 � �'�� COP Revised 07117118 I ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. I MiTek® I9 �1 RE: 1760917 - Miranda MiTek USA, Inc. Site Information. 6904 Parke East Blvd. Tampa, FL 33616-4115 Customer Info:. Joseph Miranda Project Name: Model: Custom Lot/Block: 5 Subdivision: Diamond .Sands Address: 7916 South Ocean Drive , . City: Fort Pierce i State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Agsten III, Robert E. I License #: 43205 Address: 3000 Florida Boulevard, Suite 206 City: Delray Beach. State.: Florida General Truss Engineering Criteria & Design -Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP1201.4 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 55.0 psf j Floor Load: N/A psf This package includes 95 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 'of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date - I No. Seal# Truss Name Date 1 T18881196 CJ02 12/12/19 23 T18881218 HJ06 12/12/19 2 T18881197 CJ04 12/12/19 24 T18881219 HJ08 12/12/19 3 _T18881198 CJ04A 12/12/19 25 T18881220 HJ08A 12/12/19 4 T18881199 CJ04C 12/12/19 26 T18881221 HJ08B 12/12/19 5 T18881200 CJ06 12/12/19 27 T18881222 HJ08C 12/12/19 6 T18881201 CJ06A 12/12/19 28 T18881223 HJ101 12/12/19 7 T18881202 CJ06C 12/12/19 29 T18881224 MV02 12/12/19 8 T18881203 CJ101 12/12/19 30 T18881225 MV04 12/12/19 9 T18881204 CJ102 12/12/19 31 T18881226 MV06 12/12/19 10 T18881205 EJ03 12/12/19 32 T18881227 MV08 12/12/19 11 T18881206 EJ04 12/12/19 33 T18881228 MV10 12/12/19 12 T18881207 EJ04G 12/12/19 34 T18881229 MV12 12/12/19 13 T18881208 EJ06 12/12/119 35 T18881230 MV14 12/12/19 14 T18881209 EJ06S 12/12/119 36 T18881231 T01 12/12/19 15 T18881210 EJ08 12/12/19 37 T18881232 T02 12/12/19 16 T18881211 EJ08A 12/12/19 38 T18881233 T03 12/12/19 17 T18881212 EJ08B 12/12/,19 39 T18881234 T05 12/12/1.9 18 T18881213 EJ08C 12/12/119 40 T18881235 T06 12/12/19 19 T18881214 EJ08S 12/12/19 41 T18881236 T07 12/12/19 20 T18881215 EA 01 12/12/19 42 T18881237 T08 12/12/19 21 T18881216 HJ03 12/12/,19 43 T18881238 T09 12/12/19 22 T18881217 HJ04 12/12/,19 44 T18881239 T10 12/12/19 i The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plarit City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021: IMPORTANT NOTE: The seal on these that the engineer named is licensed in the juri: designs'comply with ANSI/TPI 1. These desig shown (e.g., loads, supports,: dimensions, shag given to MiTek or TRENCO. Any project spec TRENCO's customers file reference purpose c preparation of these designs. MiTek or TRENi applicability of the design parameters or the de the building designer should verify applicability incorporate these designs into the overall build ss component designs is. a certification dion(s) identified and that the are based upon parameters and design codes), which were information included is for MiTek's or and was not taken into account in the has not independently verified the ins for any particular building. Before use, design parameters and properly 1 design perANSI/TPI 1, Chapter 2. �%% �O :. • 'ENS; F� �i�� N 8182 Joaluln Velez P U0.68182 MiTek A, Inc. FL Cert. 6634 904 P e Ea Blvd. Tampa Date: December 12,2019 Velez, Joaquin 1 of 2 RE: 1760917 -Miranda I Site Information: Customer Info: Joseph Miranda Project Name: . Model: Custom Lot/Block: 5 1 Subdivision: Diamond Sands Address: 7916 South Ocean Drive City: Fort Pierce State: Florida No. Seal# Truss Name Date 45 T18881240 T11 12/,12/19 46 T18881241 T12 12112/19 47 T18881242 T13 12/12/19 48 T18881243 T14 12/12/19 49 T18881244 T15 12/,12/19 50 T18881245 T16 12/12/19 51 T18881246 T17 12/12/19 52 T18881247 T18 12/12/19 53 T18881248 T19 12/12/19 54 T18881249 T20 12/12/19 55 T18881250 T21 12%12/19 56 T18881251 T22 12/12/19 57 T18881252 T23 12/12/19 58 T18881253 T24 12/12/19 59 T18881254 T25 12/12/19 60 T18881255 T26 12/12/19 61 T18881256 T27 12/12/19 62 T18881257 T28 12/12/19 63 T18881258 T29 19/12/19 64 T18881259 T30 12/12/19 65 T18881260 T31 12/12/19 66 T18881261 T32 12/12/19 67 T18881262 T33 12/12/19 68 T18881263 T35 12/12/19 69 T18881264 T37 12/12/19 70 T18881265 T38 12/12/19 71 T18881266 T39 12/12/19 72 T18881267 T40 12/12/19 73 T18881268 T41 12/12/19 74 T18881269 T42 12/12/19 75 T18881270 T43 12/12/19 76 T18881271 T44 12/12/19 77 T18881272 T45 12/12/19 78 T18881273 T46 12/12/19 79 T18881274 T47 12/12/19 80 T18881275 T48 12/12/19 81 T18881276 T49 12/12/19 82 T18881277 T50 12/12/19 83 T18881278 T51 12/12/19 84 T18881279 T52 12/12/19 85 T18881280 T53 12/12/19 86. T18881281 T54 12/12/19 87 T18881282 T55 12/12/19 88 T18881283 T56 12/12/19 89 T18881284 T101 112/12/19 90 T18881285 T102 1'2/12/19 91 T18881286 T103 1�2/12/19 92 T18881287 T201 12/12/19 93 T18881288 T202 12/12/19 94 T18881289 T203 112/12/19 95 T18881290 VO4 112/12/19 1 Job Truss Truss Type Qty Ply Miranda T18881196 1760917 CJ02 Jack -Open 24 1 -- - � Jolt Reference o tional First Liludders rust Source, Rant City, FL - 32566, G, � a aLi. r Y GV i c ry . , cn ,nuu�u ,, ID:4P4g?4zMyoYgcCcw94LZVNzz409-AG Px_oN0_mzplOBxtFRI1 gi M I H WSQnnQ81 fjZUyA_fy 2-10-0 2-10-0 Scale = 1:10.8 III :1X6 I I m rr LOADING (psf) SPACING- 2-0-'0 I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.45 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL . 1.33 BC 0.49, Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3= 200/Mechanical, 4=-195/Mechanical, 5=699/0-8-0 Max Horz5=98(LC 12) Max Uplift 3=-200(LC 1), 4=-195(LC 1), 5=-509(LC 8) Max.Grav 3=127(LC 8), 4=153(LC 8), 5=699(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or (less except when shown. WEBS 2-5=-415/873 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasa=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 3, 195 lb uplift at joint 4 and 509 Ito uplift at joint 5. I l I I l I Joaquin Velez PE N6.68182 MiTek USA, Inc: FL Cert,6634 6904,Parke East Blvd. Tampa FL 33610 Date: December 12,2019 I Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quallly Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply Miranda T18881197 1760917 CJO4 Jack -Open 13 1 Job Reference (optional) ruuaers rtrsi source, riant.ary, r-L - dZ000, o..— o .,u, w c., a rvu , — .1—.. , _'y I ID:4P4g24zMyoYgcCcw94LZVNzz409-eTzJC8Oel45gwYm8R7yXauFYwhIF9FtaMhOG5wyA_fx 2-2-0 4-10-0 2-2-0 2-8-0 Scale = 1:14.9 m N 2X4 11 1-10.0 2-6-0 4.10-0 1-10.0 0-8-0 2-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.39 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr ' YES WB 0.20 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-P Weight: 16 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=60/Mechanical, 4=-16/Mechanical,,5=481/0-8-0 Max Harz 5=162(LC 12) 1 Max Uplift 3=-90(LC 12), 4= 16(LC 1), b= 29b(LC 8) Max Grav 3=60(LC 1), 4=31(LC 10), 5=481(LC 1 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 347/136 BOT CHORD 1-5=-126/349 WEBS 2-5=-341/686 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any otherlive 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 90 lb uplift at joint 3, 16 lb uplift at joint 4 and 296 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 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 only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the opplicabllity 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 posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVTPII Quality Crlteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda �_ I T18881198 1760917 CJ04A Jack -Open 4 1 Job Reference (optional) aunc1erS first bounce, mant,Uty, rL - JZbbb, U.LYV J VUI IY GU Ic IVII I cl� II IUUJIVca, III,.. vv cU vc� , , IU.v�..V cv,.i , uya. . I D:4P4g?4zMyoYgcCcw94LZVNzz409-6fXhPU PH W NDXYiLK?gTm75odo5X6ug4jbLBpdNyA_fw 10-0 6 4 4.10-0 3x6 II 4-10-0 . . ' ' Scale=1:14.9 m N N LOADING (psf) SPACING- 2-0-0 j CSI. DEFL. in (loc) I/defl Ud PLATES' GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.19 3 n/a n/a BCDL 10.0 Code FBC2017/..P12014 Matrix-P Wind(LL) -0.01 4-5 >999 240 Weight: 17lb FT=20% LUMBER- ! BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or4-10-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD' Rigid ceiling directly applied or 7-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-165/Mechanical, 3=-165/Mechanical, 4=-172/3-0-0, 5=863/3-0-0 Max Harz 5=162(LC 12) 1 Max Uplift 3=-165(LC 1), 3=-165(LC 1), 4=-172(LC 1), 5=-657(LC 8) Max Grav 3=101(LC 8), 4=102(LC 8), 5=863(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-334/137 BOT CHORD 1-5— 126/349 WEBS 2-5=-544/1127 I NOTES- 1 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 3, 172 lb uplift at joint 4 and 657 lb uplift at joint 5. i i I I Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.3.3610 Date: December 12,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MIP7473 rev. 1WO312016 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, seeANSUiPII Quality Cdtedo,.DSB-11119 and BCSI Bulding Component 6904 Parke East Blvd. Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda TIBBS1199 1760917 CJ04C Jack -Open 1 1 Job Reference (optional) builders Hirst Source, viant uny, rL - 32bbb, 0.49u 3 vul 14 — I J 1- 1 — II RluJU IOJ 111V. •v— — l l 1 ai..1— 1 cv , o , oyo I ID:4P4g?4zMyoYgcCcw94LZVNzz409-6fXhPU PH W NDXYi LK?gTm75oe25YCuhljbLBpdNyA_fw 2-10-0 4-10-0 2-10-0 2-0.0 Scale= 1:14.9 a 5 3x6 II 2-6-0 .2-10.0. 4-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.75 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.12 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-36/Mechanical, 4=-85/Mechanical, 5=646/0-8-0 Max Harz 5=162(LC 12) Max Uplift 3=45(LC 21), 4=-85(LC 1), 5=440(LIC 8) Max Grav 3=17(LC 8), 4=74(LC 8), 5=646(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-338/135 BOT CHORD 1-5=-126/349 WEBS 2-5= 423/864 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 j 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 45 lb uplift at joint 3, 85 lb uplift at joint 4 and 440 lb uplift at joint 5. 1 i j I I i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 12,2019 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the opplicability 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, seeANSVTPII Quality Criteria, DSB-69 and BCSI Bu9ding Component 6904 Parke East Blvd. Safety Informoftnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Miranda T18881200 1760917 CJ06 Jack -Open � 11 1 Job Reference (optional) BUIlders First Source, mant ldty, t-L - JZbbb, 0 .4 9u 5 Uul Y Lu 1, IVII I en III—LI-0, 111U. vvou ✓c,. , , av i a , aU- ID:4P4g?4zMyoygcccw94LZVNzz409-br44cgP,vHhLO9rwWY0_?fJKgXU?Ed8gtq?tNApyA_fv 6-10-0 6-10-0 I Scale = 1:20.4 1 3x6 I I 1-10-0 2-0 6-10-0 1-10-0 1 4-0 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATESGRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.03 4-5 >999 240 Weight: 22lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD • Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 4=33/Mechanical; 5=548/0-8-0 Max Harz 5=226(LC 12) 1 Max Uplift '3=-173(LC 12), 4=41(LC 12), 5=-296(LC 8) Max Grav 3=164(LC 1), 4=72(LC 3), 5=548(LCi1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Iless except when shown. TOP CHORD 1-2=-488/187 BOT CHORD 1-5= 167/463 WEBS 2-5=-438/837 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp.D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip. DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. f 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 3, 11 lb uplift at joint 4 and 296 lb uplift at joint 5. I I 1 . r Joaquin Velez PE N6.68182 MiTek USA, Inc: FL Cert.6634 6904:Parke East Blvd. Tampa FL 33,610 Date: December 12,2019 1 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use: the building designer must 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 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, seeANSVTPII CualHy Critoria, DSB-89 and BCSI Bull Component Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Sleet, Suite 312, Alexandria, VA 22314. � MiTek' 6904 Parke,East Blvd. Tampa, FL 33610 Job Truss Truss Typel Qty Ply Miranda T18881201 1760917 CJ06A . Jack -Open 2 1 Job Reference (optional) maciers rust zjource, riant.t✓iry, M. - JZ000, 1 -1.. . Y - I . . ,I ,..,,,-. ,. _ ..... _ . I D:4P4g?4zMyoYgcCcw94LZVN7u409-32eSgAQX2? UFn?Vj65V ECWt5quLPMc?03fdwi FyA_fu 5-2-0 6-10 0 5-2-0 - Scale = 1:20.4 - m N m O m N 2x4 11 2x4 11 1-10-0 0-4.0' 3-0-0 1-8.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 Vert(LL) 0.00 6-7 >999 360 'MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(CT) 0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC20171FP12014 Matrix-P Wind(LL) -0.01 6-7 >999 240 Weight: 26lb 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 REACTIONS. All bearings Mechanical except (jt=length) 7=0'-8-0, 6=0-8-0. (lb) - Max Horz 7=226(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4, 5 except 7=7260(LC 8), 6=-262(LC 12) Max Grav All reactions 250 lb or less at joint(s) 4, 5, 6 except 7=487(LC 1) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 464/177 BOT CHORD 1-7=-167/463 WEBS 2-7=-343/605, 3-6=-261/423 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132inph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces'& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I 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. f 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 (jt=lb) 7=260, 6=262. j f I I i Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cert 6634 0904:Path East Blvd. Tampa FL 33.610 Date: 1 December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. iW=015 BEFORE USE, Design valid for use only with Mtfek® 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 applicabllity 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 Quality Criteria, DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Tampa, FL 33610 Safety Infonnationavailable from Truss Plate Institute% 218 N. Lee Sl W, Suite 312, Alexandria, VA 22314. i Job Truss Truss Type; Ply Miranda T78881202 1760917 CJ06C' Jack -Open' �Qty 1 1 Job Reference (optional) tm6aers rlrsi Juurue, rlant Lrlty, rL-34000, . --a vu,,t-- .... .—„ o......—w ............ .. ...... . ..., ... ..-_.. ID:4P4g?4zMyoYgcCcw94LZVNzz409-32eSgAQX2?U Fn?Vj65VECW t?kuHnMag03fdwj FyA_fu 2-10-0 1 6-10-0 2-10-0 4-0-0 0 . . 2-1 5 4 3x6 II i Scale = 1:20.4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.68 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.10: 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 23lb 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 REACTIONS. (lb/size) 3=109/Mechanical, 4=-5/Mechanical 15=640/0-8-0 Max Harz 5=226(LC 12) 1 . Max Uplift 3=-141(LC 12), 4=-5(LC 1), 5=-385(LC 8) Max Grav 3=109(LC 1), 4=43(LC 10), 5=640(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/182 BOT CHORD 1-5=-167/463 WEBS 2-5-468/892 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132rhph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 4) Refer to girder(s) for ttuss 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) 3=141, 5=385. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904'Parke East Blvd. Tampa FL 33610. Date: December 12,2019 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 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 chard 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, seeANSVTPI1 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Infarmatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job „ Truss Truss Type' Oty Ply Miranda' T18881203 1760917 CAW Jack -Open 4 1 Job Reference (optional) Emimers rlrst Source, mant Lony, rL - 3Zbbb, .� 1 0.441.1 5 Jul 14 eu 1 a IVII I UK 11 Iuu51IIU5, if lu. Vv Vu uuu I I I o.UY — IV rauv I ID:4P4g?4zMyoYgcCcw94LZVNzz409-XECg1 W Rgpic6P93vgpOTkkOFwlfi52M9HINUEhyA_ft 2-4-0 2-4-0 3x6 II iL 5 4 Scale= 1:9.8 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.02- 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size). 3=-203/Mechanical, 4=-170/0-11-10, 5=624/0-11-10 Max Harz 5=82(LC,12) Max Uplift 3= 203(LC 1), 4=-170(LC 1), 5=-454(LC 8) Max Grav 3=129(LC 8), 4=133(LC 8), 5=624(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or] I ess except when shown. WEBS 2-5=-378/798 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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=20314=170, 5=454. F I r Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cert.6634 6904;Parke East Blvd. Tampa FL 33610 Date: December 12,2019 I 0 WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE'MIP7473 rev. f0/0312015 BEFORE USE: " Design valid for use only with MiTek@ connectors. This design Is based only upon parometers,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, seeANSVFPII Quality Criteria, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Infoenatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type' city Ply Miranda T18881204 1760917 CJ102 Jack -Open 4 1 Job Reference (optional) tiUliders First source, Plant Chy, FL - 32566, 0—U.S Uw , v <v i a ,vn , cn n,uuau,ca, a ic. rr a. .+o.. , , ,.....�..,� ��,.. �y1 , ID:4P4g74zMyoYgcCcw94LZVNzz409,-XECg1 W R9plc6P93vgpOTkkQFtlgi5399HINUEhyA_ft 440 r 4-4-0 Scale= 1:13.9 N N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud 'PLATESGRIP TCLL 30.0 Plate Grip DOL 1.33 1 TC 0.33 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 'BC 0.30 Vert(CT) 0.01 4-5 >999 180 BCLL . 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) ' 0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P. Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-4-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=47/Mechanical, 4=-19/Mechanical,15=442/1-4-0 Max Harz 5=146(LC 12) Max Uplift 3=-77(LC 12), 4=-19(LC 1), 5=-275(LC 8) Max Grav 3=47(LC 1), 4=28(LC 10), 5=442(LC;1) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-312/122 BOT CHORD 1-5=-114/315 WEBS 2-5— 311/625 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope), and C-C Exterior(2) zone; cantilever left exposed ;C-C for -members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=275. f i 1 Joaquin Velez PE N6.68182 MiTek USA, Inc: FL Cert,6634 6904,Parke East Blvd. Tampa FL 33.610 Date: f December 12,2019 WARNING- Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with We.k 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 applicabllity of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Crltmla, DSB-89 and SCSI BuBdtng Component 6904 Parke East Blvd. Safoty Informafbnavailable from Truss Plate Institute, 218 N. Lee Stfeet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Miranda TIBBS1205 1760917 EJ03 Jack -Partial 4 1 {. Job Reference (optional) uunaers t-Irsl Source, viant ldty, t-L - UZbbb, O.Z4U 5 JUI 14 ZU I V IVII I UK It 1UU51rIV5, H1U. vveu VeU I I 1 O:U4:DD 4V 1 rnye 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-?QmCFrSnackzOJe5EWXiHxyPKi_ngVFJWy61 m6yA_fs 1-11-4 2-2-0 3-8-8 1-11.4 2-1 1.6-8 Scale =1:12.6 0 1-10-0 3-8-8 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.41 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04. 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 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 I , REACTIONS. (lb/size) 3=-28/Mechanical, 4=-66/Mechanicali, 5=494/0-8-0 Max Harz .5=126(LC 12) Max Uplift 3=-35(LC 21), 4=-66(LC 1), 5=-335(CC 8) Max'Grav 3=12(LC 8), 4=56(LC 8), 5=494(LC 1,) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-262/105 BOT CHORD 1-5=-98/271 WEBS 2-5=-323/659 j NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp'D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;, cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=335. I Joaquin Velez PE N6.68182 MTek USA, Inc. FL Cert 6634 6904;Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI/-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mliek® 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, seeANSI/IPII Quality Cdtoda, DSB-89 and SCSI Building Componant 6904 Parke East Blvd. Saloly Informatlonovailable from Truss Plate Institute, 218 N. Lee Stfeet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ' ' Ply Miranda T18881206 1760917 EJ04 Jack -Partial 1 1 Job Reference (optional): iilaiaers mrst bource, viam L'Ity, M - 4Za3b, 0.49U S UUI IY — I J IVII 1 CA II WU- p N. v .. ✓CU , , cv w , �U_ , ID:4P.4g?4zMyoYgcCcw94LZVNzz409-TcKaSBSPKwsgeTDHnE3xp9VaP6LfzyMSlcsaJayA_fr 22+0 4100 2-2I0 2-8-0 Scale=.1:14.9 1 1 5 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) •1/defl Ud TCLL I Plate Grip DOL 1.33 TC 0.39 Vert(LL) 0.01 4-5 >999 240 TCDL .15.0 Lumber DOL 1.33 BC 0.33. Vert(CT) 0.01 4-5 .>999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 I Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=60/Mechanical, 4=-16/Mechanical,'5=481/0-8-0 Max Harz 5=162(LC 12) I Max Uplift 3=-90(LC 12), 4=-16(LC 1), 5= 296(LC 8) Max Grav 3=60(LC 1), 4=31(LC 10), 5=481(LC'1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-347/136 BOT CHORD 1-5=-126/349 WEBS 2-5= 341/686 co N N O N PLATES GRIP MT26 244/190 Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-0 oc purlins. BOT CHORD :.: Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)'and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=296. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced.6634 6901 East Blvd. Tampa FL 33610 Date: December 12,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 11111-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Nttfek® 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 applicabllity 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 chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and. property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Ouallty Cdferla,.DS11-89 and SCSI BuBdtng Component Safety Infonnatlonavailoble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd, Tampa, FL 33610 I Job Truss Truss Type, City Ply Miranda' T18881207 1760917 EJ04G Jack -Open Girder 1 1 .. I Job Reference (optional) Bililders First Source, Plant City, FL - 32566, 8.24U S JUI 14 2U19 MI I eK Inaustnes, Inc. vvea Uec l l l b:U4:bb ZU1 V rage 1 ID:4P4g94zMyoYgcCcw94LZVNzz409-TcKaSBSPKwsgeTDHnE3xp9VeC6MgZ_MSIcsaJayA_fr 4100 4-10-0 0 2x4 II 1-10.0 2.2.0 4-10.0 1-10.0 0.4-0 2-8.0 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.15 Vert(LL) 0.01 4-5 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.32, Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P. . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 Scale = 1:14.9 m 19 � N d N PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% Structural wood sheathing directly applied or 4-10-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size), 3=95/Mechanical, 4=197/Mechanical, 5=1120/0-8-0 Max Harz 5=155(LC 8) 1 Max Uplift 3=-93(LC 8), 4=-124(LC 13), 5=-615(LC 4) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-263/258 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat:.11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb). 4=124,.5=615. j 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 887 lb down and 458 lb up at 2-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face'of the truss are noted as front (F). or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live.(balanced): Lumber Increase=1.33, Plate Increase=1.33. Uniform Loads (plf) Vert: 1-3=-90, 1-4=-20 Concentrated Loads_(Ib) Vert 6=-887(F) 1, i I I 1 . Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 i Q'WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is basted only upon parameters shown, and Is'for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - building design. -Bracing Indicated is to prevent buckling of Individual truss web and/or, chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and, property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Qualfty CrItorla; DSB-89 and BCSI Building Component 6904 Parke.East Blvd. Safety Informatlonovallable from Truss Plate Instltute,'218 N. Lee Street, Sulte'312, Alexandria, VA 22314. Tampa, FL 33610. Job Truss Truss Type city ' Ply Miranda' T188812a8 1760917 EJ06 Jack -Partial 9 1 Job Reference (optional) tiunaers mrst,ource, viam Uny, rL - :12bbb, 0.441.1 5 Jul Iq eu I e IVII I UK Irlu1.1511le5, IIIu, vveU ueu I I I O:u4:01 Lu 1 V rays ) ID:4P4g74zMyoYgcCcw94LZVNzz409-xpuzgXT15D_hGdoULxaAMM2gGVjPlPvczGb8rOyA_fq 2-2-0 ... 6-10-0 220 480 Scale = 11:k4 3x6 11 1-10-0 6-10-0 1-10-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(CT) -0.03 4-5 >999 . 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017[TPI2014 Matrix-P Wind(LL) 0.03 4-5 >999 240 Weight: 22lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 3=164/Mechanical, 4=33/Mechanical; 5=548/0-8-0 Max Harz 5=226(LC 12) Max Uplift 3=-173(LC 12), 4=-11(LC 12), 5=-296(LC 8) Max Grav 3=164(LC 1), 4=72(LC 3), 5=548(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-488/187 i BOT CHORD 1-5=-167/463 WEBS 2=5=438/837 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasa=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl_ GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601 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 Qt=lb) 3=173, 5=296; Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart.6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 1W0312015 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 alwaysrequired 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 Cua1By Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee St'eet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Miranda T18881209 1760917 EJ06S Jack -Partial 2 1 i. - Job Reference (optional)' builders t-Irst bource, Niant Glty, rL - 32bbb, n.24U S JUI 14 zUl U MI I eK mausines, inc. vvea uec -1 i I b:u4:oo zU 1 e rage 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-P?SLttUgsX6YumNgve5Pvaamtvvklv21CwLhNTyA_fp 5.0-0 3x 4' 3x6 = m m m Scale=1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.97 Vert(LL) -0.03 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 j BC .0.87 Vert(CT) 0.09 3-4 >899 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.12 2 n/a n/a BCDL . 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.10 3-4 >543 240 Weight: 17 Ito 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 or 5-3-12 oc bracing. WEBS 2x6 SP Not l REACTIONS. (lb/size) 4=259/0-8-0, 2=192/Mechanical, 3=67/Mechanical Max Harz 4=160(LC 9) Max Uplift 4=-87(LC 12), 2=-182(LC 12), 3=-26(LC 12) Max Grav 4=259(LC 1), 2=192(LC 1), 3=92(LC'3) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-232/329 NOTES- 1)j Wind: ASIDE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Qt=lb) 2=182. I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 P 6904 Parke East Blvd. Tampa FL 33.610 Date: December 12,2019 O WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with M(Tek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVVII Quality Criteria, DSB-69 and BCSI Building Component Safety Intormatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job . Truss Truss Type'. Qty Ply Miranda T18881210 1760917 EJOB : Jack -Partial 4 1 Job Reference (optional) tirmaers t-irst source, ream 1aty, t-L - aZbbb, , 1 0.4-+U J JUI 14 eU IV IVII I UK II IUUJIIICJ, 111U. v UU UUU I I I U.—U0 — IV rayc I ID:4P4g?4zMyoYgcCcw94LZVNzz409-P?SLttUgsX6YumNgve5PvaasUv?I1rAICwLhNTyA_fp B-10=0 m N 7 Ob M Scale = 1:25.5 1-10-0 8-10-0 1-10-0 7-0-0 Plate Offsets (X Y)-- [1:0-1-12 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.61 Vert(LL) -0.07 4-5 >999 360 MT20 .244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61' Vert(CT) -0.16 4-5 >492 18b BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) -0.14 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Wind(LL) 0.13 4-5 >594 240 Weight: 29 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=257/Mechanical, 4=68/Mechanical; 5=641/0-8-0 Max Harz 5=290(LC 12) Max Uplift 3=-253(LC 12), 4=-14(LC 12), 5=-316(LC 8) Max Grav 3=257(LC 1), 4=115(LC3), 5=641(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Tess except when shown. TOP CHORD 1-2=-636/235 BOT CHORD 1-5=-199/557 WEBS 2-5=-571/1051 \ NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp,D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &'MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I - 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 Qt=lb) 3=2531 5=316. i I I I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 •j 6904 Patke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent.collapse with possible personal Injury and:property damage. For general guidance regarding the - - MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Crtterlo, DSB-89 and SCSI BuAdIng Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee St� et, Suite 312, Alexandria; VA 22314. Tampa, FL 33610 Job , Truss Truss Type Oty Ply Miranda T18881211 1760917 EJOBA Jack -Partial 2 1 I Job Reference (optional) Fillilders I-irst Source, F9ant uity, rL - 32bbb, 2-2-0 0 tl.Z4U S JUI 14 ZU I IVII I eK InUUSIneS, Inc. VVUU Vec I I 10;U4;0V 4U IV rdgtl I ID:4P4g?4zMyoYgcCcw94LZVNzz409-tBOj4DV IdrEOVwysTMceRn76rJOcmKMvRa4EvvyA_fo 2x4 I 2x4 11 m co c7 4 Scale = 1:25.5' 1-10.0 $-2-Q 1-10-0 - 5.2-0 -4- 3-0-0 8-10-0 3-8-0 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.32 Vert(LL) 0.01 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.25. Vert(CT) -0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.01 6-7 >999 240 Weight: 32lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 7=0I8-0, 6=0-8-0. (lb) - Max Horz 7=290(LC 12) 1 Max Uplift All uplift 100 lb or less at joint(s) except 4=-114(LC 12), 7=-208(LC 8), 6=-365(LC 12) Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 7=458(LC 1), 6=335(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-557/207, 2-3=-358/151 BOT CHORD 1-7=-199/557 WEBS 2-7=-311/475, 3-6=-368/633 NOTES- I 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterar(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom 'chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 4, 208 lb uplift at joint 7 and 365 lb uplift at joint 6. i Joaquin Velez PE No,68182 MiTek USA, Inc, FL Cert 6634 6904.Parke East Blvd. Tampa FL 3.3610 Date: December 12,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must 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, seeANSVMII Oua1Ny CrIterla, OSB-69 and BCSI Bullding Component 6904 Parke East Blvd. Safety Inlarmationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Miranda T18881212 1760917 EJOBB Jack -Partial S 1 Job Reference (optional) niiaers rlrst Source, mant filly, t-L - JZbbb, 2-2-0 1 0.G4u 5 Jul 14 Lu I W Ivil I eR II Iuu5111C5, 111u. VV UU uvl I I 1--vu — I a rayo 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-MOZ5IZW wOBMF74X3037t_?g9gli RVj u2gEgoSLyA_fn 6-8-0 aYR II ,1 3x6 III 3x6 11 I Scale = 1:25.9 1-10-0 2-2'-Q 8-6-0 8 1� 1-16-0 -4- 6-4.0 -4- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 I BC 0.34 Vert(CT) -0.05 6-7 >999 180 BCLL 0:0 Rep Stress Incr YES G WB 0.43 Horz(CT) -0.09 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 I Matrix-S. Weight: 34lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 7=0' 8-0, 6=0-8-0. (lb) - Max Harz 7=290(LC 12) Max Uplift All uplift 100 lb or less at joints) except 4=-395(LC 1), 5=-189(LC 3), 7=-270(LC 8), 6=-894(LC 12) MaxGrav All reactions 250 lb or less at joints) 5 except 4=456(LC 12), 7=558(LC 1), 6=900(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Bess except when shown. TOP CHORD 1-2=-603/22612-3=-265/134, 3-4=-195/308 BOT CHORD 1-7=-199/557 WEBS 2-7=-467/824, 3-6=-854/1434 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. Il; Exp D; Encl., GCpi=0.18; MW FRS (envelope), and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other.live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 4, 189 lb uplift at joint 5, 270 lb uplift at joint 7 and 894 lb uplift at joint 6. ! . I i Joaquin Velez PE No.68182 I iTek USA, Inc. FL Cert.6634 6904;Parke East Blvd. Tampa FL 33610 . Date: December 12,2019 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard 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, seeANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inforrnatlonavallable from Truss Plate Institute, 218 N, Lee S#eet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Typel Qty Ply Miranda T18881213 1760917 EJ08C Jack -Partial 7 1 Job Reference (optional) idwiders First Source, Plant cny, FL - 32bbb, I t1.Z4U S JUI 14 ZU I `J IVII I eK IIIUUSIneS, Inc, VVeU Utic I I I O:UO:VU 4u 1 V r-ay. I I D:4P4g?4zMyoYgcCcw94LZVNzz409-MOZ51ZWwO8M F74X3037t_?g6ljiyVlh2gEgoSLyA_fn 2100 8100 2-10-0 6-0-0 j Scale= 1:25.5 N 7 m 011 3x6 11 I 2-10-0 8-10-0 2-10-0 6.0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.98 Vert(LL) -0.04 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(CT) -0.09 4-5 >807 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) -0.14 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S, Wind(LL) 0.08 4-5 >862 240 Weight: 29lb 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 or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 3=21 1 /Mechanical, 4=42/Mechanicall 5=713/0-8-0 Max Harz 5=290(LC 12) Max Uplift 3=-222(LC 12), 4=-13(LC 12), 5=-388(LC 8) Max Grav 3=211(LC 1), 4=92(LC 3), 5=713(LC'1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 600/227 BOT CHORD 1-5=-199/557 WEBS 2-5=-575/1048 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I 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. f 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 3, 13 lb uplift at joint 4 and 388 lb uplift at joint 5. I I I . i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 . 6904 Parke East Blvd. Tampa FL 33610 Date: A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Quality Crlferla, DSB-89 and SCSI Building Component Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Stireet Suite 312, Alexandria, VA 22314. December 12,2019 . 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type! oty Ply Miranda T18881214 1760917 EJ08S Jack -Partial 1 1 Job Reference (optional) b-maers mrst source, marn ;ny, M - aZbbb, L5.44u 5 Uul 14 eu IV IVII I en Ir luuUumb, 111U. vvuu VtlU I I I o;uo.0 I GU IV r ayu 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-ga7TVvW Y9SU61 E6Fane6W CCI670FEGoBuuZL_nyA_fm 700 7-0-0 3x6 3x6 = 7-0-0 7-0-0 Z r Scale =.1:25.7 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) -0.09 3-4 >883 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.19 3-4 >413 180 BCLL 0:0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.13 2 n/a . n/a BCDL 10.0 Code FBC2017/TP12014 { Matrix-R r Wind(LL) 0.10 3-4 >777 240 Weight: 30lb FT=20% I LUMBER- BRACING - TOP, CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=369/1-4-0, 2=300/Mechanical, 3=69/Mechanical Max Harz 4=203(LC 9) Max Uplift 4=-138(LC 12), 2=-285(LC 12) Max Grav 4=369(LC 1), 2=306(LC 1), 3=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or (less except when shown. TOP CHORD 1-4=-304/385, 1-2=-258/123 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=O wide will fit between the bottom chord and any other members. r 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearinb plate capable of withstanding 138 Ib uplift at joint 4 and 285 lb uplift at joint 2. i r,• i i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904;Parke East Blvd. Tampa FL 33610 Date:' j I December 12,2019 O'WARNING - Verify design paraineters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MX7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Ivlliek® connectors. This design Is bas6d 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 chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury.and property damage. For general guidance regarding the - . . MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality CrBerla, DSB-69 and BCSI Bullding Component Safely Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Sti eet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type i Qty Ply Miranda T18881215 1760917 EJ101, Jack -Partial 3 1 i Job Reference (optional) tsuuaers rlrsi bource, mans ciry, M - JZabb, ! a.Z'1U b JU1 14 LU 1 V IV111 CK 111UUb111Cb, mkt . VV tlU U 1 1 I O.VJ.V I GV I L '.y. 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-ga7TVvW Y9SU6I E6Fane6WCCOe74i ED88uuZL_nyA_fm 2-0.0 6.4.0 2-0-0 4-4.0 Scale = 1:19.4 1 . .140 , 2x4 11 -e b cb N LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 ` Rep Stress Incr YES 1 WB 0.23 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P: Wind(LL) 0.02 4-5 >999 240 Weight: 21 lb 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 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 3=153/Mechanical, 4=3 1 /Mechanical, 5=506/1-4-0 Max Harz 5=21 O(LC 12) Max Uplift'3=-161(LC 12), 4=-10(LC 12), 5=-273(LC 8) Max Grav 3=153(LC 1), 4=67(LC 3), 5=506(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-462/177 BOT CHORD 1-5=-158/438 WEBS 2-5=-406/789 j NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132rnph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., . GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601 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 161 lb uplift at joint 3, 10 lb uplift at joint 4 and 273 lb uplift at joint 5. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ,D WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mfrek® 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 posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Gua1By Cdtodo, DS949 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee St'eet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 .. ..I. . Job Truss Truss Type;I Qty Ply Miranda' T18681216 1760917 HJ03 Diagonal Hip Girder 2 1 I Job Reference (optional) builders First Source, F9ant Gny, rL - Jzbbb, b.'L4a s JUI 14 zui t1 Ivn I eK Inausines, mc. wea ue0 I 1 t o;Ub;ue zu to rage I I D:4P4g74zMyoYgcCcw94LZVNzz409-Imhsj FXAwmczMOhRBU9L3QITG W H9zi LL7YJvW EyA_fl 13.0-6 5-2-3 13.0-6 2-1-13 III 2x4 II i 2612 1 523 Scale= 1:14.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.95 Vert(LL) -0.03 4-5 >772 240 MT26 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(CT) 0.03 4-5 >750 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(CT) -0.12 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc puffins. BOT CHORD 2x4 SP No.2 p BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-155/Mechanical, 4=-199/Mechanical, 5=433/0-11-5 Max Horz 5=125(LC 4) Max Uplift 3= 324(LC 19), 4=-301(LC 19), 5= 693(LC 4) Max Grav 3=229(LC 22),•4=256(LC 22), 5=685(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. WEBS 2-5=-396/363' NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left 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. I 4) Refer to girder(s) for truss to truss connections. I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 3, 301 lb uplift at . joint 4 and 693 Ib uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.1148"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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 1-4=-20 Concentrated Loads (lb) Vert: 6=248(F=124, B=124) 7=237(F=119, B=119) I I f 4 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert.6634 6904-Parke East Blvd. Tampa FL 33610 Date:' December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVtPII Guallfy CrBerb, DSB-89 and BCSI Building Component 6904 Parke -East Blvd Safety Infoanaflanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i City Ply Miranda . T18881217 1760917 HJ04 Diagonal Hip Girder 1 1 1 Job Reference (optional) I30ilders First Source, I'lant Glty, FL - 32566, 8.24U S JUI 14 ZU19 MI I eK Inauslnes, Inc. Weal Uec 11 I b:U5:U3 ZU1 U rage 1 I D:4P4g?4zMyoYgcCcw94LZVNzz409-mzFEwbYoh3kq_YFeiChacdHegwi8i9gUMC2S2gyA_fk 3-0-6 6-9-4 3-0-6 3-B-14 1 5 --- C 2.4 11 2-6-12 3-0.6 , 6-9-4 2.6-12 0-5-10 3-8-14 Scale = 1:16.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl • Ud PLATES" GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.96 Vert(LL) -0.09 4-5 >517 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 j BC 0.47 Vert(CT) 0.09 4-5 >490 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.15 3 n/a n/a BCDL 10.0 . Code FBC2017/TP12014 I Matrix-P Weight: 22 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=23/Mechanical, 4=-91/Mechanical,!,5=306/0-11-5 Max Horz 5=161(LC 4) 1 Max Uplift 3=-100(LC 8), 4=-156(LC 19), 5=-652(LC 4) Max Grav 3=93(LC 32), 4=151(LC 22), 5=725(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-429/348 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left 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 3, 156 lb uplift at joint 4 and 652 lb uplift at joint 5. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (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=1.33, Plate Increase=1.33 ' Uniform Loads (plf) Vert: 1-3=-90, 1-4=-20 Concentrated Loads (lb) Vert: 6=257(1`=128, B=128) 7=243(F=122, B=122) ;I Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cart ,6634 6904'Parke East Blvd. Tampa FL 33610 . - Date: December 12,2019 © WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 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 with possibielpersonal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CrBerla, DSB.89 and BCSI Bullding Component Safety Infoenationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610. Job w Truss Truss Type Qty Ply Miranda T18881218 1760917 HJ06 : Diagonal Hip Girder 2 1 - - Job Reference (optional) bTinaers first lource, flan LAY, rL-:i2bbb, MZW 5 Jrll 14 eyly MI I eK mousines, mc. vvea Uec I I to:uD:u4 4u Iv rage I ID:4P4g?4zMyoYgcCcw94LZVNzz409-E9pcBwZRSNshchggFvCp8rqqiK4hRbTeaso?b6yA_fl 3-0.6 9-7-4 3-0-6 6.6-14 I 4 Scale = 1:19.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 v N n R CP N 2x4 11 2-6-12 9-7-4 SPACING- 2-0-0 1 CSI. Plate Grip DOL 1.33 TC 0.88 Lumber DOL 1.33 BC 0.32 Rep Stress Incr NO WB 0.13 Code FBC2017/TPI2014 Matrix-S I REACTIONS. (lb/size) 4=136/Mechanical, 5=-16/Mechanical, 6=239/0-11-5 Max Harz 6=215(LC 4) 1 Max Uplift 4=-243(LC 8), 5=-75(LC 19), 6=-683(LC 4) Max Grav 4=140(LC 35), 5=103(LC 24), 6=768(LC 35) 1 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251/105 WEBS 3-6=-446/446 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.20 5-6 >382 240 MT20 244/190 Vert(CT) 0.21 5-6 >367 180 Horz(CT) -0.10 4 n/a n/a Weight: 38 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left 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 243 lb uplift at joint 4, 75 lb uplift.at joint 5 and 683 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 224 lb down and 327 lb up at 4-0-2, 224 lb down and 327 lb up at 4-0-2, and 24 lb down and 85 lb up at 6-10-1, and 24 lb down and 85 lb up at 6-10-1 on top chord, and 156 lb down and 223 lb up at 4-0-2, .156 lb down and 223 lb up at' 4-0-2, and 38 lb down and 73 lb up at 6-10-1, and 38 lb down and 73 lb up at 6-10-1 on bottom chord. The desigri/selection of such'connection device(s)is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live. (balanced): Lumber Increase=1.33, Plate I*ease=133 Uniform Loads (plf) . Vert: 1-2=-30, 2-4=-90, 2-5=-20 Concentrated Loads (lb) Vert: 7=257(F=128, B=128) 8=86(F=43, B=43) 9=243(F=122, B=122) 10=79(F=40, B=40) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904'Parke East Blvd. Tampa FL 33.610 Date: December 12,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. Design valid for use only with MfiekO 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 possiblelpersonal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Quality Cdtoda,.DSB-89 and SCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job . Truss Truss Type city Ply Miranda T18881219 1760917 HJ08 Diagonal Hip Girder 2 1 Job Reference (optional)" builders mrst Source, want L.lty, t-L - J2bbb, 3-0-6 Me'4 5 Jul 114 eU I a IVII I UKHnUUffirle5, InG. VVUU UeG I I I O.UU-0 GV I a rage I ID:4P4g?4zMyoYgcCcw94LZVNzz409-iLN_LGZ3Dh_YDrPOpdj2h2N_VkNFAi LnpWXZ7ZyA_fi 12-5-3 4 Scale=.1:25.6 6. IVHILCU IVMILCU IV MILCu 5 3x12 MT20HS I I NAILED' NAILED NAILED 1 Plate Offsets (X Y)-- [6:0-0-4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 I TC 0:95 Vert(LL) -0.19 5-6 >588 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(CT) -0.22 5-6 >516 186 MT20HS 187/143, BCLL 0.0 ', Rep Stress Incr NO WB 0.22 Horz(CT) -0.10 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 { i REACTIONS. (lb/size) 4=352/Mechanical, 5=56/Mechanical 16=347/0-11-5 Max Harz 6=278(LC 4) I Max Uplift 4— 426(LC 8), 5=-68(LC 8), 6=-817(LC 4) Max Grav 4=352(LC 1), 5=137(LC 24), 6=885(L'C 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-321/105 BOT CHORD 2-6=0/278 WEBS 3-6=-58B/742 Structural wood sheathing directly applied or 3-10-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp,D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 4, 68 lb uplift at joint 5 and 8171b uplift at joint 6. 1 7) "NAILED" indicates 3-1 Od (0.148"x3') or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of. the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2= 30, 2-4=-90, 2-5=-20 Concentrated Loads (lb) Vert: 7=257(F=128, B=128) 8=86(F=43, B=43) 9=-74(F=-37, B=-37) 10=243(F=122, B=122) 11=79(F=40, B=40) 12=-10(F=-5,'B=-5) I i I. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart,6634 6904•12arke East Blvd, Tampa FL 33610 Date: December 12,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11#II-7473 rev. 10103/2015 BEFORE USE. d Design valid for use only with MiTek® connectors. This design Is baseonly upon parameters shown, and Is for an individual building component, not a truss system. Before use; the building designer must verlfy 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 requiredfor 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, seeANSVWII Qua1By Criteria, DSB-89 and SCSI Building Componant Safety Infolmatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type, City Ply Miranda' T18881220 1760917 HJOBA Diagonal Hip Girder 2 1 ''' i Job Reference (optional) ntluaers rust source, rlanl Gay, rL - JZnbb, 0.44U 5 JUI 114 ZU I e IVII I eK Inarl51neS, InG. VVea UM; I I 1 O:Vo:Uo Za I U reye I I D:4P4g?4zMyoYgcCcw94LZVNzz409-AYxMZcah_6Pr?_CNKEHDGvF18d5vVxw2AH6f?yA_fh 306 70-2 1253 3-0-6 ! 3-11-11 5-5-1 i . Scale:10=1' v m 6 7 II". .6 5 2x4 II NAILED 2x4 I NAILED 2-6-12 ,3-0-6, 7-0.2 12-5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES' GRIP TCLL 30.0 Plate Grip DOL 1.33 . TC 0.56 Vert(LL) -0.08 6-7 >605 240 MT20 244/190 TCDL . 15.0 Lumber DOL 1.33 BC 0.84 Vert(CT) 0.10 6-7 >464 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) -0.16 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-9-3 oc bracing. WEBS 2x4SPNo.3 i REACTIONS. All bearings Mechanical except Qt=length) 7=0-11-5, 6=1-6-7. (lb) - Max Harz 7=290(LC 4) Max Uplift All uplift 100 lb or less at joints) excl pt 4=-197(LC 4), 7=-530(LC 4), 6=-498(LC 17) Max Grav All reactions 250 lb or less at joints) 4, 5 except 7=690(LC 35), 6=597(LC 32) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 283/72, 2-3=-273/101 BOT CHORD 1-7=-0/290 WEBS 2-7=-401/252, 3-6=-445/453 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left 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 20.0psf on tfje 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 197 lb uplift at joint 4, 530 lb uplift at joint 7 and 498 lb uplift at joint 6. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25"!I toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of thie truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate.lncrease=1.33 Uniform Loads (plf) Vert: 1-4=-90, 1-5=-20 Concentrated Loads (lb) Vert: 3=235(F=118, B=118) 8=257(F=128, B=128) 9i -37(B) 16=243(F=122, B=122) 11— 15(F=-10, B=-5) I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 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 with posslblelpersonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69 and BCSI Buadfng Component Safety Infomfatlanavalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. , 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ': City Ply Miranda T18881221 1760917 HJOBB Diagonal HiP Girder 2 1 Job Reference (optional) ti011aefS rIfSI JOVfae, YIanI lily, rL - 32btiU, a*e 5 Jul 14 ZV Iy IVIr I eK IIIUUtll11C5 , IIIV. YY.CU UCV 1 I IO.UD.V/ Gu Ia rays I I D:4P4g?4zMyoYgcCcw94LZVNzz409-fkUlmybJI l EGT9ZPx1 IXmTS PuXy6exa4Hg0gBRyA_fg 3-0-6 B-1.15 12-5-3 3.0-6 5-1-B 4-3.4 Scale: 1/2'=l' ' 8 6x8 7 6 2x4 NAILED NAILED NAILED = II 2-6-12 ,3-0-6. 11-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.63. Vert(LL) -0.31 7-8 >326 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(CT) 0.30 7-8 >335 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) -0.15 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 50 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP M 31 r TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 8=0-,l1-5, 7=0-11-5. (lb) - Max Horz 8=290(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 5=-409(LC 19), 6=-349(LC 22), 8=-766(LC 4), 7=-806(LC 4) Max Grav ' All reactions 250 lb or less at joint(s) 5, 6 except8=845(LC 35), 7=743(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. TOP CHORD 1-2=-433/320, 2-3=-371/345 BOT CHORD 1-8=-269/413, 7-8=-376/135 WEBS 2-8=-476/455, 4-7=-866/569, 3-7=-166/462 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132niph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left 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 9-6-0 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. l 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint 5, 349 lb uplift at joint 6, 766 lb uplift at joint 8 and 806 lb uplift at joint 7. 6) "NAILED" indicates 3-1 Od (0.148"x3") or2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of He truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-90, 1-6=-20 Concentrated Loads (lb) Vert: 9=257(F=128, B=128) 10=86(F=43, B=43) 11=-74(F=-37, B=-37) 12=243(F=122, B=122) 13=79(F=40, B=40) 14=-10(F=-5, B=-5) I . Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE 6SE. 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 posslble jpersonal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1P11 Guallly Criteria, DSB-89 and BCSI Buffding Component 6904 Parke East Blvd. Safety Infonnatlonavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Miranda'. T18881222 1760917 HJOBC Diagonal H, ip Girder 1 1 �J61:i Reference (optional) t11711aers t'Irst Source, mant uny, t-L - 3Zbbb, 0.44u J Jul 14 — I u IVII 1 un II IUUDII ICJ, Ills. v u — I I I u.vo.uo — I o I ay. I I D:4P4g?4zMyoYgcCcw94LZVNzz409-7w27zIcxW cM74J8bUIGmJh?XTxRZN06DVUmDktyA_ff 3 11 5 .12-5-3 3-11-5 B-5-14 777 i 4 Scaler= 1:23.0 I NAILED `? NAILED 2 1 3.54 12 NAILED NAILED 7 NAILED NAILEI 2x4:11 3 8 3x4 = 9 10 6 NAILED NAILED 5 3x8 I NAILED NAILED 3-11-5 12-5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) -0.10 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32. Vert(CT) -0.13 5-6 >783 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) -0.09 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 60lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 4=324/Mechanical, 5=50/Mechanical,16=624/0-11-5 Max Harz 6=278(LC 4) Max Uplift 4=-379(LC 8), 5=-41(LC 8), 6=-792(LC 4) Max Grav 4=324(LC 1), 5=128(LC 3), 6=824(LCI35)' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-303/104 BOT CHORD 2-6=-0/278 WEBS 3-6=-606/737 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left 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 of20.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 girde�(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to'bearing'plate capable of withstanding 379 lb uplift at joint 4, 41 lb uplift at joint ' 5 and 792 lb uplift at joint 6. I . 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.14Ix3.25'') Itoe-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=1.33, Plate In6rease=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-90, 2-5=-20, Concentrated Loads (lb) Vert: 3=257(F=128, B=128) 7=86(F=43, B=43) 8=-74(F=-37, B=-37) 9=79(F=40, B=40) 10=-10(F=-5, B=-5) .'I I.. i I Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3.3.610. Date: December 12,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MIT61<8 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, seeANSV1P11 Quality Cdterla,MS11-1119 and BCSI Building Componont Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881223 1760917 HJ101 Diagonal Hip Girder 2 1 Job Reference(optional):- Brlilders First Source, Plant tarty, FL - 32b66, 299 1 MeffU 5 JUI 14 GU IV IVII I CR IIIUUbLII.b, II IV. VV tlu L GU I I I u - U. I I D:4P4g?4zMyoYgcCcw94LZVNzz409,7w27zlcxW cM74JBbUIGmJh? WtxPpN P RDV UmDktyA_ff 8.10-12 6-1r3 Scale = 1:19.4 i-9-14 8.10-12 1-9-14 7-0-14 LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.87 Vert(LL) -0.12 4-5 >588 240 MT20 244/190 TCDL .15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.14 4-5 ' >511 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 28 lb 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 REACTIONS. (lb/size) 3=201/Mechanical, 4=38/Mechanical, 5=474/1-11-6 Max Harz ,5=209(LC 4) Max Uplift 3=-194(LC 8), 5=-498(LC 4) Max Grav 3=201(LC 1), 4=92(LC 24), 5=670(LCI 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-532/452 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left 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 fof a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 3 and 498 lb uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.14Wx3.25") toe -nails per NDS guidfines. - 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=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-3=-90, 1-4=-20 Concentrated Loads (lb) Vert: 6=258(F=129, B=129) i. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cart.6634 6904.P4e East Blvd: Tampa FL 33610 . Date: December 12,2019 Q, WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based onlyupon 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 individudi 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 Quality Cdtedo, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881224 1760917 MV02 Valley 5 1 Job Reference (optional) buimers mrsi bource, rianr carry, rL - aznau, 0.4yu s vul 14 - I D 1 I V. I I D:4 P 4g?4zMyoYg cCcw94LZV N zz409-b7cV BedZHvV_iTj n2S o? ruXuQ LsS 6umNkBV m G KyA_fe 200 2-0-0 Scale=.1:6.9 ' 5.00 F1_2 2 a a 0 2X4 i I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.05 Vert(LL) n/a 7 n/a 999 MT20 244/190 TCDL 15.0. Lumber DOL 1.33 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 FBC2017ITP12014 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=69/1-11-6, 2=56/1-11-6, 3=12/1-11-6 Max Horz' 1=41(LC 12) Max Uplift 1=-30(LC 12), 2=-51(LC 12) j Max Grav 1=69(LC 1), 2=56(LC 1), 3=25(LC3) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Ielss except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph;.TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for• members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 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. I . 5) Bearing at joints),? considers parallel to grain value using ANISI/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 30 lb uplift at joint 1 and 51 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: I ; December 12,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ' a.truss system. Before use, the building designer must verify the applicability building design. Bracing Indicated is to prevent buckling of individual of design parameters and properly Incorporate this design Into the overall 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 fabrication, storage, delivery, erection and bracing of trusses and truss Injury and property damage. For general guidance regarding the . systems, seeANSVIPII Quality CIIIG40, DSB49 and BCSI BuBding Component 6904 Parke East Blvd. Safety Infotmatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610, Job Truss Truss Type Qty Ply Miranda T18881225 1760917 MV04. Valley 5 1 Jolt Reference (optional) Idailders First Source, Plant City, FL-32566, 8.240sdu r 4 cu r a rvn r en awusmes, u1u. Vveu Dec I IGM: Iu cu,e rage, ID:4P4g?4zMyoYgcCcw94LZVNzz409-3JAt0 dB1DdrKcl_cAJE064?slA?rGrWzoFKomyA_fd 4-0-0 4-0-0 i Scale = 1:11.1 2 3 v a 0 5 4 2x4 , 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC .0.13. Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=130/3-11-6, 3=-248/3-11-6, 4=-65/3-11-6, 5=540/3-11-6 Max Horz 1=105(LC 12) Max Uplift 1=-47(LC 12), 3= 248(LC 1), 4=-130(LC 3), 5=-362(LC 12) Max Grav 1=130(LC 1), 3=225(LC 12), 5=540(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-484/899 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3, 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 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 bearinglplate capable of withstanding 47 lb uplift at joint 1, 248 lb uplift at joint 3, 130 lb uplift at joint 4 and 362 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ®'WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 101=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 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 Quality CrBrada,.DS1149 and SCSI Bulding Component Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881226 1760917 MV06: Valley 4 1 Job Reference (optional) idunaerS rlrsi bourse, rlanl ldiy, I-L-'JZ000, a 0 6 ID:4P4g?4zMyoYgcCcw94LZVNzz409-XVkFcKegoXlhxmtAAtgTwJdB_9WRaISgBS tLCyA_fc 3=8-9 6-0-0 3-6.9 2-3.6 Scale 3/4°=1' i 3 .5 4 2x4 i 2x4 II I ITICAL SUPPORT OF FREE END DHORD IS REQUIRED. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 : TC 0.24 Vert(LL) . n/a n/a 999 MT20 244/190 TCDLL 15.0 Lumber DOL 1.33 BC . 0.12 Vert(CT) n/a n/a 999 BCLL 0:0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P, Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-11-6. (lb) - Max Horz 1=169(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3 except 5=-252(LC 12) Max Grav All reactions 250 lb or less at joint(s)l 1, 3, 4 except 5=365(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-303/129 WEBS 2-5=-329/607 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live lload 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) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.. Buildingdesigner should verify capacity of bearing surface, 6) Provide mechanical connection (by others) of truss to bearingiplate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 5=252. I I �I I I Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL:33610 . Date:. December 12,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based,only upon parameters shown, and is for an Individual building component, not '- a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda,.DSB-89 and SCSI Busding Component 6904 Parke East Blvd. Safety Informationavollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss TypoQty Ply Miranda T18881227 1760917 MV08 Valley 3 1 Job Reference (optional) Builders mrsi Jource, Pian1 City, FL - 32566, 0.44u s dw 19 Lu ! v Ivll l en 11 utibules, II IG. vveu uec I I I v.vu:I I G raqu I ID:4P4g?4zMyoYgcCcw94LZVNzz409-XVkFcKegoXlhxmtAAtgTwJd499Roaj7gBS_tLCyA_fc 6-1-5 8-0-0 6-1-5 1-10.11 3 Scale = 1:20.3 v. 0 0 5 4 2x4 i 3x6.11 ' l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.68 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 . Code FBC2017[TP]2014 Matrix-S Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No:3 BOT CHORD..: Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-11-6. (lb) - Max Horz1=233(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3, 4 except 5=-424(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 5=615(LC 1) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-344/157 WEBS 2-5=-501/894 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132Mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord livelload 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) 3 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 bearingplatecapable of withstanding 100 Ib uplift at joint(s) 1, 3, 4 except Qt=lb) 5=424. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND M/TEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. (INCLUDED Design valid for use only wd with MITek® connectors. This design is baseonly upon parameters shown, and is for an Individual building component, not �� a truss system. Before use; the, building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, .Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quality CrIterlo, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda . T18881228 1760917 MV10 Valley 2 1 Job Reference (optional) tsunaers rust source, riarn ury, rL - azsoo, o.c a au. , I D:4P4g 74zMyoYgcCcw94LZV N z409h epfSZgtYZwRMj bLTx9J9Yg7JB Cp06OtfyA"_b 3-8.9 6.1-4 8-6-2 10-0-0 3-8.9 2-4-11 2-4-14 1-5-14 4 Scale = 1:25.8 0 0 6 � 6 5 2x4 i ' 2x4 II 2x4 II I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) - Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/T.PI2014 Matrix-S Weight: 36 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS . 2x4 SP No.3 REACTIONS. All bearings 9-11-6. 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. (lb) - Max Harz 1=297(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4, 5, except 6=-316(LC 12), 7= 342(LC 12) Max Grav All reactions 250 lb or less at joint(s), 1, 4 except 6=460(LC 1), 7=493(LC 1) FORCES. (lb) - Max. Corrl Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-542/216, 2-3=-258/116 WEBS 3-6=-376/668,2-7=-401/713 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132miph; TCDL=4:2psf; BCDL=3.Opsf; h=32ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer.should verify capacity of bearing surface, 6) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Gt=lb) 6=316, 7=342:. I " . Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 12,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is basedionly upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is alwaysrequiredfor stability and to prevent collapse with possible personal Injury and -property damage. For general guidance regarding the MiTek' . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Crtteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomlatlonovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881229 1760917 MV12 Valley 1 1 Job Reference (optional) tsunaers rust bource, mani i rry, rL - 3Zt300, 0.4W 3 UUI 14 LU 1O IVII 1 GA IIIUUJUICJ, u r U. I ID:4P4g?4zMyoYgcCcw94LZVNzz409-TusO1?g4KB?PB40ZHlsxOkiQJy7V2dgyfmT_P5yA_fa 4=0-0 6=1-6 10-11-0 12-0-0 , 4-0-0 2.1-6 4-9-9 1-1-0 Scale = 1:27.1 v 0 0 3x6 11 3x6 11 . I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) -0.01. 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014, Matrix-S _ Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 1.1-11-6. (lb) - Max Horz 1=361(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 4, 5 except 7=-459(LC 12), 6=-270(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 7=663(LC 1), 6=393(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-560/232 WEBS 2-7=528/882, 3-6=-330/560 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSVTPI 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, 4, 5 except (jt=lb) 7=459, 6=270. I - p Joaquin Velez PE No.69162 MTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 1 Date: December 12,2019 Q,WARN/NG - Verily design parameters and READ NOTES ON THIS AND )NCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE. • Design valid for use only with MRekO connectors. This design Is basedlonly 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, seeANSI/IPII Guall��ryy Cdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Miranda' T18881230 1760917 MV14 Valley 1 1 Job Reference (optional) twaaerS rust Jource, viam Uty, M - 32bbb, 0.z14u s JUI I'+ eU i s IVII I en uIUUSureb, IIIU. VVCU UCU 1 1 I U.Uu. I J — I D rays I ID:4P4g?4zMyoYgcCcw94LZVNzz409-Tus0l?g4KB?PB40ZHlsxOkiS4yAX2eEyfmT_P5yA_fa 3 8 9 8-6-2 13-3-11 114.0-0, 4-9-9 4-9-9 0.8-5 Scale: 3/8'=1' I 3x4 9 8 10 7 6 2x4 lil 2x4 11 3x6 11 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) -O.b1 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 j Matrix-S Weight: 55lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD .. ' Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. All bearings 13-11-6. (lb) - Max Horz 1=426(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 5=-157(LC 1), 6— 145(LC 18), 8=-385(LC 12), 7— 354(LC 12), 9=-326(LC 12) j Max Grav All reactions 250 lb or less at joint(s)', 1, 5 except 8=556(LC 1), 7=604(LC 2), 9=471(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-724/277, 2-3=-479/195 WEBS 3-8— 456/733,4-7=-422/677,2-9=-381/613 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mIph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp:D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions' shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires.continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live'load nonconcurrent with any other live loads. 4) '.This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSIlTPI 1 angle to grain formula.. Building designer.should verify capacity of bearing surface. ' I 6) Provide mechanical connection (by others) of truss to bearingi plate capable of withstanding 157 lb uplift at joint 5, 145 lb uplift at joint 6, 385 lb uplift at joint 8, 354 lb uplift at joint 7 and 326 Ib uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott.6634 6904,Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON. THIS ANDIINCLUDED MIrEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Qualify Criteria, DSO-89 and SCSI Bunding Component - 6904 Parke East Blvd. Safety Inlormatlorrovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ' Ply Miranda T18881231 1760917 Tot Hip Girder, 1 1 I Job Reference (optional) Bbilders First Source, Plant City, FL- 32566, 1 . 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:14 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-x4QOELgi5S7GoEblr?NAYyFaDMKMn5?6uQDxxXyA_fZ 2-2-0 8-10-0 9.7-0 ,10-4-0, 17-0-0 _ _ 1'-2-0 2-2-6 6-8.0 0-9-0 0-9-0 6.8-0 2-2-0 a Special 3x4 = 2x4 11 3x4 = Special 3 4 5, 10 Special Sx6 =. 82x4 II 2x4 I Special 1-10-0 2- 9-7.0 17-0.0 1 -4 0 19-2-0 1-10.0 4- 7-5.0 7-5-0 4- 1-10-0 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Well Ud TOLL 30.0 Plate Grip DOL 1.33 TC 0.69 Vert(LL). -0.23 9 >789 360 TCDL 15.0 Lumber DOL 1.33 BC 1.00 - Vert(CT) -0.43 9 >415 180 BCLL 0.0 Rep Stress ]nor NO WB 0.19 Horz(CT) 0.02 8 n/a n/a BQDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.27 . 9 >670 240 LUMBER - TOP CHORD 2x4 SP M 31 'Except' 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 Scale = 1:36.2 Iol PLATES GRIP MT20 244/190 Weight: 67 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-7 oc bracing. REACTIONS. (lb/size) 10=1263/0-8-0, 8=1263/0-8-0 Max Harz 10=108(LC 8) j Max Uplift 10=-705(LC 8), 8=-706(LC 9) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1008/524, 2-3=-1272/725, 3-4=-1025/707, 4-5=-1025/707, 5-6=-1272/725, 6-7=-1008/524 BOT CHORD 1-10=-522/1025, 9-10=-522/1025, 8-9=-522/1025, 7-8=-522/1025 WEBS 2-10=-834/650, 6-8=-835/650, 4-9=0/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7=10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 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 705 lb uplift at joint 10 and 706 lb uplift at joint 8. ' 7) Hanger(s) or other connection.device(s) shall be provided sufficient to support concentrated load(s) 221 Ito down and 312 lb up at 8-10-0, and 221 lb down and 312 lb up at 10-4-0 on top chord, and 73 lb down at 8-10-0, and 73 lb down at 10-3-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 5-7= 90, 1-7=-20 Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 3=-150(F) 5=-150(F) 11=-59(F) 12=-59(F) MiTek USA, Inc. FL Cert 6634 6904:Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND (INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03Q015 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 appil6abllity 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, seeANSVWII Quality Cdferla, DSB-89 and BCSI BuBdIng Component 6904 Parke East Blvd. Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I Job Truss Truss Type Qty Ply ' Miranda T18881232 1760917 T02 Common 1 1 1 ' !: Job Reference (optional) t3mciers Ylfst Source, Hanl Glty, rL - 32566, 6,24U S JUI 14 ZU1 U MI I eK Inausmes, Inc. W ea Uec it 16:UD:1 a 2U1 U rage 1. ID:4P4g?4zMyoYgcCcw94LZVNzz409-QGzmRhhKsl F7QOAxPjuP59ngLmjxW W BF64y5U_yA_fY 2-2-0 5.0-4 9-7-0 17-0-0 _ 19-2-0 2-2-0 2-10.4 4,6-12 7-5-0 2-2-0 Scale=1:31.6 5x6 = 3 I9 0 8 3x6 II 5z6 6.3x6 II 1-10.0 2- 9-7-0 17-0-0 1 -4 0 1%-0 1-10.0 -4- 7-5.0 1 7-5-0 4- 1-10-0 Plate Offsets (X,Y)-- 17:0-3-0,0-3-01 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.99 BC 0.19 WB 0.33 Matrix-S DEFL. in Vert(LL) -0.15 Vert(CT) ' -0.29 Horz(CT) 0.02 Wind(LL) 0.19 (loc) I/defl Ud 7 >999 360 7 >623 180 6 n/a n/a 7. >953 240 PLATES GRIP MT20 244/190 Weight:,68lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1054/0-8-0, 8=1054/0-8-0 Max Horz 8=116(LC 16) Max Uplift 6=-535(LC 13), 8=-535(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-668/288, 2-3=-895/757, 3-4=-895/757, 4-5=-668/288 BOT CHORD 1-8=-350/684, 7-8=-350/684, 6-7=-350/684, 5-6=-350/684 WEBS 4-6=-767/1100, 2-8= 767/1100 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord livelload 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. I . 5) Provide mechanical connection (by others) of truss to bearingi plate capable of withstanding 535 lb uplift at joint 6 and 535 lb uplift at joint 8. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904'Parke East Blvd. Tampa FL 33.610. Date: December 12,2019 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND'INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mi7ek® 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, seeANSVTPli Quality Cdterla, DSO-89 and BCSI Building Companont 6904 Parke East Blvd. Safety Informatlanovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i i Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881233 1760917 T03 Common 4 1 1 Job Reference (optional) Bdiiders First .Source, . want Guy, FL - 32566, 0.Z4U s JUI 14 ZU-I `J I'M I ex Industries, Inc. Wed Dec 11 I6:06: I6 2019 rage I ID:4P4g?4zMyoYgcCcw94LZVNzz409-uTX8f1 iyd3N_2XI7yQQedNKrBA4gFzHPLkieOQyA_fX 2-2-0 9-7-0 16-8-8 2-2-0 17-5-0 I 7-1-8 Scale=1:28.7 5x6 = i 3 5.00 F12 I 6x8 II 3x6 I I 4 2 1 I uI 3x4 = s s d• s _ - 6 5 7 5x6 = 5x6 II 3x6 11 1-10-0 2-2-0 9-7-0 16-8-8 1-10-0 4- 7-5-0 7-1-8 Plate Offsets (X,Y)-- [4:0-3-13,0-0-01,[6:0-3-0,0-3-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) -0.19 6 >906 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.37 6-7 >470 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 r Matrix-S Wind(LL) ' 0.21 6 >824 240 Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except' 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 7=1043/0-8-0, 5=769/Mechanical Max Harz 7=176(LC 12) ! Max Uplift 7=-527(LC 12), 5=-375(LC 13) ! FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-636/300, 2-3=-863/779, 3-4=-847/775, 4-5=-635/716 BOT CHORD 1-7=-365/654, 6-7=-518/654, 5-6=-518/654 WEBS 2-7=-765/1125 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11;.Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing! plate capable of withstanding 527 lb uplift at joint 7 and 375 lb uplift at joint 5. I I I I I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904'Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ,D WARNING -Verify design parameters and READ NOTES ON THIS ANDIINCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10103)2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based 'only upon parameters shown,'ond Is for an Individual building component, not a truss system, Before use, the building deslgner 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 stabllity 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 Cualtly Cdtoda,.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty• Ply Miranda T18881234 1760917 T05 Half Hip 1 1 Job Reference (optional) tsuuaers rlrsi source, riani uuy, ru - ozaoo, 7-10-0 7-10.0 L. 5.00 12 6x8 i 1?4zMyoYgcCcw94LZVNzz409-Mf5XsNjaONVrfhKKW BxlAat32ZPC_Mv.YaORBYsyA_fw 11-6-0 16-8.8 3-8-0 5-2-8 4x10 MT20HS 3 Scale = 1:33.3 4x10 MT20HS 11 4 Li .7. 6 5 4x6 = 2x4 1I 3x6 = 6x8 = 7-10-0 16-6-8 Plate Offsets X -- 3:0-5-0,Ed e , 4:0-3-8,Ed e i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL . . . 1.33 TC 0.78 Vert(LL). -0.15 5-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.29 5-7 >691 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.63 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 r Matrix-S Wind(LL) 0.13 1-7 >999 240 Weight:76lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD - Structural wood sheathing directly applied or 5-4-14 oc purlins, 3-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly' applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-5 4-5: 2x4 SP No.2 i REACTIONS. (lb/size) 1=907/Mechanical, 5=907/Mechanical Max.Horz 1=378(LC 12) Max Uplift 1=-438(LC 12), 5=-479(LC 9) l FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or leiss except when shown. TOP CHORD 1-2= 1561/1235, 4-5=-327/393 BOT CHORD 1-7- 1562/1361, 5-7=-1562/1361 WEBS 2-7=0/388, 2-5=-1381/1594 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3=second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 fora 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 late capable of withstanding 438 lb uplift at joint 1 and 479 lb uplift at joint 5. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters sHown, and is for an individual building component, not a. truss system. Before use, the building designer must verify the opplicIability of design parameters and. properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always.required for stability and to prevent collapse with possible personal injury.and:property damage. For general guidance regarding the , • fabrication, storage; delivery, erection and bracing of trusses ond.truss systems, seeANSI/IPII Quality Cdteria,,DSB-89 and SCSI BuBding Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee STree£, Suite 312. Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6900eirke East Blvd. Tampa FL 3.3610 . Date: December 12,2019 . wt MiTek" 6904 Parke, East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881235 1760917 T06 Roof Special Girder 1 1 Job Reference (optional)' Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:18 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-grtv4jjD9gdiHrvW4rS6joPC3zndiliol B14IyA_fV 2-2-0 4-10-0 10-10.0 13-11-0 19-6-0 22-8-8 2-2-6 2-8.0 6.0-0 3-1-0 5-7-0 3-2-8 46 = Scale = 1:42.7 4xl0 MT20HS = I 15-2-0 22-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.96 Vert(LL) -0.16 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) -0.28 9-11 >882 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.21 9-11 >999 240 Weight:131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD - Structural wood sheathing directly applied or 2-7-4.oc purlins, 6-7: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP M 26'Except' BOT CHORD Rigid ceiling directly applied or 5-5-0 oc bracing. 8-10: 2x6 SP No.2 WEBS 1 Row at midpt 5-8 WEBS 2x4 SP No.3 `Except' 7-8: 2x4 SP No.2 REACTIONS. (lb/size) 8=1120/Mechanical, 12=1370/0-8-0 Max Horz 12=436(LC 34) Max Uplift 8=-659(LC 8), 12=-964(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1388/955, 2-3=-1520/1120, 3-4=-1863/1205, 4-5=-2000/1051, 7-8=-343/248 BOT CHORD 1-12=-886/1312, 11-12=-1322/1312, 9-11=-1820/2636, 8-9=-1238/1859 WEBS 2-12=-533/399, 3-11=-196/666, 4-11=-1023/60214-9=-933/700, 5-9=-353/740, 5-8= 1902/1265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);. cantilever left exposed; LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. l 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 659 lb uplift at joint 8 and 964 lb uplift at joint 12. 9) "NAILED" indicates 3-10d (0.148"x3".) or3+12d (0.148"x3.25")� toe -nails per NDS guidlines. 10) Hanger(s) r other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 251 lb up at 4-10-0 on top chord, and 169 lb down and 204 lb up at 4-11)-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 4-6=-90, 6-7=-90, 1-8=-20 . Joaquin Velez PE No.68182 MiTek USA, Ind. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: nPr-aminar 17 Jrl-Iq 0 WARNING - Verity design parameters and READ NOTES ON THIS ANDIINCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10103QOIS 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881235 1760917 T06 Roof Special Girder 1 1 I' Job Reference (optional) Builders First source, F9ant city, FL - 32556, - LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=83(F) 13=-5(F) 14=91(F) 15=-177(F) I I I G t1."L4U S Jul 14 ZU19 MI I eK InaustrleS, Inc. INea Uec 11 1 b:uo:1 t1 zul v rage z ID:4P4g74zMyoYgcCcw94LZVNzz409-grfv4jjD9gdiHrvW4rS6joPC3znrjllio1 B14lyA_fV 0 WARNING - Verily design parameters and READ NOTES ON THIS AND (INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appll6abllity 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 Qualllfr Criteda, DSB-89 and BCSI Bu9ding Componanf 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply Miranda T18881236 1760917 T07 Roof Special 1 1 Job Reference (optional) builders rirst Source, rlant.Uity, rL - 32b66, 6.Z411 s JUI 14 zul u MI I eK mauslnes, Inc. vvea uec 11 1 b=:l y ZUI `.1 rage 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-12DHH3krw_IZv?UieZzLF?yNFN5dS I W ri hwldlyA_fU 2-2-0 6-10-0 12-10-0 .15-11-0 , 21-6.0 22-8-8 2-2-0 4-8-0 6-0.0 3-1-0 5-7-0 1-2-8 I { 3z4 —_ Scale = 1:43.6 4x6 11 6 7 1 3x6 I I 3x4 = 4x6 = a 3x6 = 9 6x8 1-10-0 2r2�0 9-10-0 17-2-0 22-8-8 1-10-0 0-4-0 7-8-0 7-4-0 5-6-8 Plate Offsets (X,Y)-- [6:0-2-0,0-2-111, [7:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) -0.26 9-11 >931 .360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.46 9-11 >538 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 I Matrix-S Wind(LL) 0.33 9-11 >735_ 240 Weight: 115lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except*. 1-3: 2x4 SP M 31, 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except` 8-10: 2x4 SP No.2 . WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-10 oc bracing. WEBS 1 Row at midpt 5-8 REACTIONS. (lb/size) 8=1109/Mechanical, 12=1373/0-8-0 { Max Horz 12=507(LC 12) Max Uplift 8=-683(LC 12), 12=-698(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1266/749, 2-3=-1552/1198, 3-4=-1573/1209, 4-5=-1432/1027, 7-8=-267/370 BOT CHORD 1-12=-787/1285, 11-12=-1591/1286, 9-11=-1893/1881, 8-9=-1317/1256 WEBS 2-12=-884/1066, 3-11=-83/415, 4-11=-435/342; 4-9=-844/788, 5-9=-568/793, 5-8=-1455/1519 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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 livelload 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 683 lb uplift at joint 8 and 698 lb uplift at joint 12. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS ANDIIINCLUDED M/TEK REFERANCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT ekO 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, seeANSIMIt Gua[My Criterla,'DSB-89 and Best Building Component 6904 Parke East Blvd. Safety Infoanatlonavollabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. i Tampa, FL 33610 Jab Truss Truss Type Qty Ply Miranda T18881237 1760917 T08 Roof Special 1 1 Job Reference (optional) Builders I-irst Source, Flan Uny, rL - 32b66, b.24u s Jul 14 2U1 y MI I eK InaUSmes, inc. vveo uec 11 1 b:uo:zu zul a rage I ID:4P4g?4zMyoYgcCcw94LZVNzz409-mEnfVPIThltQW 93vBGUaoDVaQnRrBiG_GLgs9ByA_fT 2-2-0 8-10-0 14-10-0 22-8-8 2-2-0 6-8.0 6-0.0 7-10-8 Scale ='1:43.2 5 3x4 — 3x6 11 2x4 11 3x4 = US = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) -0.24 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 1 BC 0.74 Vert(CT) -0.44 7-9 >555 180 BCLL 0.0 Rep Stress Incr . YES WB 0.66 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.28 7-9 >879 240 Weight: 121 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD 3-4: 2x4 SP No.2, 4-5: 2x6 SP No.2 BOT CHORD 2x4 SP M 31 'Except BOT CHORD 6-8: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 f REACTIONS. (lb/size) 6=1109/Mechanical, 10=1373/0-8-0 Max.Horz 10=533(LC 12) Max Uplift 6=-721(LC 12), 10=-690(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1232/611, 2-3=-1503/1078, 3-4=-1507/1120, 5-6— 320/488 BOT CHORD 1-10— 653/1239, 9-10=-1498/1239, 7-9=-1492/1236, 6-7=-1505/1504 WEBS 2-10=-850/1099, 3-7=-15/320, 4-6=-1652/1654 11 Structural wood sheathing directly applied or 2-8-6 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-0 oc bracing. 1 Row at midpt 4-6 . NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent waterponding. 3) This truss has been designed fora 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. I 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearinj plate capable of withstanding 721 lb uplift at joint 6 and 690 lb uplift at joint 10. I I Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. f0/0312015 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 appllcabllity 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, seeANSUVII Cuattly Cdturla, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Informafbnovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply I Miranda T18881238 1760917 T09 Roof Special 1 1 Job Reference (optional) builders rust tiource, viant uty, FL - 32566, 8.240 s Jul T4 2019 MI I ex Industries, Inc. Wed Dec i i i 6:05:2i zui 9 rage T. ID:4P4g?4zMyoYgcCcw94LZVNzz4C9-EQL1 ikm5Sb?HBJe5l_?pKQ1 mW BkZwAoBV?P PhdyA_fS 2-2-0 10-10.0 16.1 6-0-0 %0 " 22-8-8 2-2-0 8-8-0 5-10-8 3x4 = Scale = 1.50.2 3x4 = 4x6 = 5 10 9 7 6 3x6 U 3x4 = 3x4 = 3x6 = I 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0. Plate Grip DOL 1.33 TC 0.75 Vert(LL) -0.20 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) -0.36 7-9 >676 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) -0.08 12 n/a nfa BCDL 10.0 Code FBC2017frP12014 Matrix-S i Wind(LL) 0.18 7-9 >999 240 Weight: 121 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 1-8: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1377/0-8-0, 12=1073/Mechanical Max Harz 10=530(LC 12) Max Uplift 10=-694(LC 12), 12=-699(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1165/473, 2-3=-1486/1042, 3-4— 1054/802, 6-11=-832/877, 5-11=-832/877 BOT CHORD 1-10=-573/1200, 9-10=-1414/1200, 7-9=-1411/� 201, 6-7— 1070/1046 WEBS 2-10=-993/1336, 3-7=-271/426, 4-7=-234/322, 4-6=-1270/1289, 5-12=-1076/1151 Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-12 oc bracing. 1 Row at midpt 4-6 NOTES- 1) Wind: ASCE 7=10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; 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 bearinglplate capable of withstanding 694 lb uplift at joint 10 and 699 lb uplift at joint 12. I Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33.610 Date: December 12,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND )NCLUDED MrTEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based' only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicabllity 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, seeANSVFPII Cuallly CrBarla, DSB-89 and BCSI BulldNp Component 6904 Parke.East Blvd, Safety Inforrnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda I T18881239 1760917 T10 Roof Special 1 1 Job Reference (optional) Builders First Source, Hunt Gny,FL - 32566, 8.24U 5 JUI 14 2u1 u MI I eK Inausirles, Inc.. Wed Uec 11 117:ua:z1 zui u rage i ID:4P4g?4zMyoYgcCcw94LZVNzz409-EQL1ikm5Sb?HBJe5l_?pKQ11LBmlw4K8V?PPhdyA_fS 2- 2 0 6 10 9 12.10.0 18-10.0 22-8-8 4.8-9 5-11-7 6.0-0 3-10-8 Scale = 1:43.2 6 m 9 N O 13x6 I 3x4 — 4x6 = 3x4 = 6x8 7 I 1-10.0 2r20 9-9-3 1B-10-0 22-B-8 �; Plate Offsets (X,Y)-- 14:0-4-0,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vert(LL) -0.29 8-10 >B49 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.56 8-10 >435 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix S Wind(LL) 0.33 8-10 >737 240 Weight: 125 lb FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except TOP CHORD 1-4: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except BOT CHORD 7-9: 2x4 SP No.2 WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 7=1109/Mechanical, 11=1373/0-8-0 Max Harz 11=540(LC 12) Max Uplift 7=-723(LC 12), 11=-68B(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1256/766, 2-3— 1550/1211, 3-4=-1292/1035, 4-5=-682/502 BOT CHORD- 1-11=-803/1276, 10-11=-1659/1276, 8-10=-12d6/1030, 7-8=-678/668 WEBS 2-11=-925/1058, 3-10=-239/501, 4-10=-195/313, 4-8=-476/705, 5-8=-480/524, 5-7=-1181/1194. I Structural wood sheathing directly applied or 3-8-6 oc puriins, except end verticals. Rigid ceiling directly applied or 4-10-7 oc bracing. NOTES- 1) Wind: ASCE 7=10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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, with BCDL = 10.6psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearinglplate capable of withstanding 723 lb uplift at joint 7 and 688 lb uplift at joint 11. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is basedlonly 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, seeANSV1P11 Quality Cdleda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda ' T18881240 1760917 T11. Roof Special 1 1 Job Reference (optional) BOIders First Source, Plant Gity, FL - 32565, B.24U S JUI 14 ZU19 MI I eK InausirieS, Inc. vveo uec 11 1 b:Uo:zo ZU1 a rage 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-bO8wISgEG8eZF4W2YXb_1 UkasCT7bNEteH7AMryA_fN 2-2-0 7-6-2 14-10-0 20-10.0 , 22-8-8 2.0 5.4-2 7-3-14 6-0-0 1-10-8 Scale = 1:43.6 5.00 F12 5x6 5x6 = 7 , a 13x6 11 2x4 11 3x4 = 3x8 = 6x8 = 1-10-0 2r2-,0 7-6-2 14-10-0 22-8.8 1_i n-n n-d-n S-2 -9 7-4-1d 7 1n-A Plate Offsets (X Y)-- [4:0-5-0,Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL . 1.33 TC 0.90 Vert(LL). -0.27 9-11 >897 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) -0.52 9-11 >472 180 MT20HS 187/143 BCLL 0.0 Rep Stresslncr YES WB 0.88 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Wind(LL) 0.36 9-11 >681 240 Weight: 128lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-5: 2x4 SP No. 1, 1-4: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 `Except' BOT CHORD 1-10: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 REACTIONS.. (lb/size) 8=1109/Mechanical, 12=1373/0-8-0 Max Hdrz 12=540(LC 12) Max Uplift 8=-723(LC 12), 12=-688(LC 12) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1289r783, 2-3=-1520/1156, 3-5=-1095/803, 5-6— 893/903 BOT CHORD 1-12=-776/1275, 11-12=-1632/1275, 9-11=-1632/1275, 8-9=-318/290 WEBS 2-12=-749/878, 3-11=-1.17/261, 3-9=-482/689, 5-9=-261/448, 6-9=-988/887, 6-8=-1083/1211 1 Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. Rigid ceiling directly applied or 4-8-0 oc bracing. 1 Row at midpt 6-9 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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) The Fabrication Tolerance at joint 5 = 12% 5) This truss has been designed for a 10.0 psf bottom chord live jload 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 = 1O.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearingiplate capable of withstanding 723 lb uplift at joint 8 and 688 lb uplift at joint 12. . Joaquin Velez PE No.68182 MiTek USA, Inc. FL Car; 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. Design valid for use only with V 17ekB connectors. This design Is basedl only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the oppll�abllity of design parameters and properly Incorporate this design Into the overall �� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Criteria. DSB-69 and BCSI Building Component 6904 Parke.East Blvd. Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda T18881241 1760917 T12 Half Hip I• Job Reference (optional) builders i-IrSt source, mant Glty, rL - 32b66, 1 6.24u s dui 14 2u19 MI I eK maustnes, Inc. vvea uec i i io:ub:Z6 2ui u rage i ID:4P4g?4zMyoYgcCcw94LZVNzz409-bO8wISgEG8eZF4W2YXb_1 UkamCUxbTkteH7AMryA_fN 2-2-0 9-8-8 16-10-0 22-8-8 2-2-0 7-6-8 7-1-8 5-10-8 10x16 MT20HS 11 Scale = 1:49.3 5.00 12 2x4 'II 5 6 11 lu 6 7 3x6 I I 2x4 1 4x6 _ 3x4 = 6x8 = 1-10-0 2T2i0 I 9-8.8 16-10-0 22-8-6 1-1 4 7-6.8 7-1-8 5-10-8 Plate Offsets (X,Y)-- f5:0-2-4,0-7-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) -0.26 8-10 >942 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) -0.50 8-10 >492 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 i Matrix-S Wind(LL) 0.31 8-10 >785 240 Weight: 122lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-4: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. 1-9: 2x4 SP M 31_ WEBS 1 Row at midpt 3-8, 5-7 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1109/Mechanical, 11=1373/0-8-0 Max Harz 11=549(LC 12) Max Uplift 7=-600(LC 9), 11=-662(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 1263/673, 2-3— 1539/1143, 3-5=-862/646', 6-7=-231/264 BOT CHORD 1-1.1=-713/1273, 10-11=-1585/1273, 8-10=-1585/1273, 7-8=-762/690 WEBS 2-11=-86311099, 3-8=-707/959, 5-8=-475/537, 5-7=-1083/1199 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; 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) The Fabrication Tolerance at joint 5 = 16% 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 7 and 662 lb uplift at joint 11. I Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use; the building designer must verify the appllcabllity 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, seeANSVFPII Cuallty Criteria, DSB-89 and SCSI Building Component 6904 Parke,East Blvd. Safety Infarmatlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City I Ply Miranda T18881242 1760917 T13 Half Hip 1 1 Job Reference (optional) t]UllaerS mrsl bource, viam clay, I-L - JZbbb, Me4U 5 JUI 14 ZU I e MI I eK mUU51ne5, Inc. VVeU Uee I I I O:=41 eu I u. rage I ID:4P4g?4zMyoYgcCcw94LZVNzz409-3ailzogs1 RmQsE5F6E6DahHIDbgQKtZOtxsjvHyA_fM 2-2-0 7-5-5 14-0.14 18-10.0 22-8-8 2-2-0 5.3-5 6-7-9 4-9-2 3.10.8 6x8 5.00 12 6 • 7 1q1 b Scale = 1:49.1 3x6 11 1 2x4 11 3x4 3x4 = 6x8 = 1-10.0 2T2 7-5-5 .13-3-5 22-8.8 1-11 4102 5-3-5 1 5-10-0 9.5-2 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [6:0-2-2,Edge], [7:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL). -0.24 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.45 9-11 >548 186 - BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Wind(LL) 0.30 9-11 >803 240 Weight: 1251b . FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except' TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, 6-7: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 'Except" 1 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. 8-10: 2x4 SP Nb.2 WEBS 1 Row at midpt 7-8, 5-8 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1109/Mechanical, 12=1373/0-8-0 Max Harz 12=607(LC 12) Max Uplift 8=-648(LC 12), 12=-653(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1218/650, 2-3=-1466/1047, 3-5=-1185/870, 7-8=-320/397 BOT CHORD 1-12= 659/1213, 11-12=-1622/1213, 9-11=-1622/1213, 8-9=-1235/1046 WEBS 2-12=-795/938, 3-9=-287/430, 5-9=-172/435, 51118- 1244/1473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=170mph (3-second gust) Vasd=132niph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; ca4ntilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live, load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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. 6) Refer to girder(s) for truss to truss connections. i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 648 Ib uplift at joint 8 and 653 lb uplift at joint 12. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND, INCLUDED MITEK REFERANCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the opplicabilly of design parameters and properly Incorporate this design Into the overall ��- building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always. required for stability and to prevent collapse with possible fabrication, storage, delivery, erection and bracing of trusses and tniss personal injury and property damage. For general guidance regarding the systems, seeANSVTPl1 Quality Criteria, DSB-89 and SCSI Building Component . 6904 Parke East Blvd. Safety Inlarmatlonavollable from Truss Plate Institute, 218 N. Lee Stre�t Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881243 1760917 T14 Half Hip I 1 1 Job Reference (optional) builders mrst source, Fiant Uty, t-L - 3Zbbb, t1.Z4U S Jul 14 ZUI�l MI I eK Inausines. Inc. v eu Lieu I I Ia:Uo:Zn ZU Ie r-age I I D:4 P4g?4zMyoYgcCcw94LZVN zz409-Xm G hABrU oluH U Ng RtydS6vgzO?Af 3JgA6bcH RjyA_i L 2-2-0 7-5-6 14-0-15 20-0.8 22-8-8 2-2-0 5-3-6 6-7-9 5-11-9 2-8-0 6x12 MT20HS p Scale=1:55.8 5x6 I 5.00 12 6 7 - 12 11 "" 9 "" 8 3x6 I I 2x4 I 3x4 = 3x4 = 6x8 = 1-10-0212,0 7 5 6 14-1-0 22-8-8 1-16-00-4-0 5-3-6 6-7-10 8-7-8 Plate Offsets (X,Y)-- [4:0-3-0,Edgel, [7:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) -0.24 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.45 9-11 >547 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.30 9-11 >821 240 Weight: 125lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except* TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, 6-7: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 -Except* BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. 8-10: 2x4 SP No.2 WEBS 1 Row at midpt 7-8, 5-8 WEBS 2x4 SP No.3 "Except* 7-8: 2x4 SP No.2 REACTIONS. (lb/size) 8=1109/Mechanical, 12=1373/0-8-0 i Max Horz 12=646(LC 12) { Max Uplift 8=-692(LC 12), 12=-643(LC 12) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1218/615, 2-3=-1467/1009, 3-5=-1184/822, 7-8=-321/420 BOT CHORD 1-12=-624/1213, 1 t-12=-1649/1224, 9-11=-1649/1224, 8-9=-1254/1045 WEBS 2-12=-795/930, 3-9=-288/439, 5-9=-173/434, 5 8=-1239/1488 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10;.Vult=170mph (3-second gust) Vasd=132rr)ph; TCDL=42' sf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1 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 th,e 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 8 and 643 lb -uplift at joint 12. I Joaquin Velei PE No.68182 MiTek USA, Inc. FL Cert 6634 6904;Parke East Blvd. Tampa FL 336,10 Date: December 12,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 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, seeANSVTP11 Cuaitty Cdteda, DSB-89.and BCSI BuBding Componont 6904 Parke East Blvd. Safoly Intonnationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Miranda I T18BB1244 1760917 T15 Half Hip. 1 1 Job Reference (optional) Builders First Source, . Plant Clty, FL - 32566, 8.24U S Jul 14 2U19 MI I eK Industries, Inc. Wed Uec 11 1 t9:ub:29 2U19 rage 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-?zg3NUs6Z3086XFdDf8hf6M7KPWtom2JKFLgzAyA_fK 2-2.0 7-5-7 14.0-15 18-0.8 22.8-8 2-2-0 5-3-7 6-7-8 3-11-9 4-8-0 6x12 MT20HS 5.00 12 6 4x6 II 7 12 11- 9 8 3x6 11 _ 2x4 I 3x4 3x4 = 6x8 = Scale=1:51.2 1-10-0 2,2r0 7-5-7 12-9-0 22-8.8 1-10-0 0-4-0 5-3-7 5-3-9 9-11-8 Plate'Offsets (X,Y)-- [4:0-3-0,Edgel, [6:0-3-11,Edge1, [7:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.76 Vert(LL) -0.24 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.45 9-11 >547 180 MT20HS 187/143 ' BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.31 9-11 >790 240 Weight: 125lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, 6-7: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 'Except BOT CHORD Rigid ceiling directly applied or 4-6-11 oc bracing. 8-10: 2x4 SP No.2 WEBS 1 Row at micipt 7-8, 5-8 WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 8=1109/Mechanical; 12=1373/0-8-0 Max Horz 12=582(LC 12) Max Uplift 8=-621(LC 12), 12=-658(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1220/674, 2-3=-1467/1072, 3-5_ 1182/895, 7-8=-320/387 BOT CHORD 1-12=-682/1214, 11-12=-1604/1214, 9-11=-1604/1214, 8-9=-1215/1042 WEBS 2-12=-793/941, 3-9=-291/433, 5-9=-176/436, 58=-1243/1456 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 4) All plates are MT20 plates unless otherwise indicated.. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 621 lb uplift at joint 8 and 658 lb uplift at joint 12. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66U 6904:Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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, 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, seeANSVIPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inforrnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda T18881245 1760917 T16 Half Hip 1 1 Job Reference (optional) buTlrlerS rlrst bource, ' rlan_t Uly,. rL - 32b66, 1 6.z4u s Jul 14 zul y MI I eK Inausines, Inc. 1Nea uec 11 1 a: %ju Xui y rage 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-T9N RbptkKMB?jhggnNgwCKvFUprwXFvTZv5NVcyA_fJ 2-2-0 B-4-0 16-0-8 — 22-8-8 2-2-0 6-2-0 7-8.7 6.8-0 5x8 3x4 11 Scale =1:44.8 5.00 F12 5 6 11 iu _ a 7 3x6 11 1 2x4 11 4x6 = 3x4 6x8 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.93 BC 0.82 WB 0.52 4 Matrix-S DEFL. in Vert(LL) -0.29 Vert(CT) -0.55 Horz(CT) 0.03 Wind(LL) 0.37 (loc) I/defl Ud 8-10 >855 360 8-10 >444 180 7 n/a n/a 8-10 >654 240 PLATES' GRIP MT20 244/190 Weight: 121 lb Fr= 20% LUMBER- f BRACING= TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP No.2, 1-4: 2x4 SP M 31 BOT CHORD. Rigid ceiling directly applied or 4-4-13 oc bracing. BOT CHORD 2x4 SP No.2 'Except WEBS 1 Row at midpt 3-8, 5-7 1-9: 2x4 SP M 31 . WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1109/Mechanical, 11=1373/0-8-0 Max Horz 11=524(LC 12) Max Uplift 7=-605(LC 9), 11=-664(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1308/791, 2-3=-1550/1195, 3-5= 9891748; 6-7= 265/302 BOT CHORD 1-11=-797/1299, 10-11— 1628/1299, 8-10=-1628/1299, 7-8=-861/783 WEBS 2-11=-779/946, 3-8=-605/840, 5-8=-362/494, 517=-1106/1221 P NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearinglplate capable of withstanding 605 lb uplift at joint 7 and 664 lb uplift at joint 11. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904,Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND!INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE.. Design valid for use only with MfTek® connectors. This design Is bosedlonly upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFP11 Quality Criteria, DSB-89 and SCSI BuYdtng Component 6904 Parke East Blvd. Safety Infomlatlonavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite312, Alexandria, VA 22314. i Tampa, FL 33610 Job - Truss Truss Type city Ply Miranda T18881246 1760917 T17 Half Hip: 1 1 Job Reference (optional) builders First Source, Flan L:ny, FL - 3Zbbb, I tl.Z4ll s dui 14 ZU r e IVII I eK rnaaB[neS, rrla. VV eU Vea I I I UmUD;a r LU l y. rdyu I ID:4P4g?4zMyoYgcCcw94LZVNzz409-yLxpo9uM5gGsLrOOL4B9kXSVNDAdGhAcoZgx22yA_fl 2-2-0 7-7-0 14-0-8 18-2-12 22-8.8 2-2-0 5-5-0 6-5-8 4-2-4 4-5-12 1 1-10-0 5x8 = 2x4 11 3x4 = 4 5 6 Scale = 1:42.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.60 Vert(LL) -0.25 8-10 >977 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.46 8-10 >534 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.33 8-10 >731 240 Weight: 123 lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, 4-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bracing. 7-9: 2x4 SP No.2 WEBS 1 Row at midpt 5-7 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1109/Mechanical, 11=1373/0-8-0 1 Max Horz 11=460(LC 12) Max Uplift 7— 615(LC 9), 11=-663(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1254/794, 2-3=-1492/1191, 3-4=-1129/946, 4-5=-963/1020 BOT CHORD 1-11=-795/1244, 10-11=-1525/1244, 8-1 0=- 1525/1244, 7-8=-693/645 WEBS 2-11=-769/935,3-10=-131/257,3-8=-382/556,15-8=-585/567,5-7=-1078/1173 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. j 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 7 and 663 lb uplift at joint 11. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904,Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERANCE PAGE MIP7473 rev. 1 a(=015 BEFORE USE. Design valid for use only with MITek® connectors, This design is boseii 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 Quality Criteria, DSB-69 and BCSI BuBding Component 6904 Parke East Blvd. Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Miranda T18881247 1760917 T18 Half Hip 1 1 1 Job Reference (optional) - Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:31 2019 Page 1 ID:4P4g74zMyoYgcCcw94LZVNzz409-yLxpo9uM5gGsLrOOL4B9kXSTpD8bGcscoZgx22yA_fl 4-0-15 10-2-8 17-1-8 20-10-8 4.0.15 i6-1-9 6-11-0 3-9-0 Scale=1:38.9 5; 5x8 = 3x4 2x4 11 4 5 10 3x4 = 3x4 = 3x4 = 6 6x8 11 6x8 = 6-7-12 13-8.0 20-10.6 6-7-12 7.0-4 7-2-8 Plate Offsets (X,Y)-- [3:0-4-8,0-2-01 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.76 Vert(LL) -0.23 7-9 >999 360 MTPO 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.42 7-9 >580 180 BCLL 0.0 Rep Stresslncr YES WB 0.92 Horz(CT) 0.03 6 n/a rl/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.31 7-9 >791 240 Weight: 114lb FT=20% LUMBER- 4 BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 3-5: 2x4 SP No.2 2x4 SP No.2 *Except* 8-10: 2x4 SP No.1 2x4 SP No.3 *Except* 1-10: 2x8 SP 240OF 2.0E :(Ib/size) 6=1123/Mechanical, 10=1123/0-8-0 Max Horz 10=299(LC 12) BOT CHORD WEBS REACTIONS. Max Uplift 6=-628(LC 9), 10=-515(LC 12) BOT CHORD Structural wood sheathing directly applied or 4-3-8 oc pudins, except end verticals. Rigid ceiling directly applied or'2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1569/1450, 2-3=-1373/1291, 3-4=-986/987, 1-10=-976/932 BOT CHORD 9-10= 1674/1294, 7-9=-1252/1142, 6-7= 7308,01 WEBS 2-9=-167/439,3-7=-279/474,4-7=-461/511,4-6=-1213/1277 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; 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 20.0psf on ttie 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 628 lb uplift at joint 6 and 515 lb uplift at joint 10. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904. Parke East Blvd, Tampa FL 33610 Date: December 12,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent 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 tr9ss systems, seeANSVIPl1 Quality Criteria, DSB-89 and BCSI Bu9ding Component 6904 Parke East Blvd. _ Safety Infomlatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i Tampa, FL 33610 Job : Truss Truss Type Qty Ply Miranda. i T18881248 1760917 T19 Roof Special 4 1 Job Reference (optional) t5ullaers rlrsl source, rlani ally, rL - JZ000, O.L9U J Jul 19 LU I V IVII I UK II IUUJII ICJ, IIIU. VVCU UCU_ 1 1 I O.UUAL LV I' raye 1 10-0-0 4x6 11 2x4 11 3 4 0 Scale = 1:39.1 c7 0 c6 . 66 14 .13. 3x4 = 9 8 3x8 — 2x4 = 2x4 = 4x6 = 3x8 MT20HS I I LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress [net YES Code FBC2017/TP12014 CSI. TC 0.94 BC 0.57 WB 0.52 Matrix -MS DEFL. in (loc) Udefl Lid Vert(LL) -0.06 10-11 >999 360 Vert(CT) -0.12 10-11 >999 180 Horz(CT) 0.06 7 n/a n/a Wind(LL) 0.08 10-11 >999 240 PLATES MT20 MT20HS Weight: 127lb GRIP 244/190 187/148 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except TOP CHORD Structural wood sheathing directly applied or 2-2=0 oc pudins, 3-7: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except BOT CHORD' Rigid ceiling directly applied or 4-9-2 oc bracing. 12-13,4-9: 2x4 SP No.3, 1-10: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except 1-14: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 7=1135/Mechanical, 14=1135/Mechanical Max Harz 14=-151(LC 13) Max Uplift 7=-562(LC 13), 14=-549(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2004/1888, 2-3=-1957/2216, 3-4=-1608/1839, 4-5=-1657/1744, 5-7=-1823/1819; 1-14=-1104/1141 BOT CHORD 13-14=-317/297, 1-12=-1156/1426, 11-12=-14I 6/1724, 10=11=-1018/1343, 7-8=-1470/1613 WEBS 8-10=-1352/1462, 5-8=-226/303, 5-10=-290/383, 2-11=-560/833, 3-10=-739/643, 3-11=-964/824 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat.,11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601 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 562 lb uplift at joint 7 and 549 lb uplift at joint 14. I _ 4 Joaquin Velez PE No.66762 MiTek USA, Inc. FL Cert 6634 6904,Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with Mliek® 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, seeANSVFPl1 Quality Cdterta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IMormatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881249 1760917 T20 Common 1 1 Job Reference (optional) Builders First Source, I'lant Gdy, FL - 32566, f tl.Z4U S Jul 14 ZUl `J MI I eK Inausines, Inc. vv ea uec 1 i I o:Ua::13 Zu I S rage I 8x14 6-10-11 i4x6 = 3 Scale=1:38.5 85x6 11 1 5x8 = 5x8 II I�2 10-0-0 19-5.12 20-10-8 , 10-0.0 9-5-12 1-4-12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [6:0-6-0',Edge], [7:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78, Vert(LL) -0.29 7-11 >865 360 MT20 244/190 TCDL 15.0. Lumber DOL 1.33 BC 0.91 Vert(CT) -0.60 7-11 >415 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.40 7-11 >620 240 Weight: 95lb FT=20% LUMBER- 1_ BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc pudins, 3-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 7-8: 2x4 SP No.1' WEBS 2x4 SP No.3 *Except* I 1-8: 2x8 SP 240OF 2.0E SLIDER Right 2x6 SP No.2 2-6-0 I • REACTIONS. (lb/size) 6=1131/1-6-8, 8=1131/0-8-0 Max Harz 8=-127(LC 17) Max Uplift 6=-562(LC 13), 8=-547(LC 12) FORCES. (lb) r Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1594/1608, 2-3— 1307/1412, 3-4=-1360/1450, 4-6=-1687/1789, 1-8=-998/1089 BOT CHORD 7-8=-1211/1311, 6-7=-1444/1557 WEBS 2-7=-258/444, 3-7=-627/571, 4-7=-520/743 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ifiph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in:all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding;562 lb uplift at joint 6 and 547 lb uplift at joint 8. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 j 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 1personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89 and SCSI Building Component Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job . Truss Truss Typel City Ply Miranda T18881250 1760917 T21 Common 3 1 Job Reference (optional) CUllaers mrsi Jource, riam clry, ru - OZbub, U.44U 5 JUI 14 ZU I e MI I eK InUU5lrie5, Inc. VVeU LJea I I IO:Ua:O/ 4U Ito rdye I I D:4P4g?4zMyoYgcCcw94LZVNzz409-mVI43Dy7hW 0?3msAhLIZ_oiVtdB4gT5UAVHFFiyA_fC 2-2-0 7-10-2 11-10-0 15-9-13 21-6-0 23-8.0 2-2-0 5-8-2 3-11-13 3-11-14 5-8-3 2-2-0 Scale = 1:39.9 46 = I 4 3x6 11 5x8 = 3x6 11 0 Io 1-10-0 0-4- 9.8-0 9-8-0 0-4- 1-10.0 Plate Offsets (X,Y)-- [9:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl ' Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.73 Vert(LL) -0.30 9 >762 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 1 BC 0.02 Vert(CT) -0.51 9 >452 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Wind(LL) 0.43 9 >536 240 Weight: 98lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD . Structural wood sheathing directly applied or 5-1-14 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size). 10=1302/0-8-0, 8=1302/0-8-0 Max Horz 10=143(LC 12) Max Uplift 10=-657(LC 12), 8=-657(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1090/791, 2-3=-1379/1298, 3-4=-1087/1126, 4-5=-1087/1126, 5-6=-1379/1298, 6-7=-1090/791 1 BOT CHORD' 1-10=-853/1118, 9-10=-853/1118, 8-9=-853/1 � 18, 7-8= 853/1118 WEBS 2-10_ 895/1208, 3-9= 249/394, 4-9=-275/355, 5-9=-249/394,-6.8=-895/1208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132rnph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp•D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 10 and 657 Ib uplift at joint 8. i I I II Joaquin Velez PE N6.68182 j MiTek USA, Inc. FL 4ert 6634 ' 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 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, seeANSVWI1 Qual"yy CrBorla, DSB-89 and SCSI BuBding Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job , Truss Truss Type Qty Ply Miranda T18881251 1760917 T22 Roof Special 6 1 Job Reference (optional) tfunaers mrsl AOurce, rlanl ylly, r-L-dLa1313, 0.44u JJul I%Lu I U IVII I.R I I Iuubulul, u". ".0-II ,u.__ — ray., ID:4P4g74zMyoYgcCcw94LZVNzz409-EisTGYzIRgBshwRMF2poWOEfn1 fTPvoeP91 p64A_fB 2-2-0 4-6.0 8-9-3 13T. i-10-0 14-10-13 19-2-0 21-6-0 23-8-0 22 2-0 2-4.0 4-3-3 3.0-13-0-13 2-2-0 Scale=1:42.4 4x6 = 4 I 3x6 11 2x4 — 2x4 = 5x6 = 3x6 11 i 1-10-0 2r2i0 4-6-0 11110.0 19-2-0 21-6-0 21r1%0 23-B-0 1-10-0 0-4.0 2-4.0 7-4-0 7-4-0 2-4-0 0-4- 1-10-0 Plate Offsets (X,Y)-- [11:0-5-010-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Ven(LL) -0.06 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(CT) -0.10 11 >999 180 BCLL 0.0 ' Rep Stress Incr YES 1 WB 0.39 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 i Matrix-S Wind(LL) 0.08 11 >999 240 Weight: 117lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc puffins. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-13,9-10: 2x4 SP No.3, 2-11,6-11: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1302/0-8-0, 14=1302/0-8-0 Max Harz 14— 143(LC 17) Max Uplift 8=-657(LC 13), 14=-657(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/137, 2-3=-1751/1582, 3-4=-1323/1293, 4-5— 1323/1293, 5-6=-1751/1582, 6-7=-250/132 BOT CHORD 2-12= 1367/1556, 11=12=-1149/1506, 10-11=-1149/1506, 6-10= 1367/1556 WEBS 4-11— 792/802, 6-8=-1216/1325, 2-14=-12161�325, 3-11=-497/720, 5-11=-497/720 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2), Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.601. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 8 and 657 lb uplift at joint 14. Joaquin Velez PE No..68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possiblelpersonal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Quality Criteria, DSB-89 and BCSI BuBdhrp Component 6904 Parke East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job . Truss Truss Type Qty I Ply Miranda TIBB81252 1760917 T23 Hip 1 1 Job Reference (optional) tiTicers mrsr source, rranr ury, rL - az000, o.�� _� ��,,, �. ••�� ID:4P4g?4zMyoYgcCcw94LZVNzz409-juQrUu_OC7Gj I40YpmK7 3Dnr 2-2-0 7-10-3 10-10-0 11-10.0 12-10-0 - 15-9-13 21-6-0' 2-2-0 5-8-3 2-11-13 1.0-0 1.0-0 2-11-13 5-8-3 I i 3x4 = 2x4 I 3x4 = 4 5 6 I 1-10.0 12 10 3x6 I I 5x8 = 3x6 I I 9-8-0 Scale=1:39.9 Iol Plate Offsets (X Y)-- [4:0-2-0 0-2-11 ] [6:0-2-0 0-2-111, [11:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.72 Vert(LL) -0.30 11 >785 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.90 Vert(CT) -0.50 11 >463 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.42 11 >558 240 Weight: 97lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=1302/0-8-0, 10=1302/0-8-0 Max Harz 12=131(LC 16) Max Uplift 12=-645(LC 12), 10=-645(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1075P761, 2-3=-1368/1269, 3-4=-1112/11'33, 4-5=-1019/1148, 5-6=-1019/1148, 6-7=-1112/1133, 7-8=-1368/1269, 8-9=-1075/761. BOT CHORD 1-12=-824/1105, 11-12=-824/1105, 10-11=-824/1105, 9-10=-824/1105 WEBS 2-12— 904/1213, 8-10— 904/1213, 5-11=-179/297, 7-11=-180/312, 3-11— 179/312 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 645 lb uplift at joint 12 and 645 lb uplift at joint 10. i I i I Joaquin Velez PE No..68182 MiTek USA, Inc. FL Cort 6634 6904,Parka East Blvd. Tampa FL 33610 Data: December 12,2019 I 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mn-EK REFERANCE PAGE MII-7473 rev, 10103*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 tryss systems, seeANSI/TPl1 Quality Cdtoda, DSB-89 and BCSI Buflding Component 6904 Parke East Blvd. Safety Informatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job . Truss TrussTypeCity :' Ply Miranda. ' T18881253 1760917 T24 Hip Girder 1 1 i Jab Reference (optional): Builders First Source, Plant City, FL - 32566, j 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed.Dec 11 16:05:41 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-fHYbva?eklXRYN9xwAMVBesAV FdZcJO456FTOTyA_f8 8-10-0 14-10-0 23-8.0 8-10-0. 6-0-0 8-10.0 i Scale = 1:39.3 j 5x6'= Special Special NAILED NAILED 5x6 = 3 10 11 4 apeciar nAiLtu /xlU � apeciai 3x8 NAILED3x8 I I 21-10-0 23-8-0 m v LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) 0.43 8 >534 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Vert(CT) -0.45 8 >514 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S i Weight: 108 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size), 9=1982/0-8-0, 7=1982/0-8-0 Max Harz 9=105(LC 27) C Max Uplift 9=-1513(LC 4), 7=-1512(LC 5) FORCES. (lb)'- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2444/1997, 2-3=-2678/2230, 3-4=-2278/1967, 4-5=-2678/2230, 5-6=-2444/1997 BOT CHORD 1-9=-1898/233618-9=-1950/2336, 7-8=-1898/2336, 6-7=-1898/2336 WEBS 3-8=-148/322, 4-8=-147/322, 2-9=-798/710, 5-7=-798/710 NOTES- 1) Unbalanced roof live. loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph'(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding. 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. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1513 lb uplift at joint 9 and 1512 lb uplift at joint 7. I 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 462 lb down and 671 lb up at 8-10-0, and 462 lb down and 671 lb up at 14-10-0 on top chord, and 183 lb down and 127 lb up at 8-10-0, and 183 lb down and 127 Ib up at 14-9-4 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). I LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate;lncrease=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90; 4-6= 90, 1-6=-20 j Concentrated Loads (lb) Vert:3=-391(B) 4=-391(B) 10=-167(B)11= 167(B) 12=-75(B) 13=-48(B) 14= 48(B) 15=-75(B) I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904:Parke East Blvd. Tampa FL 336.10 . Date: December 12,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Safety Infonnatlonavollable from Truss Plate Institute, 218 N. Lee Stfeet, systems, seeANSV1Pll Quality CrBerlo, DSB-89 and SCSI Building Component Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job + Truss Truss Type Qty I Ply Miranda T18881254 1760917 T25 Hip Girder. 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s'Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:42 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-7T6z6wOGV2f19Xk7UutkhsPKte1 ELhMEKm?0xvyA_f7 1-10.8 6-9-8 8-8-0 r 1-10.8 4-11-0 1-10-8 Special 4x6 = 5.00 12 Special NAILED NAILED .4x6 = 8x14 MT; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL I Plate Grip DOL 1.33 TC 0.84 Vert(LL) -0.09 6 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(CT) -0.12 6 >808 180 BCLL 0.0 Rep Stresslncr NO WB 0.55 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 j Matrix-S Wind(LL) 0.09 6 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3'ExcepY BOT CHORD 1-7,4-5: 2x8 SP 240OF 2.0E I REACTIONS. (lb/size) 7=2191/0-8-0, 5=2078/0-8-0 Max Horz 7=19(LC 38) Max Uplift 7=-1660(LC 5), 5=-1599(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1747/1442, 2-3=-2727/1912, 3-4=-1746/1441, 1-7= 910/745, 4-5=-910l746 BOT CHORD 6-7=-1247/1517, 5-6=-1245/1515 Scale = 1:16.8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 46 lb FT = 20% Structural wood sheathing directly applied or 2-9-9 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2-6= 831/1531, 3-6=-833/1534 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); 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. 1 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 1660 lb uplift at joint 7 and 1599 lb uplift at joint 5. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 393 lb down and 569 lb up at 1-10-8, and 393 lb down and 569 lb up at 6-9-8 on top chord, and 1115 lb down and 569 lb up at 1-2-12, 298 Ib.down and 415 lb up at 1-10-8, 1115 lb down and 569 lb up at 3-2-12, 1115 lb down and 569 lb up at 5-2-12, and 298 lb down and 415 lb up at 6-8-12, and 1115 lb down and 569 lb up at 7-2-12 on bottom chord.) The design/selection of such connection device(s) is the responsibility of others. 10) Special hanger(s) or other connection device(s) shall be provided at 4-2-12 from the left end sufficient to connect truss(es).to front face of bottom chord. The design/selection of such special ionnection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 5-7= 20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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. 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda T18BB1254 1760917 T25 . Hip Girder 1 1 Job Reference (optional) tiunaers rust Jource, - Ylant Gny, t-L - 32bbb, 6.24u s JUI 14 ZU1 9 MI I eK Inaustnes, Inc. wed uec 11 1 b:Ub:4Z ZU1 U rage 2 ID:4P.4g?4zMyoYgcCcw94LZVNzz409-7T6z6wOGV2fi9Xk7UutkhsPKte1 ELhMEKm?OxvyA_f7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=229(B) 3=229(B) 8=47(B) 9=47(B) 10=-1115(F) 11=218(B) 12=-1115(F) 13=45(B) 14=45(B) 15=-1115(F) 16=218(B) 17=-1115(F) i i I I I i i i i I Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design Is based only upon parometers'shown, and Is for an individual building component, not a truss system. Before use, the building designer must'verify the applicablllty 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, seeANSVWII Quality Criteria, DSB-69 and SCSI Buldlnp Component 6904 Parke East Blvd. Safety Infonnatlorlavailable from Truss Plate Institute, 218 N. Lee Stir et, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda T18881255 1760917 T26 HIP GIRDER 1 2 I Job Reference (optional) builders First source, mans city, FI- - 32566, 6.241.) s uul 14 zu19 MI I eK Inaustnes, Inc. vvea uec i i 1 e:ub:4b zui 9 rage i ID:4P4g?4zMyoYgcCcw94LZVNzz409-X2n6ky28oz1t0?Tl90RRJU1rUs?gYyBgOkDgXEyA_f4 8- -7 14-10.8 21'-8-4 211 0 , 31-1-8 , 37-1.8 40-7-11 , 45-4.0 8-10-7 6.0-0 6-9-12 6-9-12 2-7-8 6-0-0 3-6-2 4-8-5 5.00 12 6x8 = 5 5x6 5x6 4 4x6 � 3 4x6 2 1 10x14 = 5x6 = 4x6 = 6x8 = 6 7 '8 9 6x8 10 4x6 11 6x8 � m v 12 13 ITI ' 252627 20 19 L° 293130B. 3233 3435 17373616 39ac 4041 424 45 44 22 23 24 2115 1447 " 48g9 10x12 II Special Special Special Special 5x12 II 3x8 II � 6x8 = tOx12 = 4x6 = 10x12 = tOx12 = 3x8 II Special Special 10x12 = Special Special 10x14 = Special Special Special Special Special Special Special Special 46 = Special Special Special Special Special Special Special Special Special Special Special I Special Scale = 1:98.5 i i 8-10-7 14-10-8 21-8.4 28-6.0 31-1-8 , 38-1-0 1- 0-7-111 4IS 4-0 8-10.7 6-0-Oi 6-9.12 6-9-12 2-7-8 6-11-8 2.6-10 4-8-5 Plate Offsets (X,Y)-- [1:0-6-15,0-1-0], [8:0-3-0,0-3-4], [9:0-6-OJO-2-12], [13:Edge,0-0-0], [15;0-3-8,0-6-4], [16:0-6-0,0-6-0], [17:0-3-0,0-6-4], [18:0-3-8,0-5-8], [20:0-6-0,0-6-0], roi•n_a_r) n_i_ai LOADING (pso SPACING- 1-0-0 i CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) -0.19 1-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) -0.34 1-21 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(ILL) 0.22 1-21 >999 240 Weight: 832lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3: 2x6 SR M 26 j BOT CHORD BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.2 *Except* WEBS 8-18: 2x4 SP No. 1, 8-17: 2x8 SP 240OF 2.0E I 11-15,11-14: 2x4 SP No.3 I SLIDER Left 2x6 SP No.2 4-9-1, Right 2x8 SP 240OF 2.0E 2-7-3 I REACTIONS. (lb/size) 13=4160/0-8-0, 1=6468/0-8-0, 17=22816/1-0-0 Max Horz 1=-97(LC 9) Max Uplift 13= 2509(LC 9), 1= 3413(LC 8), 17=-13375(LC 4) Max Grav 13=4186(LC 20), 1=6482(LC 19), 17=22816(LC 1) I FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-10620/5646, 4-5=-6267/3472, 5-6— 5823/3281, 6-8=-1836/1123, 8-9=-3331/6004, 9-11627/3033, 10-11 =-4597/2948,11-13-5785/3627 BOT CHORD 1-21=-5108/9542, 20-21=-5108/9542, 18-20-931/1836, 17-18=-5824/3441, 16-17= 2604/1555, 15-16=-2641/4308, 14-15= 3068/4965, 13.14=-3068/4965 WEBS 4-21=-2285/4528, 4-20=-4603/2468, 5-20=-1086/1953, 6-20=-3160/5735, 6-18=-4263/2370, 8-18=-6166/10794, 8-17==8247/4754, 10-15=-4485/7386, 9-17=-l0040/5848, 9-16=-4922/8384, 10-16=-8592/5254, 11-15— 861/551, 11-14— 1109/1800 Structural wood sheathing directly applied or 4-0-3 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. 1 Row at micipt 6-20, 8-18, 9-17, 10-16 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131."x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at'0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2lrows staggered 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=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); 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, with BCDL = 10.Opsf. - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2509 lb uplift at joint 13, 3413 lb uplift at joint 1 and 13375 lb uplift at joint 17. ':nntin,rari nn nano.9 Joaquin Velez PE No..68182 MITek USA, Ipc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10103,2015 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 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 Quality Cdterla, DSB-89 and BCSI BuIldtng Component 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda 1 T16881255 1760917' T26 HIP GIRDER 1 2 Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:45 2019 Page 2 ID:4P4g?4zMyoYgcCcw94LZVN7z409-X2n6ky28ozltO?Ti9ORRJU1rUs?gYyBgOkDgXEyA_f4 NOTES- I 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1125 Ib down and 572 Ib up at 2-3-4, 1125 Ib down and 572 Ib up at 4-3-4, 1125 Ib down and 572 Ib up at 6-3-4, 1125 Ib down and 572 Ib up at 8-3-4, 1113 Ib dow_ n and 638 Ib up at 10-3-4, 1099 Ib down and 625 Ib up at 12-3-4, 1099 Ib down and 615 Ib up at 14-3-4, 1099 Ib down and 631 Ib up at 16-3-4, 1099 Ib down and 702 Ib up at 18-3-4, 1099 Ib down and 658 Ib up at 20-3-4, 1099 Ib down and 610 Ib up at 22-3-4, 1099 Ib down and 733 Ib up at 24-3-4, 1099 Ib down and.733 Ib up at .26-3-4, 1063 Ib down and 709 Ib up at 28-3-4, 1173 Ib down and 637 Ib up at 29-8-4, 1099 Ib down and 731 Ib up at 30-3-4, 1173 Ib down and 654 Ib up at 30-11-4, 1099 Ib down and 693 Ib up at 32-3-4, 1173 Ib down and 664 Ib up at 32-11-4, 1110 Ib down and 669 Ib up at 34-3-4, 1173 Ib down and 673 Ib up at 34-11-4, 897 Ib down and 489 Ib up at 36-3-4, 1173 Ib down and 679 Ib up at 36-11-4, 759 Ib down and 385 Ib up at 38-3-4, 2374 Ib down and 1843 Ib up at 38 ii 1-4, 759 Ib down and 385 Ib up at 40=3-4, and 759 Ib down and 385 Ib up at 42-3-4, and 759 Ib down and 385 Ib up at 44-3-4 on bottom chord. The design/selection off such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead.+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-45, 5-9=-45, 9-13=45, 1-13=-10 Concentrated Loads (lb) Vert: 19=-1099(F) 15=-1173(13) 16=-1173(B) 22=-1125(F) 23=-1125(F) 24=-1125(F) 25=-1125(F) 26=-1113(F) 27=-1099(F) 28- 1099(F) 29= 1099(F) 31=-1099(F) 32=-1099(F) 33=-1099(F) 35=-1099(F) 37= 1063(F) 38- 1173(B) 39=-1099(F) 40=-1099(F) 41=-1173(B) 42- 1110(F) 43=-1173(B) 44=-897(F) 45=-759(F) 46=-2374(B) 47=-759(F) 48=-759(F) 49=-759(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use, the building designer must verify the apolicobllity 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, seeANSIMIJ CuallBlyy Criteria, DSB-89 and BCSI BuOdkrp Component Safety Informatlonovoilable from Truss Plate Institute, 218 N. Lee Stibet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Miranda T18881256 1760917 T27 Roof Special 'i 1 Job Reference (optional) Butlders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:46 2019 Page 1 I D:4P4g?4zMyoYgcCcw94LZVNzz409-?ELUyl3nZH9ke82ulkygdZzTGKQHNVpEOzE4hyA_f3 2-2-0 7-4-3 12-8-9 20-6-0 22-2-0 30-2-8 2-2-0 5.2-3 5.4-6 7-9-7 1-8-0 8-0-7 { Scale = 1:58.4 5x6 5.00 12 6 76x8 = 3x4 = N O] 3x6 11 I 3x4 = 5x6 = ' 3x8 = 7x10 = 12-8-9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.99 Vert(LL) -0.22 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 k BC 0.65 Vert(CT) -0.38 10-12 >884 180 BCLL 0.0 Rep Stress ]nor YES WB 0.99 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Wind(LL) 0.31 10-12 >999 240 Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-7: 2x4 SP No.2, 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. BOT CHORD 2x6 SP M 26 *Except WEBS t Row at midpt 8-9, 5-10, 7-9 9-11: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1525/Mechanical, 13=1782/0-8-01 Max Horz 13=626(LC 12) Max Uplift 9=-790(LC 9), 13= 875(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or (less except when shown. TOP CHORD 1-2=-2129/1633, 2-3= 2392/2073, 3-5=-2065/1805, 5-6=-1412/1259, 6-7=-1303/1397; 8-9=-341/397 BOT CHORD 1-13= 1602/2064, 12-13= 2565/2064, 10-12=L2161/1876, 9-10=-1218/1134 WEBS 2-13=-871/1092, 5-10=-887/1108, 6-10=-522/619, 7-107-180/405, 7-9— 1567/1685, 3-12=-239/460 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for -members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed fora 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 790 lb uplift at joint 9 and 875 lb uplift at joint 13. I L. Joaquin Velk PE No.68182 MiTek USA, Inc. Fl-Cert 6634 6904;Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Wek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the 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, seeANSVTPII Quality Cdterla, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Saloty Inronnationovailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda I p T18881257 1760917 T28 Hip 1 1 Job Reference (optional)' Builders First Source, Plant City, FL - 32566, f 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:47 2019 Page 1 I D:4P4g?4zMyoYgcCcw94LZVNzz409-UQvs9d4PKbHbG Id5H RTvOv681fbBOufzT2inc7yA_f2 2-2-0 9-2-0 14-8-8 20-0-8 29-7-8 3p-218 2-2-0 7.0-0 5.6-8 5-4-0 9-6-15 -7- 6x8 = 5.00 12 4x6 11 Scale = 1:55.1 N Y 7 9' C? W cD 13 12 11 — 9 B 3x6 If 3x6 III 3x4 - 3x4 = 3x4 = 6x8 = 1.10-02 2 0 9.2-0 14-7-4 20-0-8 29-7-8 3 -2 8 1-10-0 0-4-0 7-0-0 5-5.4 5-5-4 9-6-15 -7- Plate Offsets_(X,Y)-- [6:0-4-0,0-2-2], [7:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) -0.35 8-9 >716 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC. 1.00 Vert(CT) -0.66 8-9 >381 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.04 9-11 >999 240 Weight:181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD. Structural wood sheathing directly applied, except end verticals. 6-7: 2x6 SP No.2 BOT CHORD: Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 7-8, 6-8 WEBS 2x4 SP No.3 *Except* 6-8: 2x4 SP No.2 REACTIONS. (lb/size) 13=643/0-8-0, 12=1520/0-8-0, 8=1143/Mechanical Max Harz 13=647(LC 12) Max Uplift 13=-410(LC 12), 12= 607(LC 12), 8=-702(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or'ess except when shown. TOP CHORD 1-2=-268/16, 3-5=-935/854, 5-6=-903/866, 7-8=-443/505 BOT CHORD 12-13=-810/421, 11-12— 810/421, 9-1 1=-1 169/817, 8-9=-924/754 WEBS 2-13=-549/837, 3-12=-1371/1308, 3-11=-440/836, 5-11=-437/279, 5-9=-163/377, 6-9=-227/362, 6-8=-952/1183 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132hiph; TCDL=4.2psf; BCDL=3.Opsf; Fi=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for,members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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. l 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 13, 607 lb uplift at joint 12 and 702 lb uplift at joint 8. Joaquin Velei PE No.66162 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: December 12,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. f0/0312015 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, seeANSVfPll Quality Cdtedo, DSB-69 and BCSI Building Component Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. . Tampa, FL 33610 Job Truss Truss Type Qty .. Ply Miranda T18861258 1760917 T29 . Half Hip I 1 .. 1 Job Reference (optional) builders First Source, - Mani Gny, FL - 32b66, 2-2-0 9-2-0 2-2-0 7-0-0 15.2-9 6 b.24U s JUI 14 ZUl a MI I eK InaUSIDes, Inc. vv eo uec I I I o:Uo:4o eu i u rage I IyoYgcCcw94LZVNzz409-ydTFNz515uPRtSCHge_8w7fL83_QiJ06ii SK8ZyA-f1 7 3x8 = 8 2x4 It 3x6 II 2x4 = oxe I 1-10.02i2T0 9-2-0 11'-6-0 15-2-9 22-6-0 30-2-8 1-10-00-4-0 7-0-0 2=4-0 3-8.9 7-3.7 7-8-7 Plate Offsets (X'Y)-- [6:0-2-0,0-2-11] [13:0-0-8,0-1-8] j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.33 I TC 0.85 Vert(LL) -0.12 9-10 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.25. 9-10 >987 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) -0.05 9 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix-S Wind(LL) 0.08 11-12 >999 240 Scale = 1:55.6 I9 0 PLATES GRIP MT20 244/190 Weight: 181 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.11 'Except TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins, 4-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 13-15,7-10: 2x4 SP No.3 5-7-4 oc bracing: 11-12 WEBS 2x4 SP No.3 10-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 8-9, 8-11, 5-11 REACTIONS. (Ib/size) 9=1126/Mechanical, 17=590/0-8-0, 16=1591/0-8-0 Max Horz 17=588(LC 12) Max Uplift 9=-684(LC 9), 17=-340(LC 12), 16=1693(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-413/83, 3-5=-1013/919, 5-6=-913/899, 6-7=-808/894, 7-8=-825/914, 8-9=-1055/1186 I BOT CHORD 1-17=-39/364, 16-17=-569/286, 15-16=-377/184, 12-13=-608/307, 11-12=-1111/817, 7-11=-606/724 �. WEBS 2-17=505/773, 14-16=-1439/1464, 3-14=-1446/1497, 8-11=-1229/1102, 3-12=-572/914, 5-12=-297/272, 5-11— 156/277 1 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20'.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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 684'lb uplift at joint 9, 340 lb uplift at joint 17 and 693 lb uplift at joint 16. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 12,2019 WARNING - yerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M&7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mi7ek® 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, seeANSIMI1 Quality Criteria, DSB-89 and BCSI Buading Component Safety Infonnatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job + Truss Truss Type Qty Ply Miranda T18881259 1760917 T30 Half Hip 1 1 Job Reference (optional) builders hlrst Source, rlant-L)Ity, t-L - 32bbb, a.Z4u s JUI 14 Zul a MI I eK mausine5, Inc. vvea Uec 11 1 o:u0:,nP eu Ie rage 1 I b:4P4g?4zMyoYgcCcw94LZVNzz409-Qpl daJ6fsCXIVcnTOsVNTKBW kTPPUm VGxMBug?yA_f0 2-2-0 9-2-0 , 11-6.0 16-0-8 30-2-8 2-2-0 7-0-0 2-4'0 4.6-8 14-1-15 Scale = 1:52.8 5.00 12. .5x8 -- 3x6 I 3x8 = 5 6 7 Iap 9 0 ex4 11 3x6 II 2x4 = 3x4 = oxn — 1 1-12-0 2i2-0 9-2-0 11 16.0 16-0.8 22-6-0 30-2-8 r 1-10 0 0 4.0 7-0-0 2-4.0 4-6.8 6-5.8 7-8-7 Plate Offsets (X,Y)--[5:0-5-4,0-2-4],.[12:0-0-8,0-1-8] LOADING (psf) - SPACING- 2-0-0 I CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.86 Vert(LL) -0.11 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 �. BC 0.50 Vert(CT) -0.23 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) -0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.06 11-12 >999 240 Weight: 178lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, 4-5: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 5-10-3 oc bracing. 12-14,6-9: 2x4 SP No.3 WEBS 1 Row at midpt 7-8, 7-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1127/Mechanical, 16=594/0-8-0, 15=1585/0-8-0 Max Harz 16=524(LC 12) I , Max Uplift 8=-686(LC 9), 16=-339(LC 12), 15= 681(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 0b) or'ess except when shown. . TOP CHORD 1-2= 381/65, 3-5=-1067/963, 5-6=-948/998, 6-7=-952/1006, 7-8=-1051/1145 BOT CHORD 1-16— 21/336, 15-16=-495/268, 14-15=-319/138, 11-12=-531/295, 10-11= 1024/854, 6-10=-728/842 WEBS 2- 1 6=-502/757, 13-15=-1429/1486, 3-13=-1429/1513, 3-11=-550/909, 7-1 0=-1 281/1206 i NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 pet 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, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding, 686 lb uplift at joint 8, 339 lb uplift at joint 16 and 681 Ib uplift of joint 15. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: December 12,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/03&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, seeANSIRPII Quality Crlteda, DSB-69.and SCSI BuBdNp Component 6904 Parke East Blvd. Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Fl- 33610 Job • Truss Truss Type Oty I Ply Miranda T18881260 1760917 T31 Roof Special 3 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:50 2019 Page 1 I D:4P4g?4zMyoYgcCcw94LZVNzz409-u?b?of6Hd W f97mLgyZ1 c0Yki7ti LDGzP90xRDSyA_f? 2-2-0 9-2-0 15-10-0 26.6-9-8 2-2-0 7-0.0 6-8-0 10.8-9 3-7-14 Scale = 1:53.1 5.00 12 5x6 9 N1 JAM 12' 2x4 II 13 5x12 = 18 �17 2x4!= 16 3x8 = 11 10 3x4 3x6 I 3x6 I I 2x4 = 2x4 = 4x6 = 3x12 MT20HS I I = 9 c6 '°o 1-10-0 2�2i0 9-2-0 11-6-0 15-10-0 22-6-0 26.6-9 30-2-B 1-10-0 0-4-0 7-0-0 2-4;0 4-4-0 6-B-0 4-0-9 3-7-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.82 Vert(LL) -0.07 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) -0.18 12-13 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017CFP12014 Matrix -MS Wind(LL) 0.10 12-13 >999 240 Weight:161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 6-13 14-16,6-11: 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 9=1130/Mechanical, 17=1612/0-8-0, 18=580/0-8-0 Max Harz 18=216(LC 12) Max Uplift 9— 608(LC 13), 17=-687(LC 12), 18=-375(LC 12) Max Grav 9=1130(LC 1), 17=1612(LC 1), 18=593(LC 23) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-264/95, 3-5=-1052/1153, 5-6=-1049/1143, 64= 1924/1967, 7-9=-1670/1690 BOT CHORD 12-13=-1633/1813, 6-12=-122/295, 9-10=-13?3/1455 WEBS 15-17=-1451/1555, 3-15=-1455/1558, 2-18=-522/857, 3-13=-677/946, 5-13=-189/279, 6-13=-1083/1282, 7-10=-238/301, 10-12=-1161/1289, 7-12=-208/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.0psf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. . 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where asectangle 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 608 lb uplift at joint 9, 687 lb uplift at joint 17 and 375 lb uplift at joint 18. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek9 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVWII CuaBry Criteria, DSB-69 and BCSI Bulding Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply Miranda I T18881261 1760917 T32 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:51 2019 Nage 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-MC9N??7vOpnOkwwsW HYrYI HsrH_2yiBYOgg?luyA_f_ 2-2-0 5-1-6 ' 11-6-0 15.10-0 26-6-10 30-2-8 2-2-0 2-11-6 6-4-10 4-4.0 10-8-10 3-7-14 Scale = 1:52.2 5.00 12. 4x6 = 3x6 = 3x6 II 4x6 = 4x6 = 2x4 = 5x6 = 4x12 11 1-10-0 4-0-10 10 6I9 0 0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.89 I BC 0.87 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.28 16-17 >999 360 -0.54 16-17 >620 180 0.10 10 n/a n/a 0.41 16-17 >824 240 PLATES GRIP MT20 244/190 Weight: 178lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 6-10: 2x4 SP No.1, 1-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-7-14 oc bracing. BOT CHORD 2x4 SP No.2 "Except' WEBS 1 Row at micipt 7-14 1-16: 2x4 SP M 31, 4-16,7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 10=1533/Mechanical, 18=1790/0-8-u Max Horz 18=216(LC 12) Max Uplift 10=-758(LC 13), 18=-890(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1491/1265, 2-3=-1791/1662, 3-4=-2559/2530, 4-6=-2045/2188, 6-7=-2085/2129, 7-8= 2942/2936, 8-10= 2371/2357 . BOT CHORD 1-18= 1237/1484,.17-18=-1311/1484, 16-17=�274/352, 14-15=-1994/2300, 13-14=-2544/2768, 7-13=-85/276, 11-12= 316/270, 10-1 1=-1 951/2062 WEBS 2-18=-918/1010, 3-17=-536/695, 6-14=-1099%11069, 15-17=-1016/1117, 3-15=-750/872, 4-14=-725/841, 7-14=-1075/1288, 8-11=-381/436, 11-13=-1659/1819, 8-13=-558/695 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=32ft; Cat. II; Exp D; Encl., GCpi=0:18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 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 bearirjg plate capable of withstanding 758 lb uplift at joint 10 and 890 lb uplift at joint 18. I.. I ' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:' December 12,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 11,111-7473 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, seeANSVrPil Quality CrItorla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlanavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881262 1760917 T33 Common! 1 1 Job Reference (optional) Builders First source, I'lant city, FL - 32bbb, - 6.241.1 s JUI 14 ZUl `J Iva I eK Inouslnes, Inc. vvea Lieu I I I o;uo;oe zu i ti raye I I D:4P4g?4zMyoYgcCcw94LZVNzz409-gOiICLBX87vtM4V23_345zp5kgMDhCLidKQYGKyA_ez 2-2-0 8-5-5 15-10-0 23-2-14 30-2-8 2-2-0. 6-3-4 7-4-11 7-4-14 6.11-10 I P Scale = 1:54.4 I 4xl0 MT20HS = 5.00 F12 5 8 3x6 11 3x4 = 4xl0 MT20HS = 3x4 = 5xB I I 4x6 = 20-10-1 I9 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC 0.62 BC 0.75 WB 0.52 Matrix -MS DEFL. in Vert(LL) -0.32 Vert(CT) -0.59 Horz(CT) 0.07 Wind(LL) 0.42 (loc) Well Ud 9-11 >999 360 9-11 >572 180 8 n/a n/a 9-11 >796 240 PLATES MT20 MT20HS Weight: 162lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. BOT CHORD 2x6 SP M 26 `Except' BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. 8-10: 2x6 SP No.2 WEBS 1 Row at midpt 5-9 WEBS 2x4 SP No,3 SLIDER Right 2x6 SP No'.2 2-6-0 REACTIONS. (lb/size) 8=1533/Mechanical, 12=1790/0-8-0, Max Harz 12=216(LC 12) Max Uplift 8=-758(LC 13), 12=-891(LC 12) j I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2158/1907, 2-3=-2448/2363, 3-5=-2125/2209, 5-6=-2360/2480, 6-8= 2641/2641 BOT CHORD 1-12=-1883/2134, 11-12— 1957/2134, 9-11=-1251/1598, 8-9=-2219/2357 WEBS 2-12=-860/1135, 3-11=-545/815, 5-11=-392/508, 5-9=-802/798, 6-9=-562/836 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 758 lb uplift at joint 8 and 891 lb uplift at joint 12. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.12arke East Blvd. Tampa FL 33.610 Date: December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for on 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury andpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIt Quality Cdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infarmatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL .33610 Job • Truss Truss Type Qty Ply Miranda j T18881263 1760917 T35 CommonjGirder 1 n L Job Reference (optional) Butlders First Source, Plant City, FL - 32566, 8.240 s Jul 14.2019 MiTek Industries, Inc. Wed Dec 11 16:05:54 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-mngWd19ogk9bbNfRBP5YAOvQ8U?w93e?4evfLDyA_ex s o-1s 14-0-0 16-0-0 22-0-0 28-4-8 6-0-ts 7-11-1 2-0-0 6-0-0 6-4-8 ' Scale = 1:52.9 4x6 = 4xl 5x6 I9 6x12 MT20HS = Special 3x6 II (Special Special 8x10 = 7x10 = 3x8 II 3x8 II Special Special Special Special LOADING (psf) SPACING- 2-0-0 ; CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 ! TC 0.69 Vert(LL) -0.23 10-11 >833 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.41 10-11 >456 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 k Matrix -MS Wind(LL) 0.28 10-11 >677 240 Weight: 354lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, BOT CHORD 2x6 SP M 26 -Except' except end verticals. 7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-10, 4-9 4-10: 2x4 SP No.2, 1-12: 2x8 SP 240OF 2.0E SLIDER Right 2x6 SP No.2 2-6-0 I REACTIONS. All bearings 0-8-0 except (jt=length) 7=Mechanical, 12=0-8-0. (lb) - Max Harz 12= 165(LC 13) Max Uplift All uplift 100 lb or less at joint(s) except 7=-305(LC 9), 12=-1793(LC 8), 9=-4243(LC 8), 8= 596(LC 19) Max Grav All reactions 250 lb or less at joint(s) except 7=368(LC 20), 12=3415(LC 1), 9=7916(LC 1), 8=272(LC 17) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) orlless except when shown. TOP CHORD 1-2=-3763/2014, 2-3=-262/813, 3-4=-170l7211, 4-5=-1411/2920, 5-7= 294/460, _ 1-12=-1693/959 BOT CHORD 11'-12=-1910/3372, 10-11=-1910/3372, 9-10=1-2657/1493, 8-9=-373/349, 7-8=-373/349 WEBS 2-11=-1367/2800, 2-10=-4307/2476, 3-10=-980/473, 4-10=-3423/6221, 4-9=-7004/3830, 5-9= 2825/1750, 5-8=-1023/1953 NOTES- i 1) 2-ply truss to be connected together with 1 Od (0.131 "&') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); end vertical left 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. 82 Joaquin Velez PE No.68182 8) Refer to girder(s) for truss to truss connections. MiTek USA, Inc. FL GeR S 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 7, 1793 lb uplift at MiTek04 East Blvd. Tampa FL 33610 joint 12, 4243 lb uplift at joint 9 and 596 lb uplift at joint 8. i Date: December 12,2019 'o tinued on aaae I 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall � building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CualHItyy Criteria, DSB-89 and BCSI Building Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Miranda T18881263 1760917 T35 CommonlGirder 1 e� L Job Reference (optional) Builders First source, Nlant'ulty, I-L - 32555, I - I1.24U s JUI 14 zu19 MI I eK Inousines, Inc. Wea uec 11 i5:u5:54 euly rage z ID:4P4g?4zMyoYgcCcw94LZVNzz409-mngWd1gogk9bbNtRBP5YAOvQ8U?w93e?4evfLDyA ex NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 862 Ib down and 450 lb up at 0-11-4, 861 lb down and 451 lb up at 2-11-4, 861 lb down and 451 lb up at 4-11-4, 857 lb down and 448 lb up at 6-11-4, 866 lb down and 520 lb up at 8711-4, 866 lb down and 511 lb up at 10-11-4, 866 lb down and 519 lb up at 12-114, and 866 lb down and 524 Ib up at 14-11-4, and 1270 lb down and 1059 lb up at 22-114 on bottom chord. The design/selection of such connection device(s) is the: responsibility of others. I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-7=-90; 12-13=-20 Concentrated Loads (lb) I . Vert: 17=-862(B) 18=-861(B) 19=-861(B)20= 857(B) 21=-866(B)22=7866(B)23=-866(B) 24=-866(B)25=-1270(B) WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mliek® 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, seeANSIMII Quality Criteria, DSB.69 and BCSI Building Component 6904 Parke East Blvd. Safety Informatla available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Miranda T18881264 1760917 T37 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:55 2019 Page 1 j ID:4P4g?4zMyoYgcCcw94LZVNzz409-FzOurMAQR2HSDXEdl7cnjbRX?uQpubY8JleCtfyA_ew 2-2-0 6.0-13 8-10-0 10-6-0 12-2-0 14-11-3 18.10-0 21-0-0 2-2-0 3.10.13 2-9-3 1-8-0 1-8-0 2-9-3 3-10-13 2-2-0 I 3x8 MT20HS Special 4 Special Special 2x4 11 3x8 MT20HS ...,,o..,,., 5x8 = .,ram..,., 3x6 3x6 Il NAILED I I 1-10-0 2r2-0 10-6-0 Scale = 1:35.5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017/TP12014 1 CSI. j TC 0.94 BC 0.63 WB 0.42 I Matrix-S DEFL. in Vert(LL) -0.48 Vert(CT) -0.50 Horz(CT) 0.03 (loc) I/defl Ud 11 >415 240 11 >400 180 10 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 87 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc puffins. 4-6: 2x4 SP No.2 } BOT CHORD Rigid ceiling directly applied or.5-10-12 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=730/0-8-0, 10=730/0-8-0 Max Horz 12=-108(LC 9) Max Uplift 12=-1123(LC 8), 10— 1119(LC 9) Max Grav 12=1651(LC 43), 10=1649(LC 42) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) orlless except when shown. TOP CHORD 1-2=-1660/1204, 2-3=-2022/1479, 3-4=-2300/1926, 4-5= 2164/1783, 5-6=-2164/1783, 6-7=-2300/1926, 7-8=-2022/1478, 8-9=-1658/1203 BOT CHORD 1-12=-1229/1689, 11-12— 1229/1724, 10-11-1228/1688, 9-10— 1228/1688 WEBS 2-12=-1124/861, 8-10=-1126/866, 5-11= 590/749, 7-1 1=-804/917,3-11=-804/916 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. j 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 1123 lb uplift at joint.12 and 1119 lb uplift at joint 10. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to'support concentrated load(s) 847 lb down and 1021 lb up at 8-10-0, and 525 Ib down and 485 Ib up at 10-6-0, and 847 Ib down and 1021 lb up at 12-2-0 on top chord, and 176 lb down and 509 lb up at 8-10-0, and 176 lb down and 509 lb up at 12-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1,0) 16 the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, PlatOncrease=1.33 Uniform Loads (plf) j Vert: 1-4= 90, 4-6=-90, 6-9=-90, 1-9=-20 I0 Joaquin Velei PE No.68182 MiTek USA, Inc. FL Cert 6634 6904,Parke East Blvd. Tampa FL 33.610 Date: December 12,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10117=015 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, seeANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavollable from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Miranda T18881264 1760917 T37 Hip Girder 1 1 Job Reference (optional) builders mrsi bounce, man1 l:ny, r-L - Je=), 0.44u b Jul 14 4v I u Ivll I CA 11IUUD 11I , a Ic. rrau vc 1 1 , I D:4P4g74zMyoYgcCcw94LZVNzz409-FZOurMAQR2HSDXEdl7cn)bRX7uQpubYBJ leCtfyA_ew LOAD CASE(S) Standard Concentrated Loads (lb) Vert:4=371(F) 6=371(F) 11=115(F) 5=162(F) 13=-8I(F) 14=-85(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1WO312015 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 "ss systems, seeANSVIPI1 Quality Cdteda, DSB.89.and BCSI Building Component Safety Infonnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Miranda . T18BB1265 1760917 T38 Roof Special 3 1 Job Reference (optional) tsuiiaers rlrsl bource, rlani l,lly, M-:14000, O..—..., i Y cu is rvu, en ry cam.— i, ...w 1 I I D:4P4g?4zMyoYgcCcw94LZV N zz409-j 9yG2i B2CMQJ rhppl q70 Fp_n01oGd3nHYyOl I 2-2-0 4.6-0 ' 10.6-0 16-6.0 , 18-10.0 , 21-0-0� 2-2-0 6.0-0 5x8 = 3 3x6 II 2x4 = - 2x4 5x8 = i 1-10-0 2r2-0 4-6-0 1-10-0 Scale = 1:37.8. Io�o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.60. Vert(LL) -0.05 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(CT) -0.09 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix-S Wind(LL) 0.07 9-10 >999 240 Weight: 96lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-11,7-8: 2x4 SP No.3, 2-9,4-9: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 12=1155/0-8-0, 6=1155/0-8-0 Max Horz 12=127(LC 16) Max Uplift 12=-585(LC 12), 6=-585(LC 13) f FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or; less except when shown. TOP CHORD 2=3=-1316/1078, 3-4=-1316/1078 BOT CHORD 2-10=-711/1022, 9-10=-627/1070, 8-9=-627/1070, 4-8=-711/1022 WEBS 2-12=-1087/1210, 4-6=-1087/1210, 3-9=-13/348 NOTES- 1) Unbalanced roof live loads have been considered for this d Isign. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=b.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 12 and 585 lb uplift at joint 6. I- i Joaquin Velei PE No.66182 j MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: I December 12,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIKEK REFERANCE PAGE MIL7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITE k1<8 connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not 'r 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 Quality Cdterla, DSB-69 and SCSI BuOdtng Component 6904 Parke East Blvd. Safety Informaflorlavoilable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda T18881266 1760917 T39 Roof Special 2 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. wed Uec 11 16:05:57 2U19 rage 1 I D:4P4g?4zMyoYg cCcw94LZVNzz409-B M W eG2CgzfYATrOOsXf FoOXwGh7xM W vRmc7JyYyA_e u 2-2-0 4-6.0 6-11.6 10-6.0 14.NO 19.2-0 2-2-0 2-4.0 2-5.6 3-6.10 3-6-10 5-1-6 Scale=1:33.5 46 = 13 7 3x6 I I 2x4 = 2x4 = 3x6 = 5x8 1-10-0 2-2-p 4-6-0 10-6-0 16-6.0 19-2-0 1.10.0 4- 2-4-0 6-0-0 6-0-0 2-8.0 Plate Offsets (X,Y)-- [2:0-2-10,0-2-21, [10:0-5-0,0-4-81, [11:0-3-0,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.76, Vert(LL) -0.05 10 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL .1.33 BC 0.46 Vert(CT) -0.09 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.07 9-10 >999 240 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 11-12,8-9: 2x4 SP No.3, 2-10,6-10: 2x6 SP No12 BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. WEBS 2x4 SP No.3'Except* 6-7: 2x6 SP No.2 REACTIONS. (lb/size) 7=907/0-8-0, 13=1176/0-8-0 Max Horz 13=134(LC 12) Max Uplift 7=-447(LC 13), 13=-592(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or, less except when shown. TOP CHORD 1-2=-378/175, 2-3=-1577/1507, 3-4=-1161/11.40, 4-5=-1165/1147, 5-6=-1618/1569, 6-7— 888/893 BOT CHORD 1-13=-101/367, 12-13=-123/304, 2-11=-1487/1475, 10-11=-1302/1375, 9-10=-1381/1422, 6-9=-1300/1362 WEBS 2-13=-1083/1238, 4-10=-508/547, 5-10=-494/723, 3-10= 441/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope). and C-C Exterior(2) zone; cantilever left exposed ; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building desigrier. should verify capacity of bearing surface. ' 6) Provide mechanical connection (by others) of truss to bean g plate capable of withstanding 447 lb uplift at joint 7 and 592 lb uplift at joint 13. . I . I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 i 6904 Parke East Blvd. Tampa FL 33610. Date: December 12,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a, truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �- building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent 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, seeANSVrP11 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Sleet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881267 1760917 T40 Roof Special 3 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:58 2019 Page 1 I D:4P4g74zMyoYgcCcw94LZVNzz409-fY41 TOClkzgl47zCQFAUKE37e5Uv5z6a7GtsU_yA_et 18-'8-8 8-2-8 Scale = 1:32.9 5x8 = 12 3x6 I I 2x4 = 2x4 = 3xB = 1-10-0 2-2-p 4-6-0 10.6-0 16-6-0 1B-B-8 1-10-0 4- 2-4-0 6-0.0 6.0-0 2-2-8 Plate Offsets (X,Y)-- [2:0-4-2,0-2-131, [4:0-3-4,0-2-81, [5:0-2-8,0-1-81,'[7:0-0-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.59 Vert(LL) -0.05 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(CT) -0.09 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.09 9-10 >999 240 Weight: 88lb FT=20% LUMBER- BRACING- e TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc puriins, BOT CHORD 2x4 SP No.2 `Except' except end verticals. 10-11,6-8: 2x4 SP No.3, 2-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except` 4-5: 2x6 SP No.2 WEDGE j Left: 2x4 SP No.3 REACTIONS. (lb/size) 12=1151/0-8-0, 5=881/Mechanical , Max Harz 12=184(LC 12) Max Uplift 12=-580(LC 12), 5=-431(LC 13) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or, less except when shown. TOP CHORD 2-3— 1298/1142, 3-4=-1281/1133, 5-7=-850/867, 4-7=-801/886 BOT CHORD 2-1 0=-825/1 010, 9-10=-830/1054, 8-9=-830/1054, 7-8= 745/1083 WEBS 2-12— 1082/1248,3-9=-1/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord li a 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 580 lb uplift at joint'l2 and 431 lb uplift at joint 5. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MX7473 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda j T18881268 1760917 T41 Common 1 1 Job Reference (optional) timiaersrirsrsource, warnUny,.rL-ocauu, ....., ,I .... ,_,. ..,. ,._ ID:4P4g?4zMyoYgcCcw94LZVNzz409-fY41TOClkzg147zCQFAUKE32K5Nm5z7a?GtsU_yA_et 2-2-0 110-6-0 18-6-8 22 2-0 8-4.0 8-2-6 5.00 12 3x6 11 2 5x8 = 9 3x4 = s °s I I 6 7 3x6 11 5x6 = 1-10.0 2- 10-6-0 18-8-8 1-10.0 -4- 8-4-0 8-2-8 Plate Offsets (X Y)-- [6.0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) 0.22 6-7 >870 360 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.44 6-7 >447 180 BCLL 0,0 ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix-S Wind(LL) 0.23 6 >841 240 LUMBER- I ' BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 4-5: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 7=1148/0-8-0, 5=877/Mechanical Max Harz 7=185(LC 12) Max Uplift 7=-578(LC 12), 5=-428(LC 13) . . Scale:3/8'=1' 6x8 4 n a 5 5x6 I PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-4-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-771/403, 2-3=-1036/933, 3-4=-1023/926, 4-5=-742/827 BOT CHORD 1-7=-488/799, 6-7= 634/799, 5-6=-6347799 WEBS 2-7=-861/1244, 3-6=0/268 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 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 578 lb uplift at joint 7 and 428 lb uplift at Joint 5. I I. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904.Parke East Blvd. Tampa FL 33.610 Date: December 12,2019 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I/-7473 rev. 1WO312015 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, seeANSIMIJ Gualif CAtada, DSB-89 and BCSI Bulding Component Safety Infomratlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city I Ply Miranda T18881269 1760917 T42 Half Hip 1 1 Job Reference (optional) tsuuaers rust source, rlant ldty, rL - 3ZOoo, 0.44U S OUI 14 LU I A IVII I — 11 IU-11—, II — Y ay0 I I D:4 P 4g?4zMyoYgcCcw94 LZVN zz409-7kePgkDwV Ho ui BX0_yhjtRcDaVjsq PvkEwcQOQy/-es 2-2-0 6-6-3 10-8.8 18-8-8 2-2-0 4-4-3 4-2-5 &0-0 Scale: 3/8°=1'. 5x8 = 4x6 II 4 5 9 3x6.1I .3x4 = 3x4 = 6x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.90 Vert(LL) -0.14 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.28 6-8 >693 180 BCLL 0.0. ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.19 6-8 >999. 240 Weight:91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` ( TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc puffins, 4-5: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or'2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 REACTIONS. (Ib/size) 6=886/Mechanical, 9=1156/0-8-0 I Max Harz 9=353(LC 12) Max Uplift 6=-500(LC 9), 9=-564(LC 8) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-838/439, 2-3=-1107/897, 3-4=-932/784; 5-6= 342/396 BOT CHORD 1-9=-502/868, 8-9=-1062/868, 6-8=-870/843 WEBS 2-9=-867/1097, 4-8=-48/302, 4-6=-907/942 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope),and C-C Extedor(2) zone; cantilever left exposed';C-C for members and forces & MWFRS for reactions shown; 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 500 lb uplift at joint 6 and 564 lb uplift at joint 9. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 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 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 Quality Warta, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty I Ply Miranda T18881270 1760917 T43 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 2-2-0 4-4-11 8.240 s Jul 142019 MiTek Industries, Inc. Wed Dec 11 16:06:00 2019: Nage 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-bwBnu4EZGawIK16bXgCyQf9RJv1 PZjwtTaMiYtyA_er 12-8-8 1 '18-8-8 5x8 = 3x4 11 9 3x6 11 3x4. = 3x6 = 6 6x8 = Scale = 1:35.9 1-10-0 -4- 7-4-10 9-1-15 Plate Offsets (X,Y)-- [4:0-4-0,0-1-13) 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) -0.26 6-8 >749 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.54 6-8 >365 180 BCLL 0.0 Rep Stress [nor YES WB 0.99 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.25 6-8 >788 240 Weight: 92lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, 4-5: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 6=886/Mechanical, 9=1156/0-8-0 1 Max Horz 9=417(LC 12) Max Uplift 6=-491(LC 9), 9=-559(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-919/508, 2-3=-1179/930, 3-4=-910/729, 5-6=-241/275 BOT CHORD 1-9=-557/94718-9=-1218/947, 6-8=-718/6241 WEBS 2-9=-842/1005,3-8=-264/516,4-8=-231/3874-6=-807/948 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; 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 ithe 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. 5) Refer to girder(s) for truss to truss connections. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 6 and 559 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL tort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss system, Before use, the building designer must verify the appllcoblllty 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, seeANSVrPl1 Quality Cittedo, DSB-89 and BCSI BuIldtng Component 6904 Parke East Blvd. Salaty Infonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881271 1760917 T44 Half Hip: 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:06:01 2019 Page 1 ID:4P4g74zMyoYgcCcw94LZVNzz409-37195QFB1u2bxShn5NjByshY4JP71DwlhE5W5JyA_eq 2-2.0 7-5-11 I 14-B-8 18-8-8 _ 2-2-0 5-3-11 7-2-13 4.0-0 5x8 = 5.00 12 2x4 I I Scale = 1:39.0 6 10 3x4 = 3x6 = 7 8x6 11 6x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.90 Vert(LL) -0.34 7-9 >574 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Vert(CT) -0.66 7-9 >298 180 BCLL , 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017fTP.12014 Matrix-S Wind(LL) 0.27 -7-9 >716 240 Weight: 95lb FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, 5-6: 2x4 SP No.2, 1-4: 2x4 SP M 31. except end verticals. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. 1-8: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=886/Mechanical, 10=1156/0-8-0 Max Harz 10=481(LC 12) Max Uplift 7=-499(LC 12), 10=-553(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or; less except when shown. TOP CHORD 1-2=-1004/530, 2-3_ 1232/905, 3-5=-986/813 BOT CHORD 1 -1 0=-550/1015, 9-10=-1313/1015, 7-9=-5201424 WEBS 2-10=-742/882, 3-9=-420/750, 5-9=-616/607, 5-7=-776/980 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust).Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord We 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, with BCDL = I O.Opsf. 5) Referto girder(s) for truss to truss connections. i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint 7 and 553 lb uplift at joint 10. Joaquin Velei PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Parka East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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, seeANSVrPII Quality Criteria, DSB-89 and SCSI SuNdtng Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Qty Ply Miranda T18881272 1760917 T45 Half Hip; 4 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 2-2-0 5.00 12 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:06:02 2019. Page 1 oYgcCcw94LZVNzz409-37195QFB1 u2bxShn5NjByshaOJPbIBG1 hE5W5lyA_eq 5xB = 2x4 11 Scale = 1:39.2 6 10 3x4 = 3x6 = 7 3x6 11 6x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) -0.32 7-9 >607 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(CT) -0.62 7-9 >317 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.25 7-9 >788 240 Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except* TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, 5-6: 2x4 SP No.2, 1-4: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. 1-8:2x4SPM31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=886/Mechanical, 10=1156/0-8-0 I Max Harz 10=485(LC 12) Max Uplift 7=-504(LC 12), 10=-552(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-975/465, 2-3=-1206/856, 3-5=-993/8571 BOT CHORD 1 - 1 0=-491/986, 9-1 0=-1 260/986, 7-9=-500/408 WEBS 2-10=-753/919, 3-9=-433/759, 5-9=-696/652,15-7=-769/971 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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 20.0psf on Ithe 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. 5) Refer to girder(s) for truss to truss connections. C 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 7 and 552 lb uplift at joint 10. I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904.Parke East Blvd. Tampa FL 33610. Date:' December 12,2019 Q WARNING- Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE Mll-7473 rev. 1WOW01S 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, seeANSVi Quality Cdledo, DSB-69 and SCSI Bullding Component 6904 Parke East Blvd. Safety Infonnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type City Ply Miranda T18BB1273 1760917 T46 Half Hipl 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:06:02 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-XJJXJmGpoCASZcGzf5EQV4EnDiss1hbAwur4dlyA_ep 2-2-0 7-6-2 12-10.0' 13-6-q 18-8.8 2-2-0 5-4-2 5-3-14 0-8.0 572-8 I 3x4 = 6x8 = 2x4 11 Scale = 1:36.1 2x4 2x4 6xB = 3x4 = 1-10-0 2r2-p 7-6-2 13-6-0 18-8-8 , 1-10-0 -4- 5-4-2 5-11-14 5.2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.68 Vert(LL) -0.04 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.35 Vert(CT) -0.08 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Wihd(LL) 0.05 8-10 >999 240 Weight: 98lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. i REACTIONS. (lb/size) 7=-291/0-2-8, 11=630/0-8-0, 8=1703/0-8-0 Max Horz 11=421(LC 12) f Max Uplift 7=-291(LC 1), 11=-365(LC 12), 8=-643(LC 8) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-256/174, 3-4=-426/567, 4-5= 268/450 BOT CHORD 10- 11 =-460/328, 8-10=-460/328, 7-8=-450/268 WEBS 2-11=-454/664, 5-8=-1236/1120, 5-7=-403/672, 3-8=-681/827 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp'D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed';C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been 'designed for a live load of 20.Opsf on ithe 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 at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 291 lb uplift at joint 7, 365 lb uplift at joint 11 and 643 lb uplift at joint 8. I I Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: December 12,2019 I Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 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 OF a truss system. Before use, the building designer must verify the applicablllty 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, seeANSVIIFII Quality Criteria, DSB-69 and BCSI Bu6ding Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda • T18881274 1760917 T47 Half Hip. 1 1 Job Reference (optional) t3urlaers first bource, Flan Gtty, M - JZ006, o.44u b JUI I'1 Za I U IVII I UK IIIUUbaleb, II IG. VVUU UUU I I I O.VO.VO 4U I' t-agtl I ID:4P4g?4zMyoYgcCcw94LZVNzz409-OVtwW6GRZVIJBmrADomf1 Hnw866hmCQJ9Yad9ByA_eo 2-2-0 7.6-1 10.10.0 ' 13-6-0 18-6.8 2-2-0 5-4-1 3-3-15 � 2-8-0 5-2-8 Scale = 1:35.1 3x6 = 3x4 = 2x4 11 e 5 6 2x4 II 2x4 11 v 6x8 = 3x4 = 1-10.0 2- 7-6-1 13-6-0 18-8-8 1-10.0 -4- 5-4-1 l 5-11-14 5-2-8 Plate Offsets (X,Y)-- [4:0-3-0,0-2-41,[8:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 Vert(LL) -0.08 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) -0.14 8-10 >954 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Wind(LL) 0.10 8-10 >999 240 Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . _Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=84/0-2-8, 11=797/0-8-0, 8=1161/0-8-0 Max Harz 11=357(LC 12) 1 Max Uplift 7=-198(LC 9), 11=-438(LC 12), 8=-477(LC 8) Max Grav 7=173(LC 24), 11=797(LC 1), 8=1161(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) oi� less except when shown. TOP CHORD 1-2=-393/104, 2-3=-531/352 BOT CHORD 1-11=-91/392, 10-11= 613/461, 8-10=-613/461 WEBS 2-11=-524/750,5-8=-727/669,3-8=-563/656C NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and, any other members. I • 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 7, 438 lb uplift at joint 11 and 477 lb uplift at joint 8. f i 1 Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 I 6904.Parke East Blvd. Tampa FL 336.10 ` Date: December 12,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 guldonce regarding the, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Crlterla, DSB-89 and BCSI Building Companont 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ally Ply Miranda T18881275 1760917 T4B Half Hip 1 1 Job Reference (optional) nuuaers ruse source, rrani ury, rL - a4000, 2-2-0 5-1-6 — 2-2-0 2-11-6 5x6 = 4 ID:4P4g?4zMyoYgcCcw94LZVNzz4b9-UiRlkRH3KpQAowQMmWHuaVJ4oWQIVebTNBKBheyA_en ' 1888 . 46 11 5' 5x6 = 6 Scale = 1:31.6 4x6 = 7 2x4 11 9xe — 'x" it 3x6 11 3x4 = 1-10.0 2- 5-1-6 1 10-2-0' 13-2-0 1 -6 0 18-B-8 1.10.0 4- 2-11-6 5.0-10 3 4- 5-2-8 Plate Offsets (X Y)-- [4:0-3-0 0-2-4] [10:0-6-4 0-3-121, [11:0-6-4,0-3-81 d13:0-4-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC - 0.87 Vert(LL) -0.14 12-13 >954 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(CT) -0.28 12-13 >483 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.21 12-13 >646 240 Weight: 110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-7: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing.' 5-12,6-9: 2x4 SP No.3 WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 8=224/0-2-9, 9=974/0-8-0, 14=844/1U I -8-0 Max Horz 14=293(LC 12) Max Uplift 8=-143(LC 9), 9=-533(LC 9), 14=-425(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-400/103, 2-3=-525/297, 3-4=-460/430, 4-5=-715/789, 5-6=-449/482 BOT CHORD 1-14=-77/390, 13-14=-496/440, 5-11=-416/4i 7, 10-11=482/449, 9-10=-923/965, 6-10=-747/836 WEBS 2-14= 496/617, 11-13=-948/800, 3-13=-147/310; 4-13=-515/541 NOTES- j 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; 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) 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 143 lb uplift at joint 8, 533 lb uplift at joint 9 and 425 lb uplift at joint 14. Joaquin Velez PE No.68182 M[Tek USA, Inc. FL Cart 6634 6904:Parke East Blvd, Tampa FL 33610 Date: December 12,2019 I Q'WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/0312015 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, seeANSVIPII Oua18y Cdterla, DSB-89 and BCSI Bu9ding Component 6904 Parke East Blvd. Safoty Informatlonovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881276 1760917 T49 Half Hip ;Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:06:05 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-yu?gxnlh57Y1Q3?YKDo76isGXwpuEOmccr3kE4yA_em Scale = 1:31.4 I I 46 = NAILED Special NAILED NAILED NAILED 5x6 = NAILED 2x4 II 1 3 10 11 12 4 13 14 5 9 Special NAILED 3x4 = 4x6 = NAILED NAILED NAILED 6x8 — 3x6 11 NAILED I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES. GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) 0.23 6-8 >873 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -0.25 6-8 >780 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 98 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, 3-5: 2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 'Except` BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. 6-7: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1290/Mechanical, 9=1365/0-8.0 Max Horz 9=222(LC 8) Max Uplift 6=-1039(LC 5), 9— 1 OB7(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1535/1322, 2-3=-1691/1497, 3-4=-1457?1243 BOT CHORD 1-9= 1249/1461, 8-9— 1414/1461, 6-8=-1275%1442 WEBS 2-9=-596/513,3-8=-5/345,4-8=-38/333,4-6-1733/1551 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. j 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on'the bottom chord in all areas where a rectangle 3-6-0 tall by 2=0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1039 lb uplift at joint 6 and 1087 lb uplift at joint 9. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support•concentrated load(s) 168 lb down and 433 lb up at 6-10-0 on top chord, and 135 lb down and 98 lb up at 6-10 ,0 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). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 1-6=-20 Concentrated Loads (lb) Vert:3=-83(B) 8=-13(8)10=-74(B) 11=-.74(B)12=-T4(B) 13=-102(B)14=-102(B) 15=31(B) 16=-13(B) 17=-13(B)18=47(B) 19= 47(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 336.10 Date: December 12,2019 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1WO312015 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, seeANSIMIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda T18881277 1760917 T50 Hip Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MITek Industries, Inc. 1Nea L'ec 11 16:u6:Uf 2U19 Page 1 ID:4P4g74zMyoYgcCcw94LZVNzz409-uH60MTJyckolfN9xSegbC7xfZjVduUv49YrizyA_ek 6-6-3 11-3-12 17-4-7 19-11-9 22-2-7 6-6-3 I 4-9-9 6-0-11 2-7-1 ' 2-2-15 5.00 12 7x10 = 6 7 AYR II Scale = 1:52.0 Special Special 3x6 Il Special Special 6xB — Special Bx10 —_ Special 7x10 — 10x12 II I Special 7x10 = Special Special Special 6-6-3 11.3-12 17-4-7 22-2-7 6-6-3 4.9-9 6-0-11 4-10-0 Plate Offsets (X Y)-- 11:0-8-3 Edge][6:0-4-0,0-3-81,[7:0-5-0,0-3-71,[9:0-5-0,0-4-121,[10:0-5-0,0-4-81,[12:0-3-8,0-4-121,[13:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip. DOL 1.33 TC 0.58 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(CT) -0.30 12-13 >867 180 BCLL 0.0 Rep Stress ]nor NO WB 0.94 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.20 12-13 >999 240 Weight: 405lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-4: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 8-9: 2x8 SP 240OF 2.OE, 7-10: 2x4 SP No.2 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=6607/0-8-0, 9=7350/0-2-8 (req. 0-3-1) Max Horz 1=518(LC 27) Max Uplift 1=-3648(LC 8), 9=-4195(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-10665/5767, 3-5=-8422/4642, 5-6=-4120/2303, 6-7— 3655/2184, 7-8=-326/195, 8-9=-458/283 BOT CHORD 1-13=-5552/9467, 12-13=-5552/9467, 10-12=-4584/7837, 9-10— 915/1577 WEBS 3-13=-1340/2714,'3-12=-2003/1188, 5-12=-2530/4581, 5-10= 5643/3294, 6-10=-779/1249, 7-9=-5986/3490, 7-10=-3782/6402 Structural wood sheathing directly applied or 5-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or 8-11-11 oc bracing. 1 Row at midpt 5-10, 7-9 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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 Inoted 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=3.Opsf; h=32ft; Cat. II; Ezp D; Encl., GCpi=0.18; MW FRS (envelope); 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. t. 8) WARNING: Required bearing size at joint(s) 9 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3648 lb uplift at joint 1 and 4195 lb uplift at joint 9. 10) Hanger(s) or other connection device(s) shall be provided' sufficient to support concentrated load(s) 349 lb down and 347 lb up at 2-4-1, 1513 lb down and 778 lb up at 4-4-12, 1513 Ib down and 778 lb up at 6-4-12, 1110 lb down and 628 lb up at 8-4-12, 1110 Ib down and 628 Ib up at 10-4-12, 1110 lb down and 628 lb up at 12-4-12, 1107 lb down and 706 lb up at 14-3-4, 1106 lb down and 704 lb up at 16-3-4, and 1123 lb down and 722 lb up at 18-3-4, and 1505 lb down and 810 lb up at 20-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Joaquin Velei PE No.68182 MITek USA, Inc. FL Cert 6634 6904-Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010=015 BEFORE USE. Design valid for use only with MITek® connectors. This deslgn 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 applicablllty 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, seeANSVTPl1 Quality Criteria, DSO-69 and BCSI Bulldtnp Component 6904 Parke East Blvd. Safety Infonnationavoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job + Truss Truss Type Qty Ply Miranda TlBB81277 1760917 T50 Hip Girder 1 2 Job Reference (optional) tsuuaers rust Source, mane ury, rL - ;Jzbbb, 0.49u b dul wcu ia- on awuau Ica, nice. wc.- i i .' - , , r110- 1D:4P4g74zMyoYgcCcw94LZVNzz409-uH6QMTJyckolfN9xSegbC7xfZjVriuUv49YrizyA_ek LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=-90, 6-7=-90, 7-8=-90, 9-14=-20 Concentrated Loads (Ib) Vert: 13=-1513(F) 20= 349(F) 21=-1513(F) 22=-1110(F) 23=-1110(F) 24=-1110(F) 25=-1107(F) 26=-1106(F) 27= 1123(F) 28=-1505(F) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1WO312015 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 . M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QualBy Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Insfltute: 218 N. Lee ST eet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Typi Qty Ply Miranda'. T18881278 1760917 T51 Hip 1 1 Job Reference (optional) Builders First Source, Plant City,. FL - 32566, 0.44V 6 Jul I9 LV I u Iva I un II lu—nuo, II10. v OU - I I I v.w.vu a I a , V. , ID:4P4g74zMyoYgcCcw94LZVNzz409-MTgoZpKaN2wcHXj7?LLgkLUkF7pYRLs3lplOgPyA_ej 2-2.0 6-11-5 12-3-12 18-1-0 22-11-0 24-0-7 2-2.0 4-9.5 5.4-7 5-9-4 4-10.0 1-1-7 4x6 = Scale = 1:50.3 5x6 = 5.00 12 6 7 8 3x6 11 .I . 3x4 = 3x4 = 3x8 = 6x8 = 1-10-0 2,2,0 12-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 I TC 0.97 Vert(LL) -0.23 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(CT) -0.36 10-12 >717 180 BCLL 0.0 Rep Stress Incr YES. WB 0.93 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.30 10-12 >857 240 Weight: 148lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, 1-4: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-11: 2x4 SP M 31 WEBS 1 Row at midpt 7-10, 7-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1445/0-8-0, 9=1183/Mechanical Max Harz 13=569(LC 12) Max Uplift 13=-703(LC 12), 9=-627(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1314/823, 2-3=-1640/1340, 3-5=-1401/1133, 5-6=-843/729, 6-7=-668/786 BOT CHORD 1-13=-894/1344, 12-13=-1778/1344, 10-12— 1463/1260 WEBS 2-13=-1006/1237, 5-12=-24/283, 5-10=-787/966, 6-10=-164/271, 7-10=-1091/988, 7-9— 1169/1299, 3-12=-165/356 NOTES- j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord inall 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. I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 13 and 627 lb uplift at joint 9. I l Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 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, seeANSVTP11 Quality Cdtodo, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee St(eet. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881279 1760917 T52 Half Hip j 1 1 Job Reference (optional), titlfiaerS rirst Source, - mant L:ny, rL - 32b66, : � 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:06:09 2019 Page 1 ID;4P4g?4zMyoYgcCcw94LZVNzz409-gfEBn9LCBL2TvhlJZ3s3HYOwHX8ZAtCCXT1 yNryA-ei 16-10.0 24.0-7 4-6-4 7-2-7 3x4 = Scale = 1:46.5 5.00 12 6 7 5x8 = 12 i 11 _ a 8 3x6 II 3x4'= 3x4 3x4 = 6x8 = 1-10-0 0-4-0 10-1-12 4-6-4 7-2-7 Plate Offsets (X,Y)-- [6:0-5-4,0-2-4] [7:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip.DOL 1.33 1 TC 0.95 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 t BC 0.79 Vert(CT) -0.35 11 >736 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.30 .9-11 >879 240 Weight: 136lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins, 1-4: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-10: 2x4 5P M 31 WEBS 1 Row at micipt 6-8 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1183/Mechanical, 12=1445/0-8-0 Max Harz 12=549(LC 12) Max Uplift 8=-644(LC 9), 12=-699(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or[ less except when shown. TOP CHORD 1-2=-1323/837, 2-3=-1645/1350, 3-5=-1385/1116; 5-6=-968/867, 7-8=-310/359 BOT CHORD 1-12=-906/1351, 11-12=-1777/1351, 9-11=-1425/1238, 8-9=-911/827 WEBS 2-12=-995/1228, 5-11=-33/253, 5-9= 637/791, 6-9— 617/649, 6-8=-1141/1262, 3-11=-194/399 f NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpj=0,18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 644 lb uplift at joint 8 and 699 lb uplift at joint 12. I Joaquin Vek PE No.68182 MiTek USA, Inc. FL Cott 6634 6904:Parke East Blvd. Tampa FL 33610 Date: December 12,2019 l 0 WARNING - Verify 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 deslgn 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, seeANSI/TPII Quality Crlterla, DSB-89 and SCSI Building Component Safety Informatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Miranda T18681280 1760917 T53 Half Hip 1 1 Job Reference (optional) tsunaers mrsi source, rianr L.ny,.rL - JZ000, O.cyu � dw i Y — i o ,vu i on a iuu-1-0, a 1U. r ayc I I D:4P4g?4zMyoYgcCcw94LZVNzz409-IsoZ_VMgvfAKW rtW 7mOIpmZ4txTKvlkLm; nVvHyA_eh 2-2-0 7-6-2 14-10-0 19-3-8 24-0-7 2-2-0 5-4-2 7-3-14 4-5.8 4-9.0 5x8 = Scale = 1:45.7 5.00 12 3x4 = 2x4 11 5: 6 7 91 3x6 11 2x4 11 3x6 = 3x8 = 6x8 = i 1-10.0 2,2,0 8-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 . Plate Grip DOL 1.33 TC 0.96 Vert(LL) -0.31 9-11 >847 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.57 9-11 >456 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.42 9-11 >626 240 Weight: 131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7: 2x4 SP No.2, 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 6-8 1-10: 2x4 SP M 31 C WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1183/Mechanical, 12=1445/0-8-OI Max Harz 12=485(LC 12) Max Uplift 8=-654(LC 9), 12=-698(LC 12) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or'lless except when shown. TOP CHORD 1-2=-1404/947, 2-3=-1644/1335, 3-5=-1255/1;020, 5-6— 1042/1105 BOT CHORD 1-12=-937/1387, 11-12=-1707/1387, 9-11=-1707/1387, 8-9=-743/693 WEBS 2-12=-771/912, 3-11 =- 144/287, 3-9=-442/648, 5-9=-116/272, 6-9=-642/618, 6-8=-1153/1253 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., - GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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 pet 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, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 654 lb uplift at joint 8 and 698 lb uplift at joint 12. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904.Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE 411II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality CrMoth, DSB-09 and SCSI Buadtng Component 6904 Parke East Blvd. Safoty Informatlortavailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city ' Ply Miranda T18861281 1760917 T54 Half Hip 1 1 Job Reference (optional) Builders First Source, F'Iant:Glty, FL - 32566, 2=2-0 6-10.8 6.z4u s JUI l4 zu19 MI I eK maUSrnes, Inc. vvea Uec l l lb:uo:iu ZUIe rage 1 I D:4P4g?4zMyoYgcCcw94LZVNzz409-IsoZ_VMgvfAKW rtW 7m01pmZ6OxVMvNhLm7nVvHyA_eh 20-1-5 , 24.0-7_ 7-3-5 3-11-2 5x8 4 Scale = 1:42.0 3x2x4 11 54 = 6 Ox4 — 4x0 — Jx4 — 3x6 I I 6xB = I 1-10-0 2r2-D 9-9-2 16-5-10 24-0-7 Plate Offsets LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip.DOL 1.33 TC 0.86 Vert(LL) -0.27 8-10 >979 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.47 8-10 >560 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017[rPI2014 Matrix-S Wind(LL) 0.37 8-10 >711 240 Weight: 125lb FT=20% LUMBER- BRACING - TOP CHORD. 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 `Except BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. 7-9: 2x4 SP No.2 WEBS 1 Row at micipt 5-7 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1183/Mechanical, 11=1445/0-8-0 Max Harz 11=421(LC 12) Max Uplift 7= 663(LC 9), 11=-689(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or! less except when shown. TOP CHORD 1-2=-1353/946, 2-3— 1658/1422, 3-4=-1410/1266, 4-5=-102611014 BOT CHORD 1 -1.1 =-987/1371, 10-11=-1655/1371, 8-1 0=-1 269/1184, 7-8=-754/730 WEBS 2-11=-954/1137, 3-10= 216/450, 5-8=-470/533, 4-8=-286/460, 5-7=-1276/1332 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearin' g plate capable of withstanding 663 lb uplift at joint 7 and 689 lb uplift at joint 11. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904:Parke East Blvd. Tampa FL 336.10. Date: December 12,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, D5111-89.and BCSI BuBding Component 6904 Parke East Blvd. Salety Infonnatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Miranda T18881282 1760917 T55 Half Hip l 1 1 Job Reference (optional)•' tlullaers First Source, Flant Vlty, t-L - 32bbb, 1-in-n o-o-n { in-in-n 7x10 = i I 3 d.z4u s uul 14 zui a Ml l eK lnaustnes, Inc. vvea uec r r r u;uu: r r zu ra rage r YgcCcw94LZVNzz409-n2MxCrNSgylB6_SihUvXMz6F9LrzegLV_nW2RkyA_eg 19-5-5 24-0-7 4-7-2 Scale = 1:40.3 sxs = 2x4 I I 4 5 9a-n-7 1-10.0 0-4- 8-8-0 4-3-10 8-10-13 Plate Offsets (X,Y)-- [3:0-6-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.99. Vert(LL) -0.21 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.41 6-7 >640 180 BCLL 0.0 Rep Stress [nor YES 4 WB 0.43 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.23 7-9 >999 240 Weight: 114lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or.4-8-9 oc bracing. BOT CHORD 2x4 SP M 31 `Except` WEBS 1 Row at midpt 4-6 6-8: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1183/Mechanical, 10=1445/0-8-01 Max Horz 10=357(LC 12) Max Uplift 6=-669(LC 9), 10=-722(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1301/731, 2-3=-1614/1309, 3-4— 1261/1198 BOT CHORD 1-10— 819/1321, 9-10=-1385/1321, 7-9=-1390/1322, 6-7=-1006/996 WEBS 2-10— 974/1356, 3-7= 130/281, 4-7=-283/4341, 4-6= 1426/1461 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord 1i4� load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint 6 and 722 lb uplift at joint 10. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL $36.10 Date: December 12,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111I1-7473 rev. 101012015 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 appllcobllity 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, seeANSVTPII CualHy CdtoAa, DSB-89 and BCSI Bulding Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881283 1760917 T56 Half Hip Girder 1 1 . Job Reference(optional)' Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 IVrr I ex Irluubines, mu. vvuu Dec; I I I O:VO: IG LV 19 rage I ID:4P4g?4zMyoYgcCcw94LZVNiz409-FEwJPBN4RGR2m81uEBQmvBeTHk7VNAteDRGczAyA_ef 2-2-0 B-10-0 18-9.5 24-0-7 P_P_6 6-8.0 I 9-11-5 71 5-3-2 Scale = 1:40.4 Special 6ic6 = NAILED NAILED NAILED NAILED NAILED 6x8 = NAILED Special 2x4 II 3 10 11 12 13 4 14 15 5 5,00 12' Q� 2x4 11 2 1 l e 3x6 = e e f 16 17 7 18 19 20 .. 21 22 9 B 2x4 11 NAILED NAILED 7x10 = NAILED NAILED NAILED 6 3x8 I I . NAILE. D 7x10 = Special NAILED. B-10-0 I , - - Plate Offsets (X Y)-- [3:0-4-0 0-2-2] [4:0-4-0 0-4-0] [6:Edge 0-4-121 [7:0-5-0 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) 0.37 7-8 >708 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(CT) -0.39 7-8 >663 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix-S Weight: 143 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, 3-5: 2x6 SP M 26 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 2x4 SP:No.3 p WEBS 1 Row at midpt 4-6 I REACTIONS. (lb/size) 6=2384/Mechanical, 9=2254/0-8-0 Max Horz 9=281(LC 8) Max Uplift 6=-1833(LC 5), 9=-1659(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 2843/2183, 2-3=-3056/2397, 3-4=-3225 �470 BOT CHORD 1-9=-2058/2695, 8-9=-2266/2695, 7-8=-2284/12716, 6-7=-2368/2842 WEBS 2-9=-747/646, 3-7=-252/705, 4-7=-196/812, 46=-3456/2904, 3-8=-526/486 i NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vdlt=170mph (3-second gust)•Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope); cantilever left exposed ; Lt}mber 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 bearinlg plate capable of withstanding 1833 lb uplift at joint 6 and 1659 lb uplift at joint 9. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines... 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 462 lb down and 671 lb up at 8-10-0, and 210 lb down and 298 lb up at 22-10-12 on top chord, and 183 lb down and 127 lb up at 8-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 1-6=-20 Concentrated Loads (lb) Vert:3=-391(B) 4=-167(B) 8=-75(B) 10=-167(B) 11-167(B) 12=-167(B) 13=-167(B) 14=-167(B) 15=-21 O(B) 16=-48(B) 17=-48(B)18= 48(B)19=-48(B)20=-48(B) 21= 48(I) 22=-49(B) Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610. Date: - December 12,2019 WARNING - Verily design parameters and 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. Additionaltemporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible' personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and ttuss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlanovailable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881284 1760917 T101 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:23 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-BpSo7QnL_DF?NcnUtO2HQr63S_RW OBj RyJuW mW yA_fQ 2-0-0 6-4-0 9-10.0 14-2-0 16-2.0 2-0.0 4-4-0 3.6-0 4-4-0 2-0-0 Scale=1:27.0 46 = Special 3 Special NAILED 4x6 = 10 4 6 I9 o. 2x4 11 NAILED 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL). 0.26 8 >556 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.30 8 >488 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S i Weight: 61 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except* 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1084/1-4-0, 7=1084/1-4-0 Max Horz 9=-78(LC 9) Max Uplift 9=-770(LC 4), 7=-769(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) orrrless except when shown. TOP CHORD 1-2=-841/641, 2-3=-1039/825, 3-4=-820/721,1'4-5=-1039/824, 5-6=-841/641 BOT CHORD 1-9=-630/841, 8-9=-655/841, 7-8=-630/841, 6-7=-630/841 WEBS 2-9=-655/543, 5-7=-655/543 f NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1 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 770 lb uplift at joint 9 and 769 lb uplift at joint 7. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 209 lb down and 338 lb up at 6-4-0, and 209 lb down and 338 lb up at 9-10-0 on top chord, and 120 lb down and 20 lb up at 6-4-0, and 120 Ib down and 20 lb up at 9-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate' Increase=1.33 Uniform Loads (plf) _ Vert: 1-3=-90, 3-4=-90, 4-6=-90, 1-6=-20 I' Concentrated Loads (lb) Vert: 3=-137(B)4=-137(B) 8=-11(B) 10=-63(B) 11=-21(B) 12=-21(B) I I. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not , a truss system. Before use, the building designer must verify the opplicablllty 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 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, seeANSVTP11 Quality Cdterla, DSB-69 and BCSI Bui Component 6904 Parke East Blvd. Safety Informallonavallable from Truss Plate Institute, 218 N. Lee Street Sulte' 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Miranda T18881285 1760917 T102 Hip I 1 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019.MiTek Industries, Inc. Wed Dec 11 16:05:24 2019 Page 1 I D:4P4g?4zMyoYgcCcw94LZVNzz409-t9OAKmozkW ORmMgQ6ZW y3fE_OnD7c )aBze3lyyA_fP • II 858 . 2-0-0 7-8-8 -1- 14-2-0 16-2-0 2-0-0 5-8-8 ;i 5-8-8 2-0-0 0-4=8 Scale='1:29.5 i 3x4 = 2x4 I I 3x4 = I 3x6 11 . 3x6 11 I9 o. 1-4-0 2-0-0 8-1-0 ! 14-2-0 14-10-q 16-2-0 1-4-0 �0-8-0 6-1-0 6-1-0 0-8-0 1-4-0 Plate Offsets (X,Y)-- [3:0-2-0,0-2-11][5:0-2-0,0-2-11],[9:0-3-0',0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) -0.10 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(CT) -0.20 9 >743 180 BCLL 0.0 Rep Stress Incr YES ! WB 0.27 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 1 Matrix-S Wind(LL) 0.14 9 >999 240 Weight: 57lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 ! REACTIONS. (lb/size) 10=889/1-4-0, 8=889/1-4-0 Max Harz' 10=94(LC 16) Max Uplift 10=-461(LC 8), 8=461(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or-le;ss except when shown. TOP CHORD 1-2=-518/19212-3=-689/576, 3-4=-537/644, 4-5=-537/644, 5-6=-689/57616-7=-518/192 BOT CHORD 1-10= 228/520, 9-10=-228/520, 8-9=-228/520, 7-8=-228/520 WEBS 2-10=-611/898, 6-8=-611/898 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right 'exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=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. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 lb uplift at joint 10 and 461 lb uplift at joint 8. I II Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 . 6904,Parke East Blvd. Tampa FL 33610 Date: December 12,2019 ,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1WO312015 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, seeANSV1P11 Quail Criteria, DSB-89 and SCSI Building Component Safety Infonoationavailable from Truss Plate Institute, 218 N. Lee Street,lSulte 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply Miranda T18881286 1760917 T103 Hip 1 1 i Job Reference (optional) - Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:24 2019 Page 1 I D:4P4g?4zMyoYgcccw94LZVNzz409-f?OAKmozkW Or?mMg06ZW y3fENOIg7dpaBze3lyyA_fP 2-0-0 5-8-8 , 10-5-8 14-2.0 16-2-0 2-0-0 3-8-8 4-9.0 3.8-8 2-0-0 Scale=1:27.0 4x6l= 4x6 = i YQ'J'1 Q 9 bxb = 7 2x4 11 2x4 11 I 1 i i 1-4.0 2-0-0 8-1-0 14-2-0 14-1%0 16-2-0 1-4-0 0.8-0 6-1-0 6-1-0 0-8.0 . 1-4-0 Plate Offsets (X,Y)-- [8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DE 1. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.90. Vert(ILL) -0.14 8 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.24 8 >603 180 BCLL 0,0 ' Rep Stress Incr. YES WB 0.24 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.20 8 >732 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=889/1-4-0, 7=889/1-4-0 PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% BRACING - TOP CHORD . Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Max Harz 9= 71(LC 13) Max Uplift 9=-502(LC 8); 7=-502(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or leis except when shown. TOP CHORD 1-2=-582/294, 2-3=-741/628, 3-4— 563/510, 4-5=-741/628, 5-6=-582/294 BOT CHORD 1-9=-311/584, 8-9= 311/584, 7-8=-311/584, 6-7L-311/584 WEBS 2-9— 561/791, 5-7= 561/791 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 1 b.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 alf areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 9 and 502 lb uplift at joint 7. 9 m N O T O Joaquin Velei PE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/O3/2015 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, seeANSVIPl1 Quality Crlleda, DSB$9 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda. T18881287 1760917 T201 Half Hip Girder 1 1 l Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:34 2019 Page 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-MwdyRBwFObeRC17bOCksMA4zTQBvT4c2UX3bfNyA_fF P-2.0 6-10-0 12-10.11 16-2-9 2-2-0 4-8-0 6.0-11 . 3-3-14 Scale = 1:27.0 4x6 = NAILED Special NAILED NAILED 3x4 = NAILED _ 2x4 II 3 - . 10 11 4 12 5 g 1 Special NAILtU 3x4 = NAILtU 3x4 = NAILtU NAILtU 6x8 = 2x4 11 1-10-0 LOADING (psf) SPACING- 2-0-0 1 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 TCDL 15.0 Lumber DOL 1.33 BC 0.88 BCLL 0.0 ' Rep Stress Incr NO I WB 0.47 BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP M 31 *Except* 3-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except* 6-7: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1009/Mechanical, 9=1161/0-8-0 'I Max Horz 9=229(LC 8) Max Uplift 6=-880(LC 5), 9=-921(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-947/837, 2-3=-1202/1094, 3-4=-977/906 BOT CHORD 1-9=-842/97418-9=-1013/974, 6-8=-858/920 WEBS 2-9= 809/685, 4-8=-110/261, 4-6=-1230/1162 DEFL, in (loc) Vdefl Ud Vert(LL) 0.25 6-8 >670 240 Vert(CT) -0.27 6-8 >625 180 Horz(CT) -0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. NOTES- 1 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left 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 880 lb uplift at joint 6 and 921 lb uplift at joint 9. 7) "NAILED" indicates 3-10d (0.148"x3".) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 433 lb up at 6-10-0 on top chord, and 135 lb down and 98 lb up at 6-10-0,on bottom chord. The desigri/selection of such connection device(s) is the responsibility of others. ' I 9) In the LOAD CASE(S) section, loads applied to the face of the'truss are noted as front (F) or back (8). LOAD CASE(S) Standard l 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3=5=-90, 1-6=-20 Concentrated Loads (lb) Vert:3=-83(B) 4=-74(B) 10= 74(B) 11=-74(6) 12=-74(B) 13=31(B) 14- 13(B) 15- 13(B)16=-13(B) 17=-13(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 101031201.5 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based gnly 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 peisonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPit Quality Criteria, DSB-89 and Ill Bullding Component 6904 Parke East Blvd. Safety Inforrnatlonavailable from Truss Plate Institute, 218 N. Lee Street,; Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job r Truss Truss Type Qty Ply Miranda T18881288 1760917 T202 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Dec 11 16:05:35 2019 rage 1 1 ID:4P4g?4zMyoYgcCcw94LZVNzz409-g7BKeXxt9vmlgSinawF5vNc6wgalCaZCIBo8BpyA_fE 2-2-0 5-2-4 8-10-0 16-2-8 2-2-0 3-0-4 3-7-12 7-4-8 I 3x6 11 5x8 Scale = 1:27.0 4x6 11 1-10.0 2- 8-10-0 16-2-8 1-10.0 -4- 6.8-0 7-4-8 Plate Offsets (X,Y)-- [4:0-4-8,0-2-01, [5:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip, DOL 1.33 TC . 0.95 Vert(LL). -0.10 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(CT) -0.22 6-8 >758 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.14 6-8 >999 240 Weight: 79lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 4-5: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 I REACTIONS. (lb/size) 6=746/Mechanical, 9=1021/0-8-0 Max Horz 9=293(LC 12) Max Uplift 6=-426(LC 9), 9=-521(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or� less except when shown. TOP CHORD 1-2=-583/239, 2-3=-819/652, 3-4=-789/660, 5-6=-317/380, BOT CHORD 1-9=-283/605, 8-9=-757/609, 6-8=-756/723 WEBS 4-6=-743l781, 2-9=-789/1000 j NOTES- 1,) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown;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 10.6 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 426 lb uplift at joint 6 and 521 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 336.10 Date: December 12,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MX7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based onlyupon 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, seeANSLMII Quality Criteria, DSB-69.and SCSI Building Component 6904 Parke East Blvd. Safety Infomtatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Miranda T18881289 176091.7 T203 Half Hip' 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019:MiTek Industries, Inc. Wed Dec 11 16:05:36 2019 Page 1 I D:4P4g?.4zM.yoYgcCcw94LZVNzz409-IJIirtxVwCu8RcHz7dnKRb9GnEvixyTLxrYijGy"D 9_9_n d_i i:n 1n_1 n_n :.1 R_9_R 2-2-0 2-9-0 5-11.0 5-4-8 5x8 = Scale = 1:29.5 2x4 11 4 5. Lj 5.00 12 2x4 3 3x6 I I I 2 i v�1 d r 3x4 s 8 7. . 6 9 I 3x4 = 3x6 = 6x8 = 3x6 11 1-10-0 -2- 8-3-15 16-2-8 1.16.0 4- 6-1-15 7-10-10 Plate Offsets (X,Y)-- [4:0-4-0,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) , I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 1.00 Vert(LL) -0.1,1 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73. Vert(CT) -0.27 6-8 >609 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.17 6-8 >972 240 Weight:81 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=746/Mechanical, 9=1021/0-8-0 Max Harz 9=357(LC 12) . Max Uplift 6=-418(LC 9), 9= 493(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-9 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or Less except when shown. TOP CHORD 1-2=-667/343, 2-3=-898/730, 3-4=-728/533' BOT CHORD 1-9=-387/692, 8-9=-965/721, 6-8=-629/536 WEBS 2=9=-772/934, 3-8=-166/362, 4-8=-71/280, 4-6=-678/813 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=32ft; Cat. 11; Exp'D; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; 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 20.0psf on tie 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 418'lb uplift at joint 6 and 493 lb uplift at joint 9. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 14I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is base6 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 building design. Bracing Indicated Is to buckling of individual of design parameters and properly incorporate this design Into the overall 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 Safety Inlonnatlonavailable from Truss Plate Institute; 218 N. Lee Street, systems, seeANSVTPII Quality Cdtorlo, DS949.and BCSI Building Component Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL :33610 Job r Truss Truss Type Qty Ply Miranda I .T18881290 1760917 VO4 Valley .I 7 7 I. Job Reference (optional) lsuuaers r-Irs1 source, mans uny, t-L - 3zbbb, t324u s uuI 14 zui a mi I eK Inausines, mc. wed uec i i 1 b:ub:13 zul a rage 1 IBx4P4g?4zMyoYgcCcw94lZVNzz409-j RUhcW gCaZuNlc5ovx?ROBpdBgm6gcoS5?9W cyA_ee 1-10.8 2-1-8 4-0-0 1-10-8 0-3-0 1-10-6 Scale = 1:7.5 5.00 12 2 II a 0 0 0 4.0-0 2x4 3 a 19 0 Plate Offsets (X,Y)-- (2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a ' BCDL 10.0 Code FBC2017[TP12014 Matrix-P Weight: 10lb FT=20% LUMBER- — — � - BRACING- - — -- -- -- _ — TOP CHORD 2x4 SP No.2 ! TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=137/3-10-13, 3=137/3-10-13 Max Horz 1=-14(LC 13) Max Uplift 1=-68(LC 12), 3=-68(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-166/264, 2-3=-166/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and.C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions.shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live,load nonconcurrent with any other live loads. . 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing iplate capable of withstanding 68 lb uplift at joint 1 and 68 lb uplift at joint 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904. Parke East Blvd. Tampa FL 33610 Date; December 12,2019 0 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual! truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTsk' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Infonnationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION ro -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 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION -Indicated by -symbol -shown and/or - by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports), occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, j -Installing & Bracing of Metal Plate Connected Wood Trusses, 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted; moisture content of lumber . shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses. are-designed-for--wind-loads-in the -plane of -the-- ---specified.=- - -.-- -- - - -- — - — - -- -- truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ff. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling Is installed, unless otherwise noted. established by others. © 2012 MiTekO All Rights Reserved sa MiTek� MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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.