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Lumber designValues are in accordance with ANSI/TPI 1 section 6.3 �,'4j - ss designs rely on lumber values established by others. \ MiTek � ��� C� RE: M11420 - MANOR Site Information: Customer Info: WYNNE DEVELOPMENT P Lot/Block: St. Address: UNKNOWN City: ST LUCIE COUNTY St Name Address and License # of Structural Name: Address: City: General Truss Engineering Criteria & Des! Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf This package includes 15 individual, dated With my seal affixed to this sheet, I hereby I conforms to 61G15-31.003, section 5 of the No. Seal# Truss Name I Date 11 1 T13944718 J A 1 5/3/18 2 IT13944719JAl _ 5/3/18 13 I T13944720 I A2 1 5/3/18 1 4 T13944721 A3 5/3/18 5 T13944722 A4 5/3/18 6 T13944723 A5 5/3/18 7 T13944724 A6 5/3/18 18 1 T13944725 1 A7 1 5/3/18 19 1 T13944726 1 BHA 1 5/3/18 110 1 T1 3944727 1 GRB 1 5/3118 1 Ill I T13944728 J J 1 1 5/3/18 12 T13944729 J J3 5/3/18 f 113 I T13944730 I J5 1 5/3/18 114 I T13944731 I J7 5/3/18 115 1 T13944732 1 KJ7 1 5/3/18 1 MiTek USA, Inc. 6904 Parke East Blvd. Name: M11420 Model: Tampa, FL33610-4115 FL ngineer of Record, If there is one, for the building. License #: State: Loads (individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.1 Wind Speed: 165 mph Floor Load: N/A psf Design Drawings and 0 Additional Drawings. that I am the Truss Design Engineer and this index sheet a Board of Professional Engineers Rules. C®NTRAC` nR ®PY The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. N 9380 �... STATE OF :�1JJ Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 Albani, Thomas 1 of 1 Job Truss Truss Type City Ply MANOR T13944718 M11420 A Common f 1 1 Job Reference (optional) 'Chambers Truss, Inc., Fort Pierce, FL S.130 s Mar 11 2018 MiTek Industries, Inc. Thu May 3 09:38:3B 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SxIBYjg3vB16gPdfQnbtOsyTf6dyFfaE3090Y2ZzKFIF r1-0-q 6-4-8 7.4.0 11.11-4 13.0-Q 17.6.0 23.0-12 28-7-8 35-0-0 36-0-Q 01-0 6-4.8 71- 4-7-4 0-1 4.6-0 5-6-12 5-6-12 6.4•B 1-0-0, �1 6 3x4 = 4.00 i 12 2x3 11 3x6 = 6x8 = 4x4 = 3x4 = 3x6 = 3x4 = Scale=1:59.3 3x4 = 1 'n 16 6 7.4.0 13-0-0 20.0-12 27-1-8 35-0-0 7-4-0 5-8-0 1 7.0.12 7-0-12 7-10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33, Vert(LL) -0.07 12-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.351 Vert(CT) -0.17 12-23 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.391 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I Wind(LL) 0.10 12-23 >999 240 Weight: 167 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-8-12 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-15 (ib) - Max Harz 2— 179(LC 10) Max Uplift All uplift 100 lb or less at joints) 17 except 2= 186(LC 12), 15=-906(LC 12), 10= 469(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=265(LC 21), 17=351(LC 21), 15=1555(LC 1), 10=733(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-370/724, 5-6=-264/718, 6-7=-438/407, 7-9= 1286/872, 9-10=-1478/967 BOT CHORD 12-14= 377/728, 10-12=-817/1378 WEBS 5-15_ 271/329, 6-15_ 1213/791, 6-14=-417/720, 7-14— 612/535i 7-12= 358/626, 9-12=-340/347, 3-15=-530/448 I NOTES- j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;i BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;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 pal 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except at=lb) 2=186,15=908,10=469. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE�� Design valid for use only with 101100 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a lnrss 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 wllh possible personal Injury and property damage. For general guidance regarding the fabrlaafion, storage, delivery, erection and bracing of tmsses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply MANOR T13944719 M11420 Al Common T 12 1 Job Reference (optional) -unamoers i russ, inc., ron fierce, rL 1r ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-w7sZl3rhgS9zlZCr_UPfP90kn1 B40zuDFpm5bOzKFIE r-0-q 8-4-0 11-11.4 12-11.0 17-6.0 22-1-0 213-0.12 26-8.0 35-0.0 6 - 11 0-0 8-4-0 3.7-4 0-11-12 4-7-0 4-7-0 0- N 3-7-4 8-4.0 1-0-0 Scale =1:59.5 m1 2 6 W = 24 3x6 3x4 % 4 3 --to 17 2x3 11 4.00 Fi2 4x5 = 6 2x3 II 25 I26 5 2\8 2x3 II 16 15 30 31 14 13 4x6 = UG = 3x3x8 = 8 = 22.1-0 3x6 Zi- 8 3x4 ;'It_ 9 29 10 11 u' 10 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.31 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.761 Vert(CT) -0.65 14-15 >645 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.35 14-15 >999 240 Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 i REACTIONS. (Ib/size) 2=1424/0-8-0, 10=1424/0-8-0 Max Horz 2=179(LC 11) Max Uplift 2=-868(LC 12), 10=-868(LC 12) FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3481/2332, 3-5— 2887/2019, 5-6=-2886/2123, 6-7=-2886/2123, 7-9=-2887/2019, 9-10=-3481/2332 BOT CHORD 2-17=-2074/3261, 15-17=-2074/3261, 14-15=-1280/2118, 12-14=-2089/3261. 10-12— 2089/3261 WEBS 7-14=-253/310, 5-15=-253/310, 6-15= 644/985, 6-14=-644/985, 3-15= 677/504, 9-14=-677/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (37second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;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 nonconcurrerit 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=868,10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 15-0-0, and 75lb down and 70 lb up at 20-0-0 on top 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=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11= 54, 18-21= 20 Concentrated Loads (lb) Vert: 26= 75(F) 27=-75(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 8904 Parke East Blvd. Tampa FL 33610 Date; May 3,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mlr-7473 rev. 1010312015 BEFORE USE.• Design valid for use only with MiTek6 connectors. This design Is bused only upon parameters shown, and Is for an Individual building component, not a taus system. Before rue• the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Indvivdduc l Iruss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of Busses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component VA Tampa, FL 33610 Safety Information available horn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. 22314. b Truss Truss Type Oty Ply MANOR T13944720 11420 M A2 Roof Special ' 8 1 -- Job Reference (optional) .. 1..., r— nen.. o nn.oa•nn 9niG Dino 1 Chambers Truss, Inc., Fort Pierce, FL ii 3x12 : 2.00 12 o. I Qv J Ivlol I I GV Iv Ivll 1 cn 111u US.i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-OJQxzPsJQI 21-4-8 27.9.6 4.00 FIT 4x5 = 7-2-10 Scale = 1:60.4 5x8 = 2x3 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.57 15 >743 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 15-16 >401 240 MT18HS 244/190 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr Code FBC2017/TPI2014 YES WB 0.87 Matrix -MS I Horz(CT) 0.41 Wind(LL) 0.78 10 n/a n/a 15 >536 240 Weight: 166lb FT=20% LUMBER- T BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=179(LC 11) Max Uplift 2— 825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5765/3660, 3-5=-5280/3401, 5-6=-2375/1651, 6-7= 2355/1670, 7-9— 2572/1756, 9-10= 3356/2175 BOT CHORD 2-16=-3383/5481, 15-16=-3391/5492, 14-15=-2990/4930, 13-14=-1454/2426, 12-13_ 195213150,10-12=-1952/3150 WEBS 3-15=-517/342, 5-15= 1066/1889, 5-14=-2958/1935, 6-14= 749/1199, 7-14— 370/282, 9-13=-825/574, 9-12=0/299 ' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;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.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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825,10=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart $634 8904 Parke East Blvd. Tampa Fl. 33610 Date: May 3,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. � Design valid for use only with MlleW connoclors. INs design is based only upon parareters 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 p� bUlding design. Bracing Indicaled Is to prevent txickling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'M!Telc is always required for stability and to prevent collapse with possible personal Injury and propetly datnage. For general guidance regarding the fabdcallon, storage, delivery, erection and bracing o1 trusses and truss systems. seeANSI/rPl1 ;Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria. -VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MANOR T13944721 M11420 A3 Hip 1 1 Job Reference optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s hiiai i i zu i a ivu i en muubu rob, mu. i nu may o ua.Y r <w 10 Faye ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-sW_JAltxB3PhXsLE6vS7Ua571ggOsrJVi6FCfuzKFIC 1-0-11-0-4 it-7.15 17-0.0 8-0- 2i-4-8 27.9.6 35.0-0 6-0- 0- 6.3-14 4-8-G 0-7-11 5-4-1 0- 3-4-8 6-414 7-2.10 0-0 ri 6 4 On i 17 I 4x5 = — .. axe ; 14 13 3x4 zz 5x8 = 2x3 II 3x6 3x12 2.00 F12 Scale=1:62.6 2 lu LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.561 Vert(LL) -0.56 17 >745 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.961 Verl(CT) -1.06 16-17 >396 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.81 , Horz(CT) 0.41 ti rda n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS I Wind(LL)` 0.78 --17 >538 240 Weight: 173lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purfins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2= 175(LC 10) Max Uplift 2_ 825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5767/3803, 3-5= 5289/3602, 5-6=-2421/1761, 6-7=-2262/1731, 7-8=-2401/1785, 8-10=-2569/1849, 10-11_ 3358/2259 BOT CHORD 2-18=-35313/5482, 17-18=-3549/5498, 16-17=-3194/4939, 15-16=-1324/2238, 14-15=-1546/2427, 13-14=-2045/3152, 11-13=-2045/3152 WEBS 3-17=-508/336, 5-17=-1141/190B, 5-16=-2938/2044, 6-16=-365/618, 7-15= 499/604, 8-15— 335/287, 10-14= 827/576, 10-13=0/300 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=o.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exterfor(2) 17-0-0 to 18-0-0, Interior(1) 22-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825,11=825. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valld for use only with IvillekO connectars. This design Is based only upon parameters shown, and is for an Individual building component, not a hiss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporafe this design Into 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 wifh 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 Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, suite 312. Alexandda.,VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply MANOR T13944722 M11420 A4 Hip 1 1 Job Reference o tionai) GnamDers I russ, Inc., t-oti Nlefce, F-L b.13U s mar 11 zul a MI I eK mausirieS, Inc. I nu may J uu:3a:4z zul a rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-KiYiN5tZyNXY90wQfdzMOoeGIEBebJifxm_mBKzKF1B 1-0- 7-11-14 11-0.4 0 20.0-0 21-4.8 27-9-6 35-0-0 6.0• 1-0- 7-11.14 3-0-G Al3 1-12 5-0.0 1-4-8 G-4-14 7-2.10 0- Scale = 1:62.6 4.00 12 = 48 = ' 2x3 11 Ix5 G 7 8 4x6 5x8 MT18HS 5 3x4 % 25 i 26 5x8 3 4 9 n I I J' r- - 16 217 10 �1 / !~ 7x8 MT18HS = o — 2x3 I 4x8 = 14 — o 2x3 II 13 12 5x8 = 2x3 11 3x6 = 3x12 = 2.00 12 6-0-0 7-11-14 11.0-4 15.0-0 20-0-0 21.4.8 27.9.6 35-0-0 6-0-0 1-11-14 3-0-G 3-ti-12 5-0-0 1-4-8 6.4-14 7-2-10 Plate Offsets (X,Y)-- [2:0-1-15,Edge], f3:0-4-0,Edge1, f7:0-5-4,0-2-01, f9:0-4-0,03-01, fl0:0-0-2,Edge), f13:0-2-4,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67� Vert(LL) -0.51 16 >818 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.95 16 >442 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.741 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS 1 I Wind(LL) 0.70 16 >597 240 Weight: 166lb FT=20% i LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-8-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15 REACTIONS. (lb/size) 2=134910-6-0, 10=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5727/4026, 4-5=-5210/3802, 5-6-2939/2239, 6-7-2792/2190, 7-8= 2470/1993, 5-9-2542/1930, 9-10— 3354/2403 BOT CHORD 2-17=-3740/5444, 16-17=-3747/5447, 15-16=-3340/4846, 14-15=-1599/2391, 13-14=-1624/2401, 12-13-2182/3130, 10-12— 2182/3147 1 WEBS 4-16=-539/357, 6-15=-424/680, 7-15-422/697, 9-13-861/647, 9-12=0/306, 5-16=-1279/1924, 5-15= 2430/1787 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;',BCDL=3.0psf; h=15ft; B--15ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 20-0-0, Interior(1) 24-11-6 to 36-0-0 zone;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 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 10=825. ' Thomas A. Alban! PE No.39360 MITO USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 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 Mliekar connectors. This design Is based only upon paramelers shown, and Is for an individual building component• not a Vrrss system. Before use, the bu Ilding 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 -Mek Is always requlred for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication. storage, delivery, erecllon and bracing o1 trusses and truss systems, seeANSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Instiluie, 218 N. Lee Street, Suite 3'12. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply MANOR T13944723 M11420 A5 Hip i 1 L — --_ Job Reference Loptional unamoers I Fuss, Inc., r-UFr Merce, rL 6.13U s Mar 11 2U18 MI I eK Industries, Inc. I hU May 3 09:38:43 2018 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ou64bRuBjgfPnAVdDKUbZ?ASJeW bKneoAOkJknzKFIA ,1•0•0 6-11-14 11-0-4 13-0-0 17-s-0 22-0.0 27•9•6 35.0.0 �s-o-o 1-0- G•11-14 4.0.6 1.V12 4--6 4-G-0 5.9-G 7.2-10 -0- Scale = 1:G1.5 6 LOADING (psf) SPACING- 2-0.0 CSI. I DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.52 14-15 >813 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.911 Vert(CT) -0.96 14-15 >438 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.70, Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS , Wind(LL) 0.71 14-15 >588 240 Weight: 163lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2= 136(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5766/4136, 3-4=-5219/3848, 4-5— 3738/2794, 5-6=-3580/2701, 6-7= 2472/1983, 7-8=-2580/1976, 8-9= 3350/2455 1 BOT CHORD 2-15=-3854/5481, 14-15— 3864/5491, 13-14=-3392/4858, 12-131I-2113/3091, 11 -1 2=-2233/3144, 9-11=-2233/3144 WEBS 5-13=-727/1023, 6-13= 373/694, 6-12— B89/704, 7-12=-345/556,I8-12=-810/649, 8-11=0/284, 4-14=-1284/1813, 4-13=-1981/1559, 3-1 . 538/37 I I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, iBCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterfor(2) 13-0-0 to 26-11-6, Interior(l) 26-11-6 to 36-0-0 zone;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 nonconcLlrrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 9=825. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 101012015 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 tRINS system. Before use, the building designer must verity the oppticabaity, 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 n� t l e�° 0YAT Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabticatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crlteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss uss Type Oty Ply MANOR T13944724 M11420 A6 p �Hri 1 1 Job Reference (optional) unamoers I rllss, Inc., r-ort rieice, rL 11.0.0 5-11-14 , Sx8 MT18HS = 'i2Sv1 HDXFw7Ve3KX-G4fSonvgU_nGOK4pn2?c 5-2.4 2-7-8 ' 2x3 11 3x5 = 5x6 = Scale = 1:61.5 2X3 II 4X8 = 13 lz II Sx8 MT18HS = 3x4 = 2x3 11 4x10 = 2.00 12 i 3x6 = �I 5-11-14 LOADING (psf) SPACING- 2-0-0 CSi. I DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.62 15 >682 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.14 14-15 >368 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 I Horz(CT) 0.40 9 n/a n(a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.86 15 >491 240 Weight: 162lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=117(LC 11) Max Uplift 2— 825(LC 12), 9= 825(LC 12) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 5783/4248, 3-4=-5245/3841, 4-5=-4059/3075, 5-6= 4059/3075, 6-7= 2792/2215, 7-8=-2957/2251,8-9=-3381/2531 1 BOT CHORD 2-16=-3967/5498, 15-16— 3982/5514, 14-15=-3489/5042, 13-14--1954/2821, 12-13_ 1940/2792, 11-12=2319/3179, 9-11=-2319/3179 1 WEBS 3-15= 535/494, 4-14=-1038/741, 5-14=-411/420, 6-14=-1056/1510, 6-13= 637/537, 7-12=-318/512, 8-12= 484/418, 4-15=-1254/1884 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; ,BCDL=3.Opsf; h=15ft; B=45111; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 11-0-0, Exterior(2) 11-0-0 to 29-1-2, Interior(1) 29-1-2 to 36-0-0 zone;C-C for members and forces & MWFRSItor 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSUfP( 1 angle to grain formula Building designer should Verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) 2=825, 9=825. Thomas A. Albani PE No.39380 MJTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITekD connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building desloner must verity the appllrab➢Ity 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 chordirnembers only. Additional temporary and permanent bracing LPL l� MITek' B always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSi/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MANOR T13944725 M11420 L A7 Hip 1 1 Job Reference Lptional) GnamoerS I cuss, Inc., rot[ rlerce, rL 4-11-14 9-0.0 Sxl2 MT1 BHS = 2x3 11 4 5 2x3 11 3x12 : 2.00 12 9-0-0 7x10 MT18HS = ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-IHDgO6wSFIv70Uf?LIW3eQGmNRAoodP5dkDQofzKF18 21-4-8 26-0-0 29.6.0 35.0-0 5-2-? 4.7-8 3-6-0 5.6.0 6x8 = 5x6 WB= 6 7 1 44 = 14 5x8 = 13 3x4 = Scale = 1:61.4 45 = LOADING (PSI) SPACING- 2-0-0 CS1. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.77 15-16 >542 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99: Vert(CT) -1.44 15-16 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.48 11 n/a n/a BCDL 10.0 Code FBC2017/fP12014_ Matrix -MS I Wind(LL) 1.0715-16 >392 240 Weight: 158lb FT=20% I LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 11=1349/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2— 825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5659/4099, 3-4=-5612/4174, 4-5— 7315/5343, 5-6=-7315/51343, 6-8=-5252/3684, 8-9=-3582/2744, 9-10=-3067/2304, 10-11=-3401/2620 BOT CHORD 2-18=-3B20/5373, 17-18=-3849/5401, 16-17=-3833/5392, 15-16= 3702/5327, 14-15=-2509/3593, 13-14= 2003/2890, 11-13_ 2402/3206 WEBS 6-16= 1506/2128, 6-15=-8531/05, 8-15=-1276/1854, 8-14=-975/807, 9-14=-687/920, 9-13=-150/380, 10-13=-370/449, 4-16=-1721/2449 1 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLs4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 11=825. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IMTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Irtzs system. Before use. the building designer must verity the applicability of deslgn 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 cord to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and Inrss systems, seeANSI/TPI1:Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR T13944726 M11420 BHA Common Girder 1 1 Job Reference (optional) ' Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I,ek Industries, Inc. Thu May 8 09:38:47 201 is rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-hfLbRoxinv9gFnpOSAZXjTL5jFz7GbjO52iWtYzKFl6 13.0-a 3.6.0 23-6.0 25.10-2 �•11..00..00 7 44--1111.-1133 i0 213,31515-6.0 17-6 6'0 2-0L03 �-Vg -vp 2&0-I ' -3 2-1-14 042 49.15 2.0-0 2-420 93003 0tt6 0o-0.0 1-0-0 0-2-1 Scale = 1:62.6 44 _ TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED 4.00 12 PURLINS AS SPECIFIED. NAILED 6x6 -� NAILED 3x6 = Special NAILED LOADING (psi) SPACING- 2-0-0 CSI. I DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.13 28-30 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.28 28-30 >951 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.04 26 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSI Wind(LL) 0.19 28-30 >999 240 Weight 216lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 2 Rows at 113 pts 12-24 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. I WEBS 1 Row at midpt 14-32 i JOINTS 1 Brace at Jt(s): 8, 16, 18, 20, 23,12 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 179(LC 6) i Max Uplift All uplift 100 lb or less at joint(s) except 2= 254(LC 25), 32=-1008(LC 8), 26-770(LC 8), 34=-350(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=256(LC 13), 32=1990(LC 1), 26=1259(LC 1), 34=569(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-4391190, 4-6— 409/211, 6-9=-405/246, 9-11=-426/307, 11-13=403/328, 24-25=-3095/1766, 25-26=-3188/1833, 3-5= 151/602, 5-7=-151/602, 7-8= 151/602, 8-10=-738/1719, 10-12=-738/1719, 12-14= 738/1719, 14-15=-1839/1122, 15-17=-1839/1122,17-19=-1839/1122,19-21=-2539/1572,21-22=-2539/1572, 22-24— 2539/1572, 2-3=-204/444, 13-16=-400/327, 16-18— 423/306, 18-20= 400/245, 20-23— 405/209, 23-24= 437/188 BOT CHORD 2-34=-355/254, 32-34— 1345/766, 31-32— 170/611, 30-31= 170/611, 28-30= 1094/2213, 26-28=-1650/3001 WEBS a-34_ 633/1205, 8-32=-741/526, 14-32=-2211/1058, 14-31=-11/352, 14-30=-1045/l811, = 19-30560/476, 19-28=-486/816, 24-28= 78/443, 3-34_ 740/570 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord ini all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 2, 1008 lb uplift at joint 32, 770 lb uplift at joint 26 and 350 lb uplift at joint 34. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. n 6 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 10103,2015 BEFORE USE. Design valid tot use only with MITek8 connectors. This design Is based only upon parameters shown, and is for an Individual Wilding component not � a taus system. Before use. the building designer must verity the applicabaily 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 MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Padie East Blvd, fabrication, storage, delivery, erection and bracing of trusses and truss systems, secANSI/TPf 1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MANOR T13944726 BHA Common Girder 1 1 LM1,420 Job Reference (optional) n40" M, I,.Ancrriec Inn Thn fill. Rna•AN•d79Mff Pane9 Chambers Truss, Inc., fort I-lerce, fL �- - - --- -- ID:_kiiGCA6bx7j2Sy1 HDXFw7ye3KX-hfLbRoxinvggFnpOSAZXjrL5jFz7GbjO52iWtYZKF16 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 lb down and 331 lb up at 7-0-0, and 258 lb down and 331 lb up at 27-11-4 on top chord, and 386 lb down and 247 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 3-13= 54, 24-27=-54, 35-38=-20, 1-3=-54, 13-24=-54 Concentrated Loads (lb) Vert: 30=-63(F) 28=-386(F) 41=-161(F) 42=-63(F) 43= 63(F) 44— 6 i (F) 45=-63(F) 46=-63(F) 47=-63(F) 48= 63(F) 49=-63(F) 50= 161(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate 8%design Into the overall p� building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTel• is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR T13944727 M11420 GRB HIP GIRDER 1 1 , Job Reference (optional) L:namDers l fuss, Inc., roil rleace, rl. ...-..._ I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-d2TLrUzyJW PYV5zmabb?oGQQd3a?kQOhYMBdxQzKFl4 ri0-0 3-10-14 13-8-0 i6.6-11 17.6-Q 21-4-0 22-110 28-0-0 31-1-2 35-0-0 $6-0-Q 1 -_-10 3-10.14 3.1-2 6-8-0 2.10.11 11-0 3-1 0�1-5.0 5 3-1-2 3-10-14 1-0 0 Special I NAILED NAILED 4.00 [12 4r.8 3x10 _ NAILED NAILED 4 26 27 28629 30 3x4 nn - n na 1an 3 1 2 O �- 19 18 37 38 17 39 16 40 3x5 = 2x3 11 3x4 = NAILED 4x6 = 3x4 = Special NAILED NAILED NAILED Scale = 1:60.3 NAILED NAILED NAILED NAILED Special 5x8 WB= 3x5 II NAILED NAILED Sx8 31 6 32 733 34 35 36 8 — --� 3x4 9 n 10 11 `� —I11 f _ - - - _ fo 41 42 43 i5 44 14 45 46 13 12 NAILED NAILED Gx10 = 3xG = NAILED 3x4 = 2X3 11 3x4 = Special NAILED NAILED NAILED 28.0-0 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.89 Vert(LL) 0.37 16-18 >695 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.38 16-18 >669 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166 lb FT = 20% LUMBER- ^^ BRACING- TOPCHORD 2x4 SP M 30 'Except` TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-15, 8-15 WEBS 2x4 SP No.3 `Except" 5-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1337/0-8-0, 15=3722/0-8-0, 10=52210.8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-1178(LC 8), 15=-2731(LC 8), 10= 311(LC 8) Max Grav 2=1343(LC 17), 15=3722(LC 1), 10=534(LC 18) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3456/2833, 3-4= 3294/2597, 4-5=-2702/2220, 5-7= 1387/1691, 7-8=-1387/1891, B-9— 007/281, 9-10— 10901466 BOT CHORD 2-19= 2609/3254, 18-19=-2609/3254, 16-18= 2365/3160, 15-16=-2058/2702, 13-15=-180/T72, 12-13=-365/1014, 10-12=-365/1014 WEBS 3-18=-282/498, 4-18= 432/694, 4-16= 505/327, 5-16=-321/736, 5-15— 4770/3775, 7-15— 946/855, 8-15=-2737/1803, 8-13=-237/686, 9-13— 386/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.20sf; BCDL=3.Opsf; h=15ft B=45tt; L=351t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord:in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1178 lb uplift at joint 2, 2731 lb uplift at joint 15 and 311 lb uplift at joint 10. 7) "NAILED" indicates 3-1 Od (0.148'V") 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) 208 lb down and 319 lb up at 7-0-0, and 208 lb down and 319 lb up at 28-0-0 on top chord, and 386 lb down and 166 lb up at 7-0-0, and 386 lb down and 247 lb up at 27-11-4 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). Thomas A. Alban! PE No.38380 6634 LOADCASE(S) Standard 690ekUSA,Inc. Blvd. tmpa 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date Parke East Blvd. Tampa FL 33610 Data: May 3,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTekG connectors. This design is based only upon prametem shown. and Is for an Individual bullding component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design inlo 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 Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ob Truss Truss Type Oty Ply MANOR T139447e A11420 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu May 3 09:38:49 2018 Page f „ovv .10T1 d rvv.nntDV%tA7 ,anh9nrnnd3a9kODhYMBdxOzKFl4 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 8-11= 54, 20-23=-20 Concentrated Loads (Ib) Veit:4=-161(B)6=-116(B) 8=-161(B) 18=-386(B) 13=-3B6(B) 26— 116(B) 27=-116(B) 28= 116(B) 30=-116(B) 31=-116(B) 32=-116(B) 34=-116(B) 35_ 116(B) 36=-116(B) 37=-63(B) 38=-63(B) 39= 63(B)40=-63(B) 41=-63(B)42=-63(6)43=-63(B)44— 63(B)45=-63(B) 46=-63(B) I A WARNING - verily design parameters and READ NOTES ON TMS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITekF) connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a tmss system. Before use. the building designer must verify file applicability of design parameters and properly Incorporate this design Into the overall �'���, istalwlayys req ul ed for Bracing and to prevent collapsdicaled Is to preveril e possible ipers personal Inb iy andand/or prorrperly damage. rd members F r general guidional ance regardiy and ng he 1ent tracing fabrication, storage, delivery, erecllon and tracing of trusses and truss systems, seeANSI/rPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Pick Institute, 218 N. Lee Street, Suite 312. Alexandtlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR T13944728 M71420 J1 Jack -Open 8 1 Job Reference o tional) }Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Thu May 3 09:38:50 2018 Page 1 n r_w..�me„4unVM.17—'aWY.FF11gn n4nXPRFX771RELU71RS7DT5EQnowBUtzKFl3 -1-0-0 1-0.0 1.0-0 1-0-0 3x4 = E LOADING (ps1) SPACING- 2-0-0 CSI. I 0.18' I DEFL. Vert(LL) in -0.00 (loc) 5 Well >999 Ud 360 TCLL 20.0 Plate Grip DOL Lumber DOL 1.25 1.25 TC BC 0.02 ' Vert(CT) -0.00 5 >999 240 TCDL BCLL 7.0 0.0 Rep Stress Incr YES WB 0.0011 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017lrPI2014 Matrix -MP I Wind(LL) -0.00 5 >999 240 Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 I TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2--18(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when 'shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) 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 1 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 4 lb uplift at joint 3 and 140 lb uplift at joint 2. Thomas A. Aibani PE No,39360 Welk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,20115 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE � EX-sign valid for use only with Milekw connectors. Ttds design Is based only upon parameters shown, and is tot 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 cverallOYE01��, building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing t is always required for stability and to prevent collapse with possible personal lrqury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of lfusses and truss systems, seeANS1/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandri6, VA 22314. Job Truss Truss Type Oty Ply MANOR T13944729 M11420 J3 Jack -Open 6 1 Job Reference optional) _ __ .. ...:..' �—<•._,. __._ Chambers Truss, Inc., Fort Pierce, FL c.i sa s rover i r ze ro ivu i en inuuSLI—, 11- i "U IV„y I ` -' ' "a` ' ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-5E1j3q_a4gXP6FXz716ELUzlOS5dT5EgnOwBUtzKFl3 -1-0-0 3-0-0 1-0-0 3-0-0 30 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC OAS Verl(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 1 BC 0.18 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical Max Horz 2=85(LC 12) Max Uplift 3� 54(LC 12), 2— 146(LC 12), 4=-4(LC 12) Max Grav 3=63(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L--24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-0-01to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;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 five 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 54 lb uplift at joint 3, 146 lb uplift at joint 2 and 4 lb uplift at joint 4. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE �e Design valid for use only wish MITekO connectors. This design Is baswd only upon parareters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design paramelers and properly Incorporate Ihis design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing T is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the faMcaflon, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI, Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute. 218 N. Lee Streei, Sulle 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply MANOR T13944730 M11420 J5 Jack -Open I 8 1 Job Reference optional 8 130 s Mar 11 2018 MIek Industries Inc Thu May 3 09:38:51 2018 Page 1 Chambers Truss, Inc., Fort Pierce, FL ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ZRa5GA_DrBfGkP69hOdTuhVnrsIKCYT_OggkOJzKFi2 1.0-0 5.0-0 1.0-0 5.0-0 Scale = 1:12.7 3x4 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71, Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.06 4-7 >977 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Matrix -MP Horz(CT) Wlnd(LL) -0.00 0.07 3 4-7 n!a >904 n/a 240 Weight:l7lb FT=20°6 BCDL 10.0 Code FBC2017/TPI2014 LUMBER- BRACING - TOP CHORD 2x4 SP No-3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=114(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when, shown NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; 13=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0-18; MW FRS (directional) and C-C Exterior(2) -1-0-6 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;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 20.0psf on the bottom chord 1n 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 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL $3610 Date: May 3,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Is Design valid for use only with MITeW connectors. This design based only upon parameters shown, and Is for an Individual Wilding component, not a Iruss system. Before use, the brdtding designer must verity the applicability of design porumeteis and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Blvd. fabrication. storage, delivery. erection and bracing of trusses and truss syslem6904 Parke East s, socANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa. Parke 3ast Safety Information available from Truss Plate Institute. 2'18 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss ^' Truss Type MANOR T1394473 1 M11420 J7 Jack -Open Rrence o lional) kid t' I Th M 3 09.38.51 2018 Pa e 1 Chambers Truss, Inc., Fort Pierce, FL -1-0.0 3x4 = 8.130 s Mar 11 2018 W n us vies, nc. iI ay g ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZRa5GA_Dr8fGkP69hodTUhVrtSDECYT_OggkDJzKFl2 7-0-0 Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47; Vert(LL) -0.10 4-7 >857 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.991 Vert(CT) -0.21 4-7 >388 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.001 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.18 4-7 >469 240 Weight: 23lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=170/Mechanicai, 2=315/0-8-0, 4=83/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-156(LC 12), 2= 210(LC 12), 4=-9(LC 12) Max Grav 3=170(LC 1), 2=315(LC 1), 4=120(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; VUIt=165ITph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B—_45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reacfions 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 156 lb uplift at joint 3, 210 lb uplift at joint 2 and 9 lb uplift at joint 4. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 3,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev. 1010312015 BEFORE USE Design volld for use only wish MITeW connectors, This design is based only upon parameters shown, and is for an individual building component, not a buss syslem. Before use, the buiding designer must verify the applicability of design paromeleis and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual Huss 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, erectlon and bracing of trusses and inns systems, seeANSt/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Truss Type I Oty Diagonal Hip Girder 4 T13944732 Job FKJ7 11420 8.130 s Mar 11 2018 MITek Industries, Inc. Thu May 3 09:38:52 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1deUUW?rcRn7MYhLFjBiOv24WGkDxvr7EKPHYIzKFl1 3x4 = NAILED i NAILED NAILED SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud LOADING (psf) TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 I VerI(LL) 0.05 G 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.30 I Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Scale=1:21.2 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=1 21 /Mechanical, 2=501/0-10-15, 5=352/Mechanical Max Horz 2=160(LC 8) Max Uplift 4=-115(LC 8), 2=-365(LC 8), 5=-190(LC 8) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1067/585 BOT CHORD 2-7— 660/1026, 6-7=-660/1026 WEBS 3-7=-37/280, 3.6=-1073/690 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;lBCD L=3.opsf; h=15ft; B=45111; Lr24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 115 lb uplift at joint 4, 365 lb uplift at joint 2 and 190 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=-3(F-1, B=-1) 12-76(F— 38, B=-38) 13-7(F=-3, B-3) 14=-20(F-10, B-10) 15=-69(F=-34, B=-34) .ur to N m N N N N Thomas A. Albani PE No.39380 Wilk USA, Inc. FL Cott 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 3,201 ® WARNING -Verify 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 MITel(0) connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the apprlcatalily of design paromelers and properly incorporate this design Into the overall �a7® , building design. Bracing indicoled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for staLillly 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 IIUSS Systems, seeANSVTPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 offsets are ndirplate ated oint unless x, y Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I 0 O 2 U a_ O For 4 x 2 orientation, locate plates 0-'rra' from outside edge of truss, Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE ® required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. " Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. software or upon request. PRODUCT CODE APPROVALS PLATE SIZE [CC -ES Reports: The first dimension is the plate 4 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 X to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 fhe length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Trusses are designed for wind loads in the plane of the truss unless otherwise shown. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses, 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7, Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber 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 indicoted-are minimum plating requirements. - - 12, Lumber used shall be of the species and s¢e, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less. if no ceiling is installed, unless otherwise noted, established by others, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior © 2012 MiTek® All Rights Reserved approval of an engineer. MiTek 119 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 17. Install and load vertically unless indicated otherwise. 1 B. 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.