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HomeMy WebLinkAboutREVISION 10-19-18. . 3. CONTRACTOXINFORMATION: .. .. .. .. .. .. .. . . . . . . . . . . . . . . . ... .. .... .. STATE of FLREG./CERT. # :. - % . Co . . . . . . . . . . ST. LUCIE COUNTY CgRT.:#: .8898 . .... .. .... .. BUSINESS NAME, �ldh* or rp ation . . . . . . . . . . . QUALMERS NA il 11.11U -ADDItESS: - south vsTrw y kilte . . . . . . . . . w x ININZ 407', JL :.FortSt.:Luie 3495. CITY: - - ST 1p:. .... .. .... PHONE 6�jyTjME):-,'77­ 878:55M.- FAx: (772) $7877656 . . . . . . . . . . . . . . . . . . . . . . . . . . . . O".ER/BUILDERINFORMATION::_ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . .. W -fine.Bu lding�qorporition NAME': y ADDRESS: -8000- South US Hwy. 1 Suite-4041- c k . . . . . . . . 0w: - STATE zip -..34952 -w -PHONE: -072) 87875515 . . . . . . . . -.FAX: (772),87K77656.: - .. .. . . . . . . . . . . . . . .... .. .... .. .. . .. .... .. .. .... .. .... .5. .,ARCHITECT/ENGINEER..INFORMATICiN:.." .. . .... . .... .. ... .. .... . .... .. .... .BRA DEN & BRADEN. NAME: AI)DREss::: - :417: U0C QN UT'.AVh.- CITY:' ­'STVART---:` -STATE:'FL- .,-''ZIP:' 34996' PHONE (DAYTIME 258- (772)-2874 VAX�:, . . . . . . . . . . . . R&vised'07/2V2014 . ..... . . . . . . M:EV Ka . .. .... IS ON- . . . . . . . . . . . . . . . . . . . . . . . . M!Tek RE: M1 1420 MiTek USAO Inc. MANOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: I Project Customer: WYNNE DEVELOPMENT Project Name: M1 1420 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL Generalfruss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 pesign Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE'j Roof Load: 37.0 psf �loor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am tl�e Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T1 4978913 i 1 8/31/18 2 T1 4978914 13 8/31/18 3 TI 4978915 15 8/31/18 4 T1 4978916 7 8/31/18 5 T14978917 Vj7 8/31/18 6 T14978902 a 8/31/18 RECEIVED 7 T14978903 al 8/31/18 8 T14978904' a2 8/31/18 9 T14978905 a3 10 T14978906 a4 - 8/31/18 8/31/18 OCT 192'018 11 T14978907 a5 8/31/18 12 T14978908 a6 13 T14978909 a7 8/31/18 8/31/18 %T. Luele Getinty; Eg�Mitting 14 T14978910 b 8/31/18 15 T14978911 bha 8/31/18 16 T14978912 grb 8/31/18 lu 11 &--,1 FILE' f-C P�� � t-116:1713, 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 Engineers Name: Albani, Thomas My license renewal date for the state of Florida is February 2,8, 2019. Florida COA:6634 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 ANSIITPI 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 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 3 3 13 STATE F 4U Z. A *-.40IRk 0 0 N A I- % .0111111101 Thomas A. Albani PE No.39380 Mrlek USA, Inr. FIL Cart 6634 6904 Parke East Blvd. Tampa FIL 33610 August 31,2018 I of I Albani, Thomas Job Truss Truss Type Qty Piy MANOR T14978913 M 11420 it Jack -Open 8 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL s.1 3o s mar 11 2013 mt I ek industries, inc. Fri Aug 3i 08:27:2i 20i 8 Page i ID:-jdiGCA6bx7j2SylHDXFw7ye3KX-4sjt-U-lDt5jMkvw zlIQ8RPxh?LbBsk6Z2yt4yiO?4 -1-0-0 1-0-0 1-0-0 1-0-0 c 3x4 Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 1 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5 lb FT = 20% LUMBER- 'BRACING- TOPCHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc puffins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical,2=118/0-8-0,4=0/MechanicaI Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=10(LC 17),2=1 18(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5fl; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=O. 18; MWFRS (directional) 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 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an� 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. 1 Thomas A- Albani PE No.39380 MiTek USA, Inc. FL Gert 6634 8904 Parka, East Blvd. Tampa FL 33610 Date: August 31,2018 WARNING- Vorilydwignparameren and RE40AIOTES ON THIS AND INCLUDEDWEKREFERANCE PAGE Mll-7473 rev. 101012016 BEFORE USE Dedgn 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 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 WeV Is always required for stab4lity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrIcaflon. storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qualbly CAVedd, DSB-89 and BCS1 Buffdlng Component 6904 Parke East Blvd. Safety Intonnaffon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MANOR T14978914 M 11420 J3 Jack -Open 8 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8J 30 s Mar i i 20i 8 Mir i ek inuutimuts, mv. hi Auy a 1 06.41 -22 20 i 0 ragc' i ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-Y3HFBq?g—ADa—uU6YgpXyL—ae5J—Ke6tLDoVPXyiO?3 -1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 3x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 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 ri/a n/a BCDL 10.0 Code FBC2017,rrPI2014 Matrix -MP i Wind(LL) 0.01 4-7 >999 240 Weight: 11 lb FT = 20% LUIIVIBER- BRACING- TOPCHORD 2x4 SP No.3 ITOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCHORD 2x4 SIP No.3 BOTCHORD 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 Harz 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- I 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0PM,11=1­L, ­45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) -1-0-0 to 2-0-0, Inten'or(l) 2-0-Oto 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=11.60 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 2-0-0 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 PIE No.39380 ni ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 WARNING- Verify design parameters and READ NOTES ON THISANDINCLUDED MMEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MlTek*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 verily the applicability of design parameters and property Incorporate this design Info the overall Wilding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members 6nly. Addlffonal temporary and permanent bracing WeV Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANS&?P11 Qualify Cffl�dd, DSO-69 and RCSI SuffdIng Component 6904 Parke East Blvd. Safety Informofforn3vallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply MANOR T14978915 M1 1420 J5 Jack -Open 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -1-0-0 3x4 = 8.130s mar 11 2015 Ml I eKinaustries, Inc. i--ri Aug U1 Ut5:21:23ZU11:5 Page 1 ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-OFqdPgOIIULRb23J5OKmVZWc5VXh35M1 atx3xzyiO?2 5-0-0 6-0-0 5-0-0 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well 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 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Wind(LQ 0.07 4-7 >904 240 Weight: 17 lb FT = 20% LIUMBER- 6RACING- TOPCHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 3=114/Mechanical,2=242/0-8-0,4=63/MechanicaI Max Harz 2=1 23(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4�9(1_13 12) Max Grav 3=1 14(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. Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2-0-0, Interion(l) 2-0-Oto 4-11-4 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 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 wl�iere 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. 1 Thomas A- Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: August 31,2018 WARNING- Vefify desIgn paramelem and READ NOTES ON THIS AND INCLUDED MffEKREFERANCE PAGE M11-7473 rev. 1410MO15 BEFORE USE Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is'for an IndlAdual building component no' a truss system. Before use. the building designer must veflfy 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 arvd/or chord members only. Addillonal temporary and permanent bracing Mew Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeAAFSW11 Qualfly Ciftdo, DSB-89 and SCSI BuffdIng Component 6904 Parke East Blvd. Safety Intonnaffonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Trus Type city Ply MANOR T14978916 M 11420 J7 Jack -Open 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri Aug 31 08:27:25 2018 Page 1 ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-zey0prlYH5bgrLChDpMEa—cOOJ83X?rK1 1210AOryiO?0 7-0-0 Scale: 314"=l' 7-0-0 7-0-0 Plate Offsets (X,Y)-- 12:0-1-14,Edgel LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in Ooc) Vdefl 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 0.99 'Vert(CT) -0.21 4-7 >388 240 BCLIL 0.0 Rep Stress Incr YES WB 0.00 IHorz(CT) -0.00 3 n/a ri/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Wind(ILL) 0.18 4-7 >469 240 Weight: 23 lb FT = 20% LUIMBER- TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=170/Mechanical, 2=315/0-8-0,4=83/Mechanical Max Horz 2=1 61 (LC 12) Max Uplift 3=-156(LC 12), 2=-210(LC 12), 4�9(1_C 12) Max Grav 3=1 70(LC 1), 2=315(LC 1), 4=1 20(LC 3) FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; VuIt=1 65mph (3-second gust) Vasd=l 28mph; TCDL--4.2psf; BCDL=3.Opsf; h=1 5ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2-0-0, Interibr(l) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 6ther live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas wdere 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 withstandingil 56 lb uplift at joint 3, 210 lb uplift at joint 2 and 9 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. I'L Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 ,&WARNING - 116filydesIgnp.,ameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10ID312015 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not Not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlilonal temporary and permanent bracing WeW is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANWMII Quailly Ciffedd, DSB-89 and BCS1 Buffdlng Component 6904 Parke East Blvd. Sofbty thlonnallonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FIL 33610 Job Truss Truss Type city Ply MANOR T14978917 M11 1420 KJ7 Diagonal Hip Girder 4 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s mar 11 zulu mi I ek inausiries, Inc. Fri Aug �ji uts:zt:zb zui ts Page i ID:—kf!GCA6bx7j2Syl HDXFw7ye3KX-RqWml B2A2Pj?SVntnWtT6B8FFif2GMDTGqmjYlyiO?? 5-3-15 9-10-1 5-3-15 4-6-1 Scale = 1:21.2 LOADING (psf) SPACING- 2-0-0 CS1. �IDEIFL. in Qoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDIL 7.0 Lumber DOL 1.25 BC 0.30 1 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WEI 0.44 �Horz(CT) 0.01 5 n1a n/a BCDL 10.0 Code FBC2017/-rP]2014 MatNx-MS Weight: 40 lb FT = 20% LUIMBER- BRACING - TOPCHORD 2x4 SP M 30 I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD 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=1 60(LC 8) Max Uplift 4=-115(LC 8), 2=-365(LC 8),5=-190(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1 067/585 BOTCHORD 2-7=-660/1026, 6-7=-660/1026 WEBS 3-7=-37/280, 3-6=-1 073/690 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Oplsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 wh6re 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. 1 48"x3") or 2-12d (0.1 48"x3.25") toe -nails per NDS guldlines. 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�l 0, B=-10) 15=-69(1`�34, B=-34) 6 Thomas A- Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-17473 rev. 10/012015 BEFORE USE. Design valid for use only with MITekG connectors. This design is based only upon parameters shown. and Is foir an Individual building component r a truss system. Before use. the building designer must verify the applicability of design parameters and prop6rly incorporate this design Into the oZor`all building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members onl�.. Additional temporary and permanent bracing WeW Is always required for stab4lity 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 fruss systems, seeANSW11 Qualfly Ciffedd, DSB49 and SCSI Buffdlng Component 6904 Parke East Blvd. safety Intannallanovaltable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q ty Ply MANOR T14978902 M 11420 A Common I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u.13u s mar i i xui b mitek industries, inc. Fri Aug 3i 08:27:06 20i 6 Page i ID:—kfiGGA6bx7j2Syl HDXFw7ye3KX-O—JCqLpdlGCr3QFI cJWnJzJoMephaJ7XfjwfrSyiO?J I T1 1 �4 �10;� 17-6-0 g3-'- 2 1 2�-7 8 35-0-0 _�4 Bq� -4-8 4 Voo �6_418 _7_ 4-6-0 6-112 5 . 6 U) ;i 6 4.00 FIT 4x4 6 Scale = 1:69.3 3x4 3x6 3x4 2x3 3x6 3x4 3x4 = 6x8 = 35-0-0 LOADING (psf) SPACING- 2-0-0 CS1. !DEFL. in (loc) Ildefl 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 0.35 Vert(CT) -0.17 12-23 >999 240 BCLIL 0.0 Rep Stress Incr YES WB 0.39 �Iorz(CT) 0.02 10 n1a n/a BCDL 10.0 Code FBC2017frP]2014 Matdx-MS WInd(LL) 0.10 12-23 >999 240 Weight: 167 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 \�EBS 1 Row at midpt 6-15 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-1 79(LC 10) MaxUplift All uplift 100 lb or less at joint(s) 17 except 2�186([_C 12), 15:=-90 ' (LC 12), 10=-469(LC 12) MaxGrav All reactions 250 lb or less atjoint(s) except 2=265(LC 21), 17'=351(LC 21), 15=1555(LC 1), 1 0=733(LC 1) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 3-5=-370/724, 5-6=-2641718, 6-7=-438/407, 7-9=-1 286/872, 9-1 0=- 1478/967 BOT CHORD 12-14�3771728,10-12=-817/1378 WEBS 5-15=-271/329, 6-1 5=-1 2131791, 6-14=-417/720, 7-14=-612/535, 7-12�358166, 9_12�340/347, 3-15�5301448 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteflor(2) -1-0-0 to 2-6-0, lnterio�,M 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 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 = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of %tithstanding 100 lb uplift at Joint(s) 17 except at=lb) 2=186,15=908.10--469. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 AWARNING -Verify design parameters and RE40NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M11­7473 rev. 10103)2015 BEFORE USE Design valid for use only with MITek0 connectors. ThIscleslon 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 appllcablllty ofolesign 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. Addillonal lempoTary and permanent bracing MiTeW 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. seeAAFS&7P/l Quality cifleft, D$8-69 and RCSI Building Component 6904 Parke East Blvd. Safety Infannaflonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312—Nexondria. VA22314. i Tampa, FL 33610 Job Truss Truss Type City, Ply MANOR T14978903 M11420 At Common 7 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL b. I llu 5 IMF I I &V I o IVI! I ur'! I luutiareb, u lu. r n MUY a! uo.,I.v I �v I o ID:—kiiGCA6bx7j2SyIHDXFw7ye3KX-UAta2hqFWZKigaqE.9l2OrBstl23WJinguNfC 8-4-0 11-11�4 1� 1�� 760 1-0 -TO- 2 680 35-0-0 8-4-0 0 8-4-0 1 4 4�0 0_1 _1� 3_�� tll V00 Scale = 1:59.5 6 �8_ 4-0 1�-t 0 760 2 1.-0 25- 0-2 8; 35-0-0 1 1% 1 I _ _2 8-4-0 % 4� ,g 3_ 4_� -0 0 Plate Offsets (X,Y)-- [2:0-0-2,Edqe1,[10:0-0-2,Edqe1 LOADING (pst) SPACING- 2-0-0 CS1. ;DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.72 Vert(LQ -0.31 14-15 >999 360 MT20 244/190 TODL 7.0 Lumber DOL 1.25 BC 0.76 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 FBC2017/TP12014 Matrix -MS Wind(LI-) 0.35 14-15 >999 240 Weight: 166 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD BOTCHORD 2X4 SP M 30 90TCHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1424/0-8-0, 10=1424/0-8-0 Max Harz 2�1 79(LC 10) Max Uplift 2=-868(LC 12), 10=-B68(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3481/2332, 3-5�2887/2019, 5-6=-2886/2123,6-7=-2886/2123, 7-9�2887/2019, 9-1 0=-3481/2332 i BOT CHORD 2-17=-2074/3261, 15-17=-2074/3261, 14-15=-1 280/2118,12-14=-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 Structural wood sheathing directly applied or 3-1-5 oc puffins. Rigid calling directly applied or 4-9-5 oc bracing. 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 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 PSI 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 = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=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 75 lb 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 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 ,&WARNING -Varify design parameters and READ NOTES ON THIS AND IMMUDEDMITEKREFERANCE PAGE MIP7473 rev. 1010=016 BEFORE USF_ Design valid for use only with MiTekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and prop6rly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members onl�,. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. F& general guidance regarding the WeW fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeAALWWII Quallify Ciffiedi DSB-89 and BCS1 BuffdIng Component 6904 Parke East Blvd. Safaly infolmoHon3vailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job ss Truss Type aty Ply MANOR T14978904 M11420 A2 Roof Special 8 1 1 I Job Reference (optional) Chambers I russ, Inc., V-ort Pierce, t-L 0. 1,3V b rildl I I 4V 10 IVII I �& !I MU-11—, !I — F1 I �u�j u 1 vu­­ av U. , ID:-kfiGCA6bx7j2SyIHDXFw7ye3KX-zMQzFlquHtSZ]kPQjkZF00050SLi26lq7lPmvLyi0?H 4 4 - "11 -1 5 17 27-9-6 6 -0 -6 21-4-2 31 �� -0_� 02 11-0-0 0.11_ 6_ 8 1 -4-14 ql4o �N5 11 4-6 650 3-�O 6 4.00 F1 _2 4. 1 5 LOADING (ps" SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 TCDL 7.0 Lumber DOL 1.25 BG 0.95 BCLL 0.0 Rep Stress Incr YES WB 0.87 BCDL 10.0 Code FB02017ITP12014 Matrix -MS Scale = 1:60.4 'DEFL. in (loc) Well Ud PLATES GRIP !Vert(LL) -0.57 15 >743 360 MT20 244/190 VPrtfCT) -1.05 15-16 >401 240 MT18HS 244/190 0.41 10 n/a n/a 0.78 15 >536 240 LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOP CHORD BOTCHORD 2X4 SP M 30 POTCHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Harz 2� 1 79(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. TOPCHORD 2-3=-576513660, 3-5=-5280/3401, 5-6�2375/1651, 6-7=-2355/1670, 7-9=-2572-/1756, 9-1 0=-3356/2175 BOTCHORD 2-16=-3383/5481, 15-16=-3391/5492, 14-15�2990/4930, 13-14=-1 454/24261, 12-13=-1 95213150, 10-12=-1 95213150 WEBS 3-15=-517/342, 5-115�1 066/1889, 5-14=-2958/1935, 6-114�749/1199, 7--14-j370/282, 9-13=-825/574, 9-12=0/299 1 Weight: 166 lb FT = 20% Structural wood sheathing directly applied or 2-8-10 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-14 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=l 28mph; TCDL=4.2psf; BCDL=3.OPIsf; h=1 5ft; 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, lnteh6,r(l) 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) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of twss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825,10=825. 7: 1 �2 cb Thomas A- Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 WARNING -Vefify desIgn, parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI 1-7473 rev. IO/V=015 BEFORE USE Design valid for use only with MIT00 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members orry. 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 trums and truss systems, seeAAFS&7PI1 Quaffly Ciffeda, DSR-89 and BCSI Buffdlng Component 6904 Parka East Blvd. Tampa, FL 33610 Safety intannationcivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job ss Truss Type city Ply MANOR T14978905 M11420 A3 Hip Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 3 1-0-4 lAl 5 170-0 8.130 S Mar 11 2015 Ml I eK inausiries, inc. l­-rl Aug 31 Ud:Zt:U9 2Oi8 Pag i ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-RZ—LSNrW2BaQwu_cHR4UwcxG?shqnaCzMhBJsnyiO?G �1 35-0-0 46-0- U 6 -14 4--8-6 V7 5_�_j "1- �48 _0 3_ 61 7 -2-10 1-0-0 Scale 1:62.6 4.00F1_2 4x5 14x4 t2 A 6 JXb � 1 14 13 3x4 zz 5X8 2x3 11 M W2 2.00F1_2 I 1-0-4 LOADING (ps" SPACING- 2-0-0 CS1. IDEFL. In (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 jVert(LL) -0.56 17 >745 360 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.06 16-17 >396 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.41 11 n/a n/a BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS Wind(LQ 0.78 17 >53B 240 LIUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOP CHORD BOTCHORD 2X4 SP M 30 BOTCHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1 349/0-8-0, 11 =1 349/0-8-0 Max Horz 2=-1 75(LC 10) Max Uplift 2=-825(LC 12), 11 =-825(LC 12) FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5767/3803, 3-5=-5289/3602, 5-6=-2421/1761, 6-7=-2262/1731, 7-8�2401/1785, 8-1 0=-2569/1849, 10-11 =-3358/2259 1 BOTCHORD 2-18=-3538/5482,17-18=-3549/5498,16-17=-3194/4939,15-16=-1324/2238� 14-15=-1 546/2427,13-14�204513152,11-13=-2045/3152 WEBS 3-17=-508/336, 5-17=-1 141/1908, 5-16=-2938/2044, 6-16=-365/618, 7-15=-499/604, . —1— In 11 ­197n in 1� nlqnn !�2 2 IC? 0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 173 lb FT = 20% Structural wood sheathing directly applied or 2-8-11 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. I Row at midpt 5-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL-=3.OP!sf; h=1 5ft; B=45ft; 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, lnteri�r(l) 2-6-0 to 17-0-0, Exterlor(2) 17-0-0 to 18-0-0, Interlor(l) 22-11-6 to 3&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 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joJnt(s) except at=1b) 2=825,11=825. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDEDMITEKREFERANCE PAGE Mll-7473 rev. 101012016 BEFORE USE, Design valid for use only with MITek0 connectors. TNsdeslgn Is based only upon parameters shown. and Is for an Individual building component, no, 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANS&VII Qualfly Criteria, DSB-89 and BCS1 BuffdIng Component Tampa, FL 33610 safety Informallianavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply MANOR T14978906 M11420 A4 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 M!Tek Industries, Inc. Fri Aug 31 08:27:10 2018 Page 1 ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-v]YjgjsBpUiHY2ZprgbjTpUP—G24W2b6aLut—DyiO?F 7-11-14 4 0 1L1 4�81 ?7-9-6 35-0-0 __0 7-11-14 0 150- 0 N cr MOO 13—; --6— T1 M102 TV 6-4-14 7-2-10 i Scale = 1:62.6 C�. 6 3x12 7z 2. 0 0 FI-2 4.00 F1 _2 4x5 = 1 4XB = 2x3 I i 6 7 8 SX8 = MB cb 3X6 = I _'1_ 6- - Ll 1 1 14 1 15 — 000 Ill 4 8 Z 35-0-0 �_2_2 �0-4 _0_0 1-ii-14 3_ _I loj& 1 14%_ % _;6 6 _�a 7-2-10 Plate Offsets (X,Y)-- [2:0-1-15,Edgel,13:0-4-0,Edqel,[7:0-5-4,0-2-01,[9:0-4-0,0-3-01,[10:0-0-2,Edgel,[13:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl 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 0.74 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.70 16 >597 240 Weight: 166 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 tOPCHORD BOTCHORD 2X4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/sIze) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2-155(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-4=-5727/4026, 4-5�5210/3802, 5-6=-2939/2239, 6-7=-2792/2190, 7-8=-2470/1993, 8-9=-2542/1930, 9-1 0=-3354/2403 i BOTCHORD 2-17=-3740/5444,16-17=-3747/5447,15-16=-3340/4846,14-15=-1599/2391, 13-14=-1624/2401,12-13=-218213130,10-12=-218213147 WEBS 4-16=-539/357, 6-15�4241680' 7-15�422/697, 9-13=-861/647, 9-12=0/306� 5-16=-1279/1924, 5-15=-2430/1787 Structural wood sheathing directly applied or 2-5-7 oc puffins. Rigid ceiling directly applied or 3-8-4 oc bracing. I Row at midpt 5-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=3.0'psf; h=1 5ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1 -0-0 to 2-6-0, Intedor(l) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 20-0-0, Interfor(l) 24-11-6 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 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 ANShrI­PI I 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 Ib uplift at joint(s) except gt=lb) 2=825,10=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 WARNING- Verify dosignprmfr. and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 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 Dot a truss system. Before use. the building designer must verify the applicability of design parameters and prdperly Incorporate this design Info the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTele Is always required for stability and to prevent collapse with poss(bie personal Injury and property damage. For general guidance regarding the fabrication, storage, clellvery� eTeclion and bracing of trusses and truss systems. seeANSYMIJ Quality Ciffedd, DS8-89 and BCS1 BuIldIng Component 6904 Parke East Blvd. Safety Infonnaffanovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FIL 33610 Job T uss Trus Type aty ply MANOR T14978907 M11420 A5 Hip 1 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Aug 31 08:27:11 2018 Page 1 1 ID:—kfiGCA6bx7j2SylHDXFw7ye3KX-Nx65t3tmaoq89C8?Os6yOlObYfNOFWXGp?dQWfyiO?E 10 6-11-14 �0-64 76-00 22-0-0 Z7- -6 35-0-0 36-0- 6-11-14 1300 4-6-0 9 -2-10 -0-0 1 __ I TR %2 46 .16 7 1 14- 6 45 = i A�r = 6x12 W 11 3x6 3x12 =:a 2.00FI-2 limi Srale = 1:61.5 0 c? IC? 0 LOADING (psf) SPACING- 2-0-0 CS1. IDEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 ivert(LL) -0.52 14-15 >813 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 lVert(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 n1a n/a BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS �Nind([_L) 0.71 14-15 >588 240 Weight: 163 lb FT = 20% LUMBER- 6RACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-5 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. Ob/sIze) 2=1349/0-8-0,9=1349/0-8-0 Max Horz 2� 1 36(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. I TOPCHORD 2-3=-5766/4136, 3-4=-5219/3848, 4-5=-3738/2794, 5-6=-3580/270116-7�24 i 72/1983, 7-8=-2580/1976, 8-9=-3350/2455 BOTCHORD 2-15=-385415481,14-15=-3864/5491, 13-14=-3392/4858,12-13=-2113/3091! 11 -1 2=-2233/3144, 9-11 =-2233/3144 1 WEBS 5_13�727/1023, 6-13=-373/694, 6-12=-889[704, 7-12�345/556, 8-12=451 W649, 8-11 =0/284, 4-14=-1 284/1813, 4-13=-1 961/1559, 3-14=-5381374 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=l 28mph; TCDL=4.2psf; BCDL=3.0psf; h=1 5ft; B=45ft; L=351t; eave=5ft; Cat. 11; Exp C; Encl., GCpi_-0. 18; MWFRS (directional) and C-C Exterjor(2) -1 -0-0 to 2-6-0, Inteflor(l) 2-6-0 to 13-0-0, Exterior(2) 13-0-0 to 26-11-6, Interior(l) 26-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for react ons 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825,9=825. Thomas A. Alban! PE No.39380 fAiTek USA, Inc. FL Cort $634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 10/0=016 BEFORE USE Design valid for use only with M11ekG connectors. THs design Is based only upon parameters shown, and Is for an Individual building component, r1o" met a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSMIJ Qualffy Crilefla, DSO-89 and 8CS1 BuildIng Component 6904 Parke East Blvd. Safety information3vallable, from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply MANOR T14978908 M11420 A6 Hip 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Aug 3108:27:12 2018 Page I ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-r8gT5PtOL6y?nMj ByadBYEZmN3iE-yPP2fN-26yiO?D 100 1624 Ll.�4 8 4 - �2 35-0-0 6-0- i 5_� -00 9 5-10-14 .0- - 5-K2 L— I L5 --l' 1--- 1 5 __ 2-1111-1141 1 2.7-i C'. 6 5x8 MT1 8HS 2x3 3X5 5x6 4. on F1-9 W 11 4x8 zz 13 12 11 WO 2.00F1-2 Sx8 MT1 SHS = 3x4 2X3 11 3x6 5-0-2 �1-4-8 1 24-0-0 LOADING (psf) SPACING- 2-0-0 CS1. �DEFL. in (too) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.62 15 >682 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.14 14-15 >368 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/-FP12014 Matrix -MS Wind(LL) 0.86 15 >491 240 LUMBER- 6 ' RACING- TOPCHORD 2X4 SP M 30 TOP CHORD BOTCHORD 2X4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0,9=1349/0-8-0 Max Horz 2=1 17(LC 11) Max Uplift 2�825([-C 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5783/4248, 3-4�5245/3841, 4-5=-4059/3075, 5-6=-4059/3075, 6-7=-2792/2215, 7-8=-2957/2251, B-9=-3381/2531 BOTCHORD 2-16=-3967/5498,15-16=-3982/5514,14-15=-3489/5042,13-14=-1954/2821 12-13=-1940/2792,11-12=-2319/3179,9-1 1=-2319/3179 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=-1 25411884 Scale = 1:61.5 �2 0 IT 0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 162 lb FT = 20% Structural wood sheathing directly applied or 2-7-2 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; VuIt=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL:=3.Oplsf; h=1 5ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi--O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 11 -0-0, Exterior(2) 11 -0-0 to 29-1-2, Interior(l) 29-1-2 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 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 ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825,9=825. Thomas A. Albani PE No.39380 IffiTok USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 ,& WARNING- Verify design parameters and REW NOTES OAF THIS AND INCLUDED WTEKREFERANCE PAGEMII-7473 rev. 10/012015 BEFORE USE Design valid foruse onlywith MITeW connectors. Thisclesign Is based onlyupon parameters shown, and Isforan 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 onl�. Additional temporary and permanent bracing MOW Is always required for stab4lity and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery� erection and bracing of trusses and truss systems. seeANSVMI1 Quality Ciffeft DSR-89 and SCSI Buffdmg Component Safety infonnuffonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 1 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City PI, MANOR T14978909 M11420 A7 Hip 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL s.1 3o s mar 11 2U1 8 mi i ek indusiries, inc. Fri Aug ;3i unem 3 20i & Page i I D:-kfiGCA6bx7j2Syl HDXFw7ye3KX-JKErlluO6P4rPVIOWH8Q5S6vdT2DjM]ZGJ6XbYyiO?C 24 62- 1 41 -0 " 0 35-0-0 6-0- Lcu- 06 -9-0 1 0 4-0. 5-6-0 -0- q--O--o 441111-144 �_-O_-2 1 12-N 4 C�. C;. 6 5x12 MT1 8HS = &B = i 4.00FU 2x3 11 5x6 WB�= 4x5 A r, r - I A— 4x8 = 2x3 11 7xl 0 MT1 8HS 4x4 zz 14 13 3x12 2. 0 0 F1_2 5X8 3x4 4x5 11-0-4 . 16-2-6 21-4-8 BOFF117=1111-10 t2 7 C6 2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.77 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 korz(CT) 0.48 11 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS WInd(LQ 1.07 15-16 >392 240 Weight: 158 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 T6PCHORD Structural wood sheathing directly applied or 2-2-0 OC puffins. BOTCHORD 2X4 SP M 30 B6TCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2=-97(LC 10) Max Uplift 2=-825(LC 12), 11 =-825(LC 12) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. I TOPCHORD 2-3=-5659/4099, 3-4=-5612/4174, 4-5=-7315/5343, 5-6=-7315/5343, 6-8=-5262/3884, 8-9=-3582/2744, 9-1 0=-3067/2304, 10-11 =-3401/2620 i BOTCHORD 2-18=-3820/5373,17-18=-3849/5401,16-17�3833/5392,15-16=-3702/5327,1 14-15=-2509/3593,13-14=-2003/2890,11-13�240213206 I WEBS 6-16=-1 506/2128, 6-15=-853/705, 8-15=-1 276/1854, 8-14=-975/807, 9-14=-667/920, 9-13=-150/380,10-13=-3701449, 4-16=-1721/2449 i NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; 6=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, Interlor(l) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 30-11-6, Interior(l) 30-11-6 to 36-0-0 zone;C-C for member's 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 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 Ot=lb) 2=825,11=825. Thomas A. Alban! PE No.39380 MiTok USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL $3610 Date: August 31,2018 ,&WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103)2016 BEFORE USE Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component Dol NEI' a truss system. Before use, the burilding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing IndIcaled Is to prevent buckling of Individual truss web, and/or chord members only. Additional temporary and permanent bracing MiTelc Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery� erection and bracing of trusses and truss systems, seeAIVS&VIj Quaffly Ciffedo, IDSO-89 and BCSI Suffellng Component 6904 Parke East Blvd. Safety Informalloncivallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MANOR I T14978910 M1 1420 B Roof Special 5 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 11-0-0 6-5-14 1 4. 00 F1 —2 .3X4 11 6X8 � U) ;41 6 .130 s Mar 112018 MiTek Industries, Inc. Fri Aug 31 08:27:14 2018 ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-nWoEW4vetjCiOfta4?gfdfe7Utp-SrTiVzs47. '-0-' 2 0-7-0 '-7-1 L5 0-0 j6- 5-6-12 �--1 T-� 1 T7.B 6_�_8 1-0- Scale = 1:60.5 I? 0 4 0-4 �5 11�-7 0 11 -2 26-0-0 35-0-0 4- - 1 1_0 8-6-0 9-0-0 Plate Offsets (X,Y)-- [2:0-2-1 0,Edgel, [4:0-3-0,Edgel, [8:0-3-0,Edgel, [1 0:0-0-2,Edgel LOADING (psf) SPACING- 2-0-0 CS1. iDEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.54 17-18 >780 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.00 17-18 >420 240 MT18HS 244/190 BCLI- 0.0 Rep Stress Incr YES WB 0.81 1 Horz(CT) 0.40 10 n/a ri/a BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS �Vincl([-L) 0.74 17-18 >564 240 Weight: 171 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. BOTCHORD 2x4 SP M 30 -Except- BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-15: 2x4 SP No.3 WEBS 1 Row at midpt 9-14,5-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-1 79(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. I TOPCHORD 2-3=-5772/3667, 3-5=-5257/3365, 5-6=-2794/1910, 6-7=-2709/1941, 7-9=_2158/1501, 9-1 0=-3237/2106 1 BOTCHORD 2-18=-3390/5488,17-18=-3399/5501,16-17=-2945/4901,13-14=-1 886/30311 IG-13=-1886/3031 I WEBS 14-16=-1 148/2127, 7-16=- 1167/1793, 7-14=-501/338, 9-13=0/372, 9-14=- 110 5-17=-1 063/1860, 3-17=-5581376, 5-16=-2601/1647 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: sf; h=15ft; B=45ft; 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, Intedor(l) 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) All plates are MT20 plates unless otherwrise 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 wh6re 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 Ito uplift at joint(s) except Ot=lb) 2=825,10=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2018 WARNING- Vfifyd..Ign parameters and READ NOTES ON THIS AND INCLUDED MITFKREFERANCE PAGE 11411-7473 rev. 101012015 BEFORE USE Design valid for use onlywith MITekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component. n a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the ov:".Il 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 fabricallon. storage, delivery, erection and bracing of trusses and truss systems. seeANSWIl Qualfly Ciffedir, DSB-89 and BCSI SuffdIng Component 6904 Parke East Blvd. Safety Informuflonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 1 Job Truss Truss Type Qty Ply MANOR T14978911 M 11420 BHA Common Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s mar 11 2ul 8 miTek inaustries, inc. Fri Aug 3i 06:27no 20i 8 Page i ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-kvv_wmwvPKSQGroyBQi7j4kPjgAnwms?zHLBBtyiO?9 23-6-0 25-10-2 Z:��O 1 9-,1-14 0 1.�67�O IN 13,3115 15-6-0 3 1, -0 1 1� -0r-o 1 T—Voo %V 1-6-0 i i2WO60 W2 2PI W-03-3 44--111 Al �1 0-6-D 0-8-15 240 -0-0 1-0-00-2-1 Scale 1:62.6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY COrECTED 4.4 PURLINS AS SPECIFIED`�,� 4.00 12 13 16 7x14 6 20 6X10 Special 4 3x4 7 fil 3x4 - 23 Special 3 0 50 19 21 24 41 25 26 2 11 2 27 pp flfl 6 42 43 33 44 34 32 45 4647 29 48 49 31 30 28 3x4 =NAILED 3x6 = NAILED NA I ILED NAILED 4x5 NAILED NAILED 3X8 3x6 3x4 NAILED 6x8 NAILED 3x6 Special NAILED - 7-2-05 12 30 7 60 44 1111 tN I 0 L3 7-2 2%0,40 1 35-0-0 A2_0 Y �21 HHN-114 _ -2 _6-o %0 4. �-10- 0_' _" 6-1-5 Plate Offsets (X,Y)-- [2:0-2-0, Edgel, [24:0-3-8,0-0-01, [26:0-0-2, Edgel, [32:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 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 FBC2017/TP]2014 Matrix -MS Wind(LL) 0.19 28-30 >999 240 Weight: 216 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOTCHORD 2X4 SP M 30 Except: WEBS 2x4 SP No.3 2 Rows at 1/3 pts 12-24 iBOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. �WEBS 1 Row at midpt 14-32 JOINTS I Brace at Jt(s): 8,16,18, 20, 23,12 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-1 79(LC 6) MaxUplift All uplift 100 lb or less at joint(s) except 2�254(]-C 25), 32=-10d8(LC 8), 26=-770(LC 8), 34=-350(LC 8) i MaxGrav All reactions 250 lb or less atjoint(s) except 2=256(LC 13), 32=1 990(LC 1), 26=1259(LC 1), 34=569(LC 17) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ! TOPCHORD 3-4---439/190, 4-6=-409/211, 6-9=-405/246, 9-11 =-426/307, 11-13=-403/3218, 24-25=-3095/1766, 25-26=-3188/1833, 3-5=-1 51/602, 5-7=-1 51/602, 7-8=-1 51/602. 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=-2539/15.72, 22-24=-2539/1572, 2-3=-2041444,13-16=-400/327,16-18=-423/306,18-20'---400/245I 20-23=-405/209, 23-24=-437/188 i BOTCHORD 2-34=-355/254, 32-34=-1 345f766, 31-32=-1 70/611, 30-31 =-1 701611, 28-30=-1 094/2213, 26-28=-1650/3001 1 WEBS 8-34=-633/1205, 8-32=-741/526, 14-32=-2211/1058, 14-31 =-1 1/352, 14-30 ='- 1045/1811, 19-30=-560/476,19-28=-486/816, 24-28=-78f443, 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. 11; Exp, C; Encl., GCpi=0.18; MWFRS (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 ANSITFPI 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 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FIL Cert 8634 6904 Park& East Blvd. Tampa FL 33610 Daw: August 31,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111-7473 rov. 10/012015 BEFORE USE Design valid foruse onlywith MITekED connectors. ThIsdesIgn Is based onlyupon parameters shown, and Is foran Individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damog6. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSWJ1 Qualffy Cifferia, DSB-69 and BCSI Bufftfing Component 6904 Parke East Blvd. Safety Informoffonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type city Ply MANOR T14978911 M 11420 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. I-rl Aug 31 uu:2i:iij 2ui b Hage 2 ID:—kfiGCA6bx7j2SylHDXFw7ye3KX-kvv wmwvPKSQGzOyBQi7j4kPjgAnwms?zHLBBtyiO?g 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 (plf) 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=-63(F) 45=-63(F) 46=-63(F) 47=-63(F) 48=-63(F) 49=-63(F) 50=-1 61 (F) A WARNING- Verify design parameters and READ NOTES ON THISANDINCLUDED MrTEKREFERANCE 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 in-= system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possib4e personal injury and property clamage.' For general guidance regarding the WeW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 Quailly C[ftda, DSR-89 and SCX Buffdhlg Component 6904 Parke rzasi Blvd. Safety Informationovadlable from ITuss, Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, Fl- 33610 Job Truss Truss Type Qty Ply MANOR T14978912 M 11420 GRB HIP GIRDER I Job Reference (optional) L;namDers i russ, inc., rort vierce, rL —1- . . — � � 1. ... —, 11- . ., . . ID:-kfiGCA6bx7j2Syl HDXFw7ye3l��-,�g9�m8-PSZ,�,kaKkQFm3twu46IT7sWebtvJPLeyi0?5 13-8-0 16 1 7 -� B-0 0 -2 3 0 �6 -,0 T P_ ?9-' 0 1 - W - — 1_ _ 0- - -1 -2 11 - .3--112 A1504 �1' V0 23-1121-144 311-.2 6-8-0 0_1 i _;I_ 3- .20 --N Special 4.00 F1 _2 4x8 4 NAILED NAILED NAILED NAILED 3X10 = Pr 97 ' 2R 5 29 30 NAILED NAIL I ED NAILED NAILED Special 5118 We = 3x5 I I NAILED NAILED 5X8 31 6 32 733 34 35 36 8 Scale = 1:60.3 gw�rlr�111 llflwl__.__=11111�111=1111-0�111 � FP1_ PW . Nft_�qftlq �qllqlft, W - W 19 18 37 38 17 39 16 40 3x5 2x3 11 3x4 = NAILED 4x6 = 3x4 = Special NAILED NAILED NAILED 13-8-0 t�� 41 1 42 43 15 44 14 45 46 13 NAILEID NAILED 6x10 = Gx6 NAILED 3x4 Special NAILED NAILED NAILED I 4 12 2X3 3x4 10 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CS1. TG 0.89 BC 0.85 WB 0.96 Matrix -MS DEFL. In (loc) I/defl Ud Vert(LL) 0.37 16-18 >695 240 Vert(CT) -0.38 16-18 >669 240 Horz(CT) 0.10 10 nta n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT = 20% BRACING- LUMBER- TOPCHORD ?-x4 SP M 30 *Except' TOPCHORD Structural wood sheathing directly applied or 3-8-13 oc pudins. 6-8: 2x4 S P M 31 BOTCHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOTCHORD 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=522/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-1 178(LC 8), 15=-2731 (LC 8), 1 0=-31 1 (LC 8) Max Grav 2=1343(LC 17),15=3722(LC 1), 10=534(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3456/2833, 3-4=-3294/2597, 4-5�2702/2220, 5-7=-1 387/1891, 7-8--'-1 387/1891, 8-9=-807/281, 9-10=-1090/466 BOTCHORD 2-19=-2609/3254, 18-19=-2609/3254, 16-18=-2365/3160,15-16=-2058/2702I 13-15=-1 80[772, 12-13=-365/1014,10-12=-365/1014 I WEBS 3-18=-282/498, 4-18=-432/694, 4-16=-505/327, 5-16=-321[736, 5-15=-4 7 0/3 7 15, 7-15=-946/855, B-15=-273711803, 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=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poncling. 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. 1 48"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guldlines. 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=11.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I August 31,2018 WARNING -Verify design parameters and REW NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USF_ Design valid for use only with MITeRG connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Sol' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord memb�,rs only. Additional temporary and permanent bracing MeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSMIJ Quq1fly Cffleft DSB-69 and BCSI Buffdlng Component 6904 Parke East Blvd. Safety Intarmationavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.. Tampa, FL 33610 Job Truss Truss Type I Qty Ply MANOR T14978912 M11420 GRB HIP GIRDER I Job Reference (opfional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Aug 3108:27:20 2018 Page 2 ID:—kfiGCA6bx7i2Syl HDXFw7ye3KX-cggVm8—PSZzskaKkQFm3twu46IT7sWebtvJPLeyiO?5 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 8-11 =-54, 20-23=-20 Concentrated Loads (1b) Vert: 4=-1 61 (B) 6=-1 16(B) 8=-1 61 (B) 1 8=-386(B) 13=-386(B) 26=-1 16(B) 27=-1 16(B) 28=-1 16(B) 30=-1 16(B) 31 =-1 16(B) 32=-1 16(B) 34=-1 16(B) 35=-1 1 6(B) 36=-1 16(B) 37=-63(B) 38=-63(B) 39=-63(B) 40=-63(B) 41 =-63(B) 42=-63(B) 4�=-63(8) 44=-63(B) 45=-63(B) 46=-63(B) ,&WARNING - Verifydesign parameters and READ NOTES ON THIS AND 1NC1UDED&frrEKREFERANcEPA GE Mll-7473 rev. law,201s BEFORE USE Design valid for use only with MlTek8 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 Info the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addilonal temporary and permanent bracing MiTek7 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. seeANSMII Qualfly Ciffedd, DSO-89 and BCS1 BuildIng Component 6904 Parke East Blvd. Safety Ldonnuffonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 2231 1 4. Tampa, FIL 33610 1 Symbols � Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 14- 131; Cent er plot e on joint unless Y, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-V --t- For 4 x 2 orientation, locate plates 0-110 from outside edge of truss, This symbol indicates the required direction of slots in connector plates. *Plate location details available in MiTek 20120 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 ell if indicated. BEARING Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards- ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, r) 0� 0 C) a- 0 6-4-8 dimensions shown in ft-in-sixteenths I (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTSARE GENERALLYNUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINTFARTHEST TO THE LEFT. CHORDS AND WEDS ARE IDENTFED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS -ICC-ES Reports:----------- ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 0 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TIP1 1 section 6.3 These truss designs rely on lumber values established by others. @ 2012 MiTek@ All Rights Reserved MiTek MITek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock 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 comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient, 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.