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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek' C--)-<-a RE:, M11323 1 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site, Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ''CANNED Lot/Block: Subdivision: BY Address: N/A St Lude County City PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 9.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof Load:. 37.0 psf .Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No 1 Seal# Truss Name Date 1 j T13302390 a 2/21/18 2 T13302391 a5 2/21118 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 7 1 T13302396 gra 2/21/18 8 T13302397 grb 2/21/18 9 T13302398 ' 10 T13302399 j4 2/21/18 11 T13302400 16 2/21/18 12 T13302401 13 T13302402 k88 2/21/18 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. 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 ANSI/TPI 1. These designs are based upon parameters shown (el 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 ANSIJTPI 1, Chapter 2. 39 80 ; • X X 13 S TAT E OF .' 40 i .e tee O N AL �?�` %% �"111111111 Thomas A. Albani PE No.39380 Mrrek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 February 21,2018- 1 of 1 Albani, Thomas Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss', Inc., Fort Pierce, FL 8J30s Sep 115 2017 ivrr r en muusnn rea, n;. vveu reu 21 14.1e.53 IS rage •I ID:a3B4PavKnnZweXyJckSFBgyuFUN-iltia6GS6xdm_ITrGI?CZC_IGrGmYZaVX111 lxziuKK 1-0-9 6-7-13 12-4-13 17-0-0 21-7-3 27-4-3 34-0-0 5-0-Q 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 Scale =1:57.8 �1 6 4.00 12 4xS = 27 3x6 _ 2x3 11 vxo — 3x8 = 3x8 = '�� — 2x3 I I 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MS Weight: 163lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15— 1269/2000, 12-14= 2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14= 313/362, 9-14=-689/499, 6-15= 635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced goof live loads have been considered for this design. 2) Wind: ASCEi7-10; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 31-7-3 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 betwe4n 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 Qt=lb) 2=832,10=832. 6) Hanger(s) orlother connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 60 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD 6ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 v Io LOAD CASE(S) Standard 1) Dead + Roof1Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Thomas A. Albani PE No.39380 Vert:l 1-6=-54, 6-11=-54, 18-21=-20 MITek USA, Inc. FL Cert6634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert:126— 50(F) 27=-50(F) Data: February 21,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, n( 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 p/p ANI'TeW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, sfPrage, delivery, erection and bracing of trusses and truss systems, seeANSMIJ QualtlyCr(feft DS"9 and BCS1 Bugd/ng Component 6904 Parke East Blvd. Safety /nfomrpf/encivailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 6 mbers Truss, Inc., Fort Pierce, FL 8.130 S Sep 1b 2U1 t MI I eK mausines, Inc. vvea reD zl iwaaa4 zu r" ID:2G1ScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R6QXpvFX_H1 Ufmh1 bZtv_, 1-0-q 7-8-5 10-6-4 17-0.0 20-4-8 26-4-0 34-0-0 35-0-Q �0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1 -0-0 3x12 = 2.00 12 I 4.00 12 5x8 11 Scale =1:59.8 I ,c 5x12 = 2x3 11 3x6 = 26-4-0 LOADING (psf)I TCLL 20.0 - TCDL 7.0 BCLL 0.0 BCDL 10.0I SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.85 BC 0.90 WB 0.60 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) 0.76 14 >539 360 Vert(CT) -1.18 13-14 >344 240 Horz(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 155lb GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 -Except- WEBS 1 Row at mldpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Harz 2= 179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ' 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 1 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14= 355/314, 5-14— 293/354, 6-14= 2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560, 9-12=01269 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0-18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-6-4 to 31-7-3 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. 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 joirit(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 (jt=lb) 2=803, 10=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Padre East Blvd. Tampa FL 33610 Date: Q WARNING -Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11--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 � 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 MiTek' 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, seeANSMIJ Qualify Cd1edd, DSB-89 and BCSI BaUding Component Tampa, FL 33610 Safety InfollnaHonavailabte from Truss Plate Institute, 218 N. Lee Sheet. Sulte 312, Alexandda, VA 22314. M11323 Truss A6 SPECIAL city I Ply III with porch T1 i 6 ers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2018 Page 1 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENAt gfd4?AftI00oo_Ln86gziuKl 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- 1-0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 3x12 2.00 12 10-6-4 4.00 12 6x8 = 5x6 = '1 11 5x6 = 2x3 11 _?1LW5V 3x6 = Scale=1:61.9 LOADING (psf)i SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 We n/a BCDL Code FBC2017fTP12014 Matrix -MS Weight: 157lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 9=1312/0-8-0 Max Harz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly,appiied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD 1 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9= 3199/1981 BOT CHORD 12-14=-3040/5224, 13-14=-1195/2361, 12-13— 1123/2199, 11-12= 1731/3001, 9-11= 1731/3001 WEBS 4-14= 492/513, 5-14=-1707/2959, 5-13= 405/196, 6-13= 179/522, 8-12= 893/660, 8-11=01303 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 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 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 join, t(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=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not �� a truss system. jBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANS&MY Cual9y C/Beda, DSB-89 and BCS180ding Component 6904 Parka East Blvd. Safety lnfottnaHonovailabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL SA30 5 Sep to 2017 rvri r eK rnuuau ies, nru. vveu rGv c i iY: i raga , ID:W SJgpGwal Ppeur6hk9UjG5yuFUL-7tYRC7J LPsOLrICQxuZvBrcAj3DQIsZxD? W ieGziuKH 1-0- 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 5-0-0 -0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 0- �1 �— FT7 3x12 2.00 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0' Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.01 ' Rep Stress Incr YES BCDL 10.01 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 4-11: 2x4 SP M 30 REACTIONS. '(lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Harz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) 5x8 = 14-0-0 5x6 = 5x12 = 2x3 11 3x6 = Scale = 1:60.8 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 BC 0.90 Verf(CT)-1.1010-11 >369 240 MT18HS 244/190 WB 0.95 Horz(CT) 0.34 7 n/a n/a Matrix -MS Weight: 147 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11 =- 1466/2647, 4-10= 812/448, 5-1 O=205/487, 6-10= 785/575, 6-9=0/272 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=14ft; B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 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 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 atjoint(s) 2 considers parallel to grain value using ANSI/fPI 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=803, 7=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING -,VerW design parameter and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �• a truss system i Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p►9 T building design. Is always required Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Itll� eW tabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&WIF Qualify Offeda, DSO-89 and BCS►BuHdIng Component 6904 Parke East Blvd. Safety /nfolmaRol avaliable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch � T13302394 M11323 AS SPECIAL 1 1 Job Reference (optional) i,narnuers i russ, mu., rurt rieice, rL 3-8-4 —F, .1-1 ,.,, , -,. ,, ,..—., ,...,, .. -- ..,., � � . - .... ..-y.. . ID: W SJgpGwalPpeur6hk9UjG5yuFUL-b36pQTKzAABCTvncVb48k29LBTZgUMw5SfGFAiziuKG 20-4-8 22-0-0 , 24-8-12 . 34-0-0 g5-0-Q 5x6 = 3x4 2x3 11 5x8 = = 4.00 FIT 4 21 5 6 22 7 2x3 3 20 ur1 2 13 j 5x12 MT18HS = 6 12 11 Sx12 = 3x4 = 3x12 _ 2.00 i2 10-6-4 2x3 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12 13 >624 360 TCDL 7.0, Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 Y Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BBCLL CDL 10.0I Code FBC2017frP12014 Matrix -MS LUMBER- IBRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. I(lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2= 129(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444,3-4=-5117/318314-5=-3911/2497,5-6=-2576/1770,6-7=-2586/1779, 7-8= 2663/1762, 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13_ 1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13= 396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 Scale=1:60.6 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 154 lb FT = O% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 3-11-11 oc bracing. NOTES- 1) Unbalanced -of live loads have been considered for this design. 2) Wind: AS CE -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; En I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adegivate drainage to prevent water ponding. 4) All plates areIMT20 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 his 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 betweeh 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 meclanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 MlTek USA, Inc. FL Cett 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev 10/03,2015 BEFORE USE. Design valid f r use oNy wilh MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system I 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 {11iiTek' 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, seeANSM17 GuaUlyCrBeda, DSB-89 and BCSI BuIldIng Component 6904 Parke East Blvd. Safety /nformoffonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City 1 Ply 62' Grand Carlton III with porch T13302395 M11323 A9 HIP 1 1 Job Reference (optional) cnamoers I russ, Inc., t-or[ Tierce, t-L 6 20-4-0 5-2-14 4x4 = 4.00 F12 3x4 4 24 525 O. IOU J —P I. GUI / .- I CA .. IU. 1— 1 vU c I I t. I a,.,U — . U 2x3 11 4x8 = 26 6 27 7 6-7-15 Scale=1:56.6 14 IG 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 I 10-0-0 20-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.01 ' BCDL 10.01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TIC 0.35 BC 0.54 W B 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud -0.18 11-21 >917 360 -0.38 11-21 >432 240 0.02 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 156 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Harz 2=109(LC 9) Max Uplift 2=430(LC 10), 9=-249(LC 10), 13= 928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6= 565/807, 6-7=-565/807, 7-8_ 104/278, 8-9=-341/235 BOT CHORD ' 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 1 3-15= 425/501, 5-15= 444/665, 5-13=-1215/1079, 6-13= 264/300, 7-11— 255/396, 1 8-11=-461/521, 7-13=-837l703 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=14ft; B=52ft; L=34ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 10-0-0, Interior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=4301 9=249, 13=928. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev. 10/0=015 BEFORE USE Design valid f I r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss systemlBefore 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 stability and To prevent collapse Mlh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pll Gual/ty CrBedd, DSO-89 and BC91 SuOdIng Component 6904 Parke East Blvd. Safety /nform6DIi ravailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8-0-0 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?cO6cpTEfaGKGyBpOvzIM 8-6-0122-2-2 26-0-0 34-0-0 $ 3-8-2 3-9-14 8-0-0 Scale =1:60.6 x5 = 3x6 11 3x6 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 8-0-0 11-1-1 18-6-0 26.0.0 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 8-0-0 Plate Offsets (X Y)-- f2:0-2-2 Edge) j3:0-3-8 Edge], f21:0-3-8 Edgel r24:0-3-8 0-3-01 (27:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.p Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0, ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.01 i Code FBC2017/TP12014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7. B. 19. 17.14 REACTIONS. ; All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2= 351(LC 8), 27� 1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) -Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5= 304/838, 5-7=-588/1209, 7-8=-588/1209, B-12=-588/1209, 12-13= 588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22= 2271/1263, 6-9= 126/305, 9-11= 106/363, 11-14=-193/412, 14-17— 94/271, 19-21=-143/272 BOT CHORD 2-29= 247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24= 108312108 WEBS 3-29=-500/1176, 3-27=-1766/911, 5-27— 748/622, 5-26= 546/351, 13-26= 946/617, 18-26=-2412/1474, 18-24=-846/1780, 21-24= 35/351, 4-5=-608/514, 19-20= 335/305, 14-15=-556/407, 11-12=-254/54 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates arel2x3 MT20 unless otherwise Indicated. 5) This truss ha$ been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide meclianical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27,1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries, hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at Thomas A. Albani PE No.39380 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the MiTek USA, Inc. FL Cert 8634 responsibility of others. 6504 Parke East Blvd. Tampa FL 33610 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: February 21,2018 ndard ® WARNING - iVerity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid fps r use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component not �• a truss system.) Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgh. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSWil QualityCi8effiq DSB-a9 and BCSI Bullding Component 6904 Parka East Blvd. Sofotyintoanationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T73302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers 1 russ, Inc., t-ort Fierce, I-L G. i ov o v -- , „— � �^ .. "" . -- — .„ I -.-- --- ID:_etCl cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30— 20, 24-29=-47(F=-27), 24-33=-20, 3-11=-126(F= 72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert:! 29=-641(F) 24=-641(F) I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid f I r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss sysiemVlore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcation, storage, delivery, erection and bracing of trusses and Truss systems, seeANSM11 Gua/ByCt9eda, DS849 and BCSI Bandirrg Component 6904 Parke East Blvd. Safely ►nfonncflonavaliable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) 111I,..J C,.0. .f1 i nll�0 Onnn 1 Chambers Truss, Inc., roil Pierce, rL 0—us oGP , o Lv , r rc I , cn I I,UUS u",as, ,,,C. .. V. , — a , ­­­ I— , -U- , I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC r1-0-0 8-0-0 13-8-0 17-0-0 20-4-0 26-0.0 34-0-0 35-0•Q 0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 i Scale=1:58.6 ;i1 6 Sx8 MT18HS = 410 = 5x8 MT18HS = 4.00 FIT 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 6 I IJ IL 4x6 — 3x6 11 5x6 = 6x12 = 6x12 = 5x6 = 3x6 11 4x6 — 13-8-0 20-4-0 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.Oi Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.01 Code FBC2017ITP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 4-14,7-13: 2x6 SP N0.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13= 2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4— 2080/1236, 4-6=-2080/1236, 6-7= 1296/2589, 7-8_ 1296/2589, 8-9=-751/370 BOT CHORD i 2-16=-1729/3460, 14-16= 1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS ' 3-16=-435/1209, 3-14= 1552/774, 4-14=-837/691, 7-13= 878/713, 8-13=-3635/1919, 8-11=-432/1204, 6-14— 145312814. 6-13= 3198/1807 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153lb FT=0% Structural wood sheathing directly applied or 3-1-14 oc purlins. Rigid ceiling directly applied or 5-3-14 oc bracing. 1 Row at midpt 3-14, 8-13, 6-13 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 hasp been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries ihip end with 8-0-0 end setback. 9) Hanger(s) or Ether connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) ' Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8— 131(F=-77), 8-10— 54, 16-17= 20, 11-16=49(17=-29), 11-20=-20 I N Otm 6 Thomas A. Albani PE No.39360 fNiTek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design valid fot use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1p11 Qua/ByCrBalkl DS8d9 and SCSI Buffding Component 6904 Parke East Blvd. Safotyfntannationavailabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers I cuss, Inc., Fort Nleree, F-L o. IOU s oep 10 eu r r ivu i en uruusuiea, 111u. vveu reu c i !w-u.v r cv! o rayo c I D:SrRaEyyrg04M78G4raW B LWyuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC LOAD CASE(S) Standard Concentrated Loads (lb) Vert:: 16=-641(F) 11= 641(F) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE Design valid for' use only with MITek@) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 Mire k° 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, seeANS&MI CuaMy Cdteda, DSB-69 and BCS► Bulfding Component 6904 Parke East Blvd. Safety/ntormattonavatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 j Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2011 MI I eK IntlUStrles, Inc. Wed Feb zl 14:zu:u1 zul tf rage 1 I D:xl?zSIzTbJCDIIrGPH 1 QukyuFU I-TgMKFrNTDOedyW4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2-0-0 1-0-0 2-0-0 3x4 = LOADING (psf)I SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 TCDL 7.0 - Lumber DOL 1.25 BC 0.07 BOLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/Mechanicai, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4= 3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) Scale =1:7.8 2-0-0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(CT) -0.00 7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 8 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=14ft; B=52ft L=34fh eave=6ft; 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 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIh7473 rev, 1010=015 BEFORE USE Design valid foS use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not l• 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 Indlcafed Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Aual9yCtffofb, DSB-89 and BCSI BuHding Component 6904 Parke East Blvd. Safety intofmafloflovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty y 62' Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 1 F Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.l au s -Sep Tb zuT / Iw i ex mausules, urc. Wed reu c 1 I�r:cu,uc — I o rayu I • i ID:PDYLfd_5MdK4MSQTz7ZfRxyuFUH-ylwiTBN5_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB -1-0-0 4-0-0 100 400 3x4 = LOADING (psf); SPACING- 2-0-0 CSI. TCLL 20.0: Plate Grip DOL 1.25 TC 0.39 TCDL 7.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.01 Code FBC2017lrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) INax Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4-0-0 DEFL. in (loc) I/defl Ud Vert(LL) 0.02 4-7 >999 360 Vert(CT) -0.02 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Scale=1:11.1 PLATES GRIP MT20 2441190 Weight: 14 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft eave=6ft; 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 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 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: February 21,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system.lBefore 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 MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWIf QualityCdleda, DSO-89 and BCSI BUZZ&V Component 6904 Parke East Blvd. Safety fnfofmallonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job ; Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL • �- 1-0-0 3x4 = 8.130 s Sep is zu i i rvu r en nwuau tea, MG. yr , aVo . I D:tP6jtz—j7xSx_c_fXi4uz9yuFUG-QDT4gXOkIOuLBgEmrsi3YzJPU Dtd4uE9zgajZOMziuKA 6-0-0 1 Scale=1:14.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 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 Weight: 20lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 �2x4 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical .Max Horz 2=142(LC 10) Max Uplift 3= 131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(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=14ft; B=52ft; L=34ft eave=6ft Cat. II; Exp C; Encl., GCpl=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 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 betweLn 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8i Ito uplift at joint 4. Thomas A. Albani PE No.39390 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARN/NGI - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlfional temporary and permanent bracing M'Tek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII QuallfyCrBeda, DSB-89 and BCS100dtrty Component Safety lnfoAaflonovailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Bid. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302401 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) L,namoers i russ, rnc., rorr rierce, rL -1-0-0 1-0-0 I 1 3x4 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-uPi SutPM W JOCp_pyPZi nWXybuHSUdhP73ES7wozi uK9 8-0-0 8-0-0 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.01 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Harz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(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=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; End, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zor�e;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girdgr(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 3, 228 Ib uplift at joint 2 and 15 lb uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cott8634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not � a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desiC n. 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, stprage, delivery, erection and bracing of trusses and truss systems, seeANS&WIF QualityCiBeda, DSB-a9 and BCS1Building Component 6904 Parke East Blvd. Safety /nfonnaHonavoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Carlton III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 �62'Grand Job Reference (optional) 1,1_n•nC 7n1A D_ '1 Chambers TrusS, Inc., Fort Pierce, FL O. I O V D —P I V GV I , -. l Old l l lt,umnco n w. r, cu , -- - , ,—.--...— -- ... . .-y.. . I D: Lcg54J? LuEancmZr4Qb7W MyuFUF-Mcbr5CQ_Hd83Q809zHD02kUrohRsM 1 VGHuCgSEziuK8 11-3-0 Scale=1:20.3 i 3x4 = I 3x4 = 7-3-4 7-3-4 11-3-u 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.61 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0. 1 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.Oi Code FBC2017/TP12014 Matrix -MS Weight: 44lb FT = O% LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft;.eave=6ft Cat. 11; 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 Ib uplift at joint 6. 6) 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 + Roo( Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform LoaI�s (pit) Vert: 1-2= 54 Trapezoidal �oads (plf) Vert; 2=0(F=27, B=27)-to-4=-152(F= 49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Thomas A. Albani PE No.39360 NliTsk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING F Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10=12015 BEFORE USE Deslgn valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss systerri. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additionaltemporaryand permanent bracing M6TeW 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, sjorage, delivery, erection and bracing of trusses and truss systems, seeANSYWI1 QualifyCrBerla, DS849 and SCSI BuUd111g Component Tampa, FL 33610 Safety fnTortnaBolgvdlable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Symbols PLATE LOCATION AND ORIENTATION T 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-11ib" from outside edge of truss, This symbol indicates the required direction of slots in connector plates. "Plate location details available in Mi7ek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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 Constructi 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, Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 5 JOINTS ARE GENERALLYNUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek� MITek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 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%attime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. — - 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.