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TRUSS
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. c® V MiTek' RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Inforation: Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Modell la, � ff610 4115 Lot/Block: Subdivision: ti Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph 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. Seal# Truss Name_ Date _ 1 T9680954 A 110/17/16 I 12_� T9680955_1A5 j 10/17/16 13 1 T9680956 I A6 10/17/16 14 I T9680957 I A7 110/17/16 I j 5 I T9680958 I A8 110/17/16 6 T9680959 A9 10/17/16 �7 T9680960 j GRA 10/17/16 8 I T9680961 I GRB 10/17/16 9 T9680962 I J2 110/17/16 (10 I T9680963 J4 110/17/16 11 T9680964 I J6 110/17/16 L12 113 T9680965iJ8 I T9680966 I KJ8 L10/17/16 10/17/16 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017.. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. QUIN +.�OP•GEN'• 6 182 :Jp : STATE OF Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 Jo cuss Truss ype (3ty Ply 62' Grand Carlton III withT9680954 COMMON 9 1 7 ann Job Reference 0 p c nor ta'�me MiTwk Industries. Inc. Mon Oet 17 10:40:07 2016 Paqe 1 Chambers Truss, Fort tierce. FL - - - - I D:a384PavKnnZweXyJckSFBgyuFUN-iMeaXs091 rHM W rvchxpgcTUSE1Md6tD2tQGCyMySYQy F1_ 0 !_ 6.7-13 I 12-4-13 I_ 17.0.0 1 21.7-3 _I 27-4 3 34-0.05 0� 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 = 1:59.2 4.00 12 4x4 = 25 l/ io — 2x3 II 46 = &B = 3xB = 4x6 = 2x3 II 46 = 4x5 = 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 YES Code FBC2014/TP12007 CSI. TC 0.33 BC 0.55 WB 0.54 (Matrix-M) DEFL. in (lot-) Udell Ud Vert(LL) 0.29 15 >999 360 Vert(TL) -0.72 14-15 >567 240 HOrz(fL) 0.14 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 163 lb FT = 0°0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=136210-8-0, 10=1362/0-8-0 Max Harz 2=179(LC 7) Max Upliit2= 832(LC 8), 10=-832(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1833, 3-4=-2663/1558, 4-5=-2616/1565, 5-24= 2668/1672, 6-24=-26OB/1669, 6-25=-2608/1669, 7-25=-2668/1672, 7-8=-2616/1565, 8-9=-2663/1558, 9-10=-3188/1633 BOT CHORD 2-17=-1629/2972, 16-17=-1629/2972, 15-16=-1629/2972, 15-26=-934/1925, 26-27=-934/1925, 14-27=-934/1925, 13-14=-1629/2972, 12-13=-1629/2972, 10-12= 1629/2972 WEBS 6-14= 533/948, 7-14=-328/317, 9-14=550/387, 6-15= 533/948, 5-15=-328/317, 3-15=-550/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12Bmph; 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) 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 29 lb up at 15-0-0, and 50 lb down and 29 lb Lip at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6= 54, 6-1 1=-54,18-21=-20 Concentrated Loads (lb) Vert: 24— 50(F) 25= 50(F) ® WARNING - Verify dosfgn parameters and READ NOTES ON TfOS AND INCLUDED MD-EK REFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE � Design valid for use only vrith Mifek®connectors. This design Is based only upon parameters shovel, 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 met nbeTs only. Additional temporary and permanent bracing MOW M always rogAn:d feu M ab@ty rrrKf to Ixc not coligw' with C" rK=fir' pots not Irrp.rty and prr.,pryry dant(MO. RX gcnarat O'AdrXrcc rrgarc6rKJ tho Blvd. East fabrlcallom storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke Cast Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandila. VA 22314. '33610 Job fuss Truss type r T9680955 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chsrnbers Truss. Fon Pierce, FL 7 640 s Apr 19 2016 Mi rek Industries, Inc. Mon Oct 1710:40:03 2016 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-eilLyYSPZSX4m92_pLrBhuZhl Zy4adbKKkll I FySYC 11-0-0 7.8-5 10-6.4 17.0-0 20-4-8 26.4-0 34-0.0 35-0-UI 1 0 7-8-5 2-9-15 6-5.12 3-4-8 5-11-8 7.8 0 1.0-0 Scale = 1:61.2 300 = 2.00 12 4.00 12 5x8 II 5x12 = 2x3 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TC 0.82 DEFL Vert(LL) in (loc) 0.74 14 Vdefl >553 Ud 360 TCLL 20.0 Plate Grip DOL Lumber DOL 1.25 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 TCDL BCLL 7.0 0.0 ' Rep Stress Incr YES YVB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL ' 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 7) Max Uplitl2=-795(LC 8), 10= 812(LC 8) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 154 lb FT = 0°b BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5402/3080, 3-4=-5047/2830, 4-5=-5005/2833, 5-6=-5093/2947, 6-7= 2352/1498, 7-8=-2330/1420, 8-9=-2383/1406, 9-10= 2979/1705 BOT CHORD 2-14= 2837/5142, 13-14=-990/2054, 12-13= 1496/2765, 10-12= 1496/2765 WEBS 3-14= 342/309, 5-14=-297/306, 6-14=-1796/3265, 6-13=-246/514, 7-13=-259/242, 9-13= 634/426 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., GCpl=0.18; MWFRS (directional); 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 pst 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 ANSUTPI 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 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi-dgld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ©WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE AM--7473 rev. 101039015 BEFORE USE Design valid for use only with MITekO connectors. This design Is bated oNy upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicaMilty of design parameters and properly Incorporate this design Into the overall MiTek� bu lding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addfllonal temporary and permanent bracing I, (Ilwclys roquircd tar sic.0111y ctnd to provcnl colirryiso with Ixrs4l:do Ixrsonal injury and rxrN'n:rty r.Ktrrrrtgo. H,r (:Icnrrai t midi n-0 rr curArx,T tho 6904 Parke East Blvd. fabrlcaffoa storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job russ Truss Type Qty Ply Carlton III with porchT9680956 M11323 A6 SPECIAL '1 162Grand ob Reference�ptional 7 640 s Apr 19 2016 MiTek Industries, Inc. on Oct 17 10:40:04 2016 Page t Chain ers Truss, Fod Pierce, FL ID:2GIScwwyY5hnGhXVARzUktryuFUM-6xJj9uT1 KtnfxNJdBM3MNE56scyHtJ72UZOVsZhySYOv 11-0-q 8.11-1116.0-0 _ _ 18-0.0 20.4.6_ 25-11.15 34-0.05-0•q 'i-0-0� 8-11-1i 7-0-5 r 2-0-0 2-4.8 5-7-7 8-0-1 1-0-0 Scale: 3/16"=V 4.00 12 �1 6 3x10 = 2.00 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DO 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except' 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 5-14: 20 SP M 30 OTHERS 2x4 SP No.3 6x8 = 5x6 = 5x6 = US = 0 I6 6 CSI. I DEFL. in (loc) Udefl L/d PLATES GRIP TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 BC 0.90 Vert(TL)-1.1314-17 >362 240 MT18HS 244/190 WB 0.79 Horz(TL) 0.41 9 n/a n/a (Matrix-M) Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 7) Max Uplift2=-796(LC 8), 9=-811(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3073, 3-4= 5240/3075, 4-5=-4981/2826, 5-6=-2255/1421, 6-7= 2312/1390, 7-8=-2320/1368, 8-9= 3010/1736 BOT CHORD 2-14= 2825/5111, 13-14=-1110/2301, 12-13=-104312141, 11-12= 1528/2799, 9-11 =-1 528/2799 WEBS 4-14— 487/484, 5-14=-1681/2900, 5-13=-402/185, 6-13— 166/517, 8-12=-764/537, 8-11=0/257 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=34i1; 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 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 jolnt(s) 2 considers parallel to grain value using ANSVTPI A 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 796 lb uplift at Joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- verily design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERANCE PAGE 01.7473 rev. 10103/2015 BEFORE USE. � Design valid for use only with MlTekil connectors. This design is only upon parameters shown. and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate This design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek• K, Aways rcx{turod for slal:dlity, and to plolmrA C,11(mxx: war, rKxablo Ixxsorkri Injury and Ixorx:rty rkrrnrxJo. t-nr gcncrcf guldcrtcc rcgardtng llic 6904 Parke East Blvd. fabdcaflan, storage, delivery, erection and tracing of musses and truss systems, see.ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. ob Puss Puss Type Qty Ply 62' Grand Carlton III with porch T9680957 M11323 A7 SPECIAL 1 1 Job Reference o floral aen a Anr trr 'ma MiTek Industries. Inc. Mon Oct 17 10:40:05 2016 Page 1 Chambers Truss, Fort Pierce, R. . " - '- - - - - - - ID:WSJgpGwalPpeur6hk9UjG5yuFUL-a7t5NETf53no?TCNwmtcnJfOEMeV2Pldn1 EP58ySYQu 0-0_ 8-10-10 14-0.0 1-0-0 8-10-10 5-1-6 6-0-0 5-11-15 8.0.1 1-0.0 Scale = 1:62.3 3x10 = 2.00 12 5x10 = Sx6 = 4x5 = Sx12 = 2x3 II 6 10.6-4 ___14.0-0 20-4-8 -6-4.g i 25-11-15 34-0.0 [- 10-6-4 3.5 -1Z r -7-7 8-0-1 5_ Plate Offsets (X Y) [2'0 2 2 0-0-71 [4'0-5-0 0-1-131 DEFL. in ([or.) I/defl Lid PLATES GRIP LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(fL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 147lb FT = 0% LUMBER- - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2=-149(LC 6) Max Uplift2=-795(LC 8), 7- 812(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3035, 3-4=-4993/2805, 4-5=-2157/1368, 5-6=-2364/1410, 6-7- 2960/1697 BOT CHORD 2-11=-2785/5096, 10-11=-1430/2801, 9-10=-1486/2746, 7-9= 1486/2746 WEBS 3-11=-412/418, 4-11= 1327/2588, 4-10= 810/415, 5-1 0=-1 66/455, 6-10=-636/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34fh eave=bit; 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 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 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mfiek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a ifuss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buAdtng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek• t; alaxrys rrvluErrvl for ;•Uablilty currilo Txo:4;n1 coprry:,u: wtih IwsA;tc I:rxs+arval Injury and profxaty rtarnrrtlr,. hi;r gcxrrr� ti gr.tldrrrr,�s rr;gcrcnng rho 6904 Parke East Blvd. fabdcatlon, storage, delivery. erection and bracing of trusses and Iniss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tempe, Parka 336t 0 Safety Information available from Truss Plate Institute, 21811. Lee Street. Suite 31'2. Alexandria VA 22314. �— fuss rusrsType -- ty y 62' Grand Carlion III with porch T9680958 M11323 As SPECIAL i 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MTTek Industries, Inc. Mon Oct 17 10:40:07 2016 Pagel ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl W EmM12Bw4skkNSAK2WNRwFL)WAOySYQ; dl 6 f1-U-q� 8-8-4 _ 11 2-0-0 15-8.4 20-4-8 F22-0-0 j. 24.8-12 i 34-0-0 3o-u-W 1-0-0 8-8.4 3-3-72 3-8-4 4-8-4 1-7-8 2-8.12 9-3-4 1-0.0 4.00 FIT 3x10 = 2.00 12 5x6 = 3x4 2x3 11 4x8 = = 20 5 6 21 7 6 Ir 5xl2 = 3x4 = 4x6 = Scale = 1:62.2 • Plate Offsets (X Y)-- 1076-4 F— -. 9-10.4 1-7-8 12-0-0 f2:0-2-2,0-0-71,T7:0-5-8 0, 2-41 f9:0-2-6 Edgel _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT1 OHS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 154 lb FT = 0°0 LUMBER-^ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 7) Max Upllft2=-794(LC 8), 9=-813(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3033, 3-4= 4970/2788, 4-20=-3801/2193, 5-20= 3801/2193, 5-6=-2464/1521, 6-21=-2472/1529, 7-21=-2472/1529, 7-8=-2492/1487, 8-9=-2808/1655 BOT CHORD 2-13= 2785/5078, 12-13=-1698/3180, 11-12=-1158/2331, 9-11=-1432/2593 WEBS 3-13=-389/395, 4-13=-895/1665, 5-13= 291/796, 5-12=-894/538, 7-12= 303/452, 7-11=-228/474, 8-11= 408/405 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., GCpl=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 has been designed for a 10.0 psi 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE � an Individual building component. n Design vaild for use only with MTTekG connectors. This design is based only upon parameters shown, and Is for a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the oveot rall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' M (riways rr (PAI[O.1 for W.1r.Ality and to pr vord Cptk>t7s(: with rr"Ar' iX-uanrat Injury and propcny drunag.:. Hir gcnrxal g0duncc logor(Gng iho fabdcatlom storage, delivery. erection and bracing of tnISSeS and Inrss systems, SeeANSVTP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 pb fuss fuss Type 62' Grand Carlton III with porch T9680959 M11323 A9 HIP IQty 1 11-1y 1 Job Reference (optional) 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1710:40:08 2016 Page 1 Chambers Truss, Fort Pierce, FL ID:_etClcxC3ixW?huls?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpaiHFnB4U?T31SySY 11-0:_0 6-7-15 10-0-0 15-2-14 20-4.0 1-0 24 0-0 27.4-1 34.0-0 1-0.0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 -0 Scale =1:60.1 4.00 12 4x4 = 2x3 11 4x8 = 3x4 = 4 22 5 6 23 7 In 14 - 12 3x5 3x8 = 3x6 6x8 = 3x6 = 3x4 = 3x5 = = = LOADING (psi) SPACING- 2-0-0 CSI. TC 0.24 DEFL. Vert(LL) In (loc) -0.17 13-15 Udefl >999 Ud 360 TCLL 20.0 Plate Grip DOL Lumber DOL 1.25 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 TCDL BCLL 7.0 0.0 ' Rep Stress incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz2— 109(LC 6) Max Upllfl2=-441(LC 8), 9=-262(LC 8), 13=-904(LC 8) Max Grav2=709(LC 17), 9=420(LC 18), 13=1554(LC 1) PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196/685, 3-4= 874/475, 4-22= 797/472, 5-22=-797/472, 5-6=-369/747, 6-23=-369/747, 7-23=-369/747, 7-8=-78/269, 8-9=-295/175 BOT CHORD 2-15=-543/1091, 14-15= 39/316, 13-14=-39/316, 12-13=-245/259, 11-12= 245/259 WEBS 3-15=-349/338, 5-15=-256/615, 5-13=1162/752, 6-13— 2601229, 7-11 =-I 56/325, 8-11= 387/359, 7-13=-762/448 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; 13=521t; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at Joint 2, 262 lb uplift at Joint 9 and 904 lb uplift at Joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the. analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1W03/2015 BEFORE USF_ Design valid for use only with MITek& conneclors, lhls design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verity the applicabalty of design parameters and properly Incorporate this design Into the overall MiTek• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing 1, alway.5 r(,gt4a;d for staiAlity and to prevonl collrp>so vAlh rr.;5+A:4C poisonat inji.uy and ruofX:rty tarunrxg;. tor gonr tal UrAdiffror- r :-uMfirla trto 69D4 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, W..ANSI/TPiT Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Solely intormallon available from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandria VA 22314. M� ---Fs Truss russ Type Oty ly 62' GrOnd Carlton III with porchT9680960 23 7M0,1 HIP 1 t Job Reference optional � aan s Aor 79 2016 MiTek Industries. Inc. Mon Ocl 17 10:40:09 2016 Page 1 Chambers Truss, Fort Pierce, tL - - ID:_etClcxC3ixW?huts?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz6A_CfDifCd vy q )1.0-9 8-0.0 1� 1-1-1 F 17-0-0 ,18-6-0� 22-2-2 F_ 2 g'l4 I_ 3 -0. 0 35-0•Q 1-0-0 8.0-0 3-1-1-1-1 5-10-15 1-6.0 3-8-2 3-9 14 8-0-0 1.0-0 Scale = 1:62.3 3x5 = TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. \ 3x6 11 3x6 6x8 = 6x8 = THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 3x6 = 6x8 = 4X4 = N 23 m Z fo LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 Na Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:1941b FT=O°6 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purling. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 561/338, 3-5= 306/839, 5-7=-584/1206, 7-8=-584/1206, 8-10= 584/1206, 10-1 2=-584/1206, 12-13=-584/1206,13-15=-58411206, 15-16=-584/1206, 16-18= 584/1206, 18-20= 2121/1203, 20-21 =2121/1203, 21-22= 2176/1197, 4-6=-173/256, 6-9= 134/313, 9-11= 114/371, 11-14= 200/419, 14-17=-102/280, 19-21= 151 /268 BOT CHORD 2-29— 195/591, 28-29= 143/463, 27-28=-143/463, 26-27= 7721440, 25-26_ 393/630, 24-25=-393/630, 22-24=-101412010 WEBS 3-29=-457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26=-537/346, 13-26=-934/608, 18-26— 2360/1437, 18-24=-782/1690, 21-24=-38/353, 4-5=-618/520, 19-20=-342/310, 14-15= 549/402 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); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 2, 1146 lb uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the puriin 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 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 responsibility of others. 111 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AD G Standard WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 101=015 BEFORE USE. � Design valld for use only with MITekm connectors. lMs design Is lased only upon parameters shown. and Is for an Individual building caxnponenL not a truss systern. Before use, the building designer must verify the applicability of design parameters and properly fncorporaie this design Into the overall MOW design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing & always rogUiod I'H s10!Ality rrnrl to t:xcvont rril![ry:x o wilh I:v?WlAr, Ixxd:rK1l fr,11.11y and damruJo. Krr grnrrril guidorico a gr11,1no thr, East Blvd.fabricatkrn, storage, delivery, erection and bracing of trusses and truss systerns seeANSI/1P6904 Parke I I Quality Criteria, DSB-89 and SCSI Bulyding Component Tampa, Parke East Safety Information available from Truss Plate Institute. 21811. Lee Street, Suite 312, Alexandria. VA 22314.33610 T9680960 Ml1323 I GRA I HIP 1.e4 u s Apr i u zu u I D:_elC1 exC3ixVV?huts?ypJyuFUK- LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill 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) QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MFIWK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE � Design valid for use only with MiTek®connectors. Ns design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must vetl(y the applicobfilty of design paromeleis and properly Incorporate this design Into the overall A1Tek, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M is aNvays rrxp.dnxf V;rArrLsilly and iq Ixcvcr t cr�ikq' s evflfr I:K,1X,tt:�tc 1:><:n ,no! Intury arat fir<:gi�:rty tlrrrnrzJe. kx dcnr,0a1 gltldcrnn: rclir.OdlnG the 6904 Parke East Blvd. ms, seeANSUTPl1 Huallty Criteria, DSB-89 and SCSI Building Component fabrication, storage, delivery, erection and bracing of trusses and truss systeTampa. FL 33610 Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Jos FT,8 ussHIP Qty y 62' Grand Carlton III with porch T9680961 M113231 1 Job Reference 0 tional ChambersTruss, Fon Pierce. FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrg04M78G4raW BLW yuFUJ-Tv7cDbW A91 HD U4W 89cyYx9piuz4F_CMDifCdEvySYOc 1 0 q 8.0-0 13-8-0 11__ 7-0-0 20-4-0 26.0.0 �_� 34.0•a �? `—' f1-0.0 8-0-0 5.8-0 3.4.0 3.4.0 5.6-0 8-0-0 Scale = 1:60.1 5x8 MT18HS = 4x10 = 4.00 12 2x3 11 4x6 = 2x3 II 3 23 4 5 6 7 24 5x8 MT18HS = m N 0 t2 Io 16 15 14 ,0 12 . 4x5 — 3x6 II 4x6 = 600 = 6x10 = 4x6 = 3x6 II 4x5 = g-8-0-g 0 1318-0 20-4-0 26-0-0 34.0-0 0 5.8-0 6-8-0 5-8-0 8.0-0 _ Plate Offsets (X Y)= 2:0-2-2,Ed2ej, 3:0-5-4 0-2-8 4 5:0-3-0 Edda 8:0-5-4 0-2-8] 19:0-2-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.9B Horz(TL) 0.07 9 n/a n/a Weight:1531b FT=O% BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 'Except' WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Harz 2= 90(LC 6) Max Uplift2=-871(LC 8), 13=-2549(LC 8), 9= 369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP -CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5= 2062/1226, 5-6=-2062/1226, 6-7=-1265/2545, 7-24=-1265/2545, 8-24=-1265/2545, B-9= 692/331 BOT CHORD 2-16= 1655/3336, 15-16=-1676/3398, 14-15=-1676/3398, 12-13=-246/658, 11-12— 246/658, 9-11=-225/595 WEBS 3-16=-402/1155, 3-14= 1431/700, 4-14= 847/699, 7-13— 886/720, B-13= 3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13=-3151/1776 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=o.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 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967lb 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 design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17— 20, 11-16= 49(F= 29), 11-20= 20 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED INTEK REFERANCE PAGE MII.7473 rev 10103/2015 BEFORE USE �- Design valld for use only wllh MIIeW connectors. This design is based only upon parameters shown, and is for an Individual bUDding component not a Truss system. Before use, The building designer must verity the applicability of design parameters and property Incorporate lhls design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW K cawayv rtxp.dred for MolAty'Xrd to rxovont c«iq:.a: wllYr I:xr>A:do pomp of Injury ono prorx;rly dr-unrxjr:. for gcnr rnl fjiArk-rrrcr, rr.UarefinJ 1110 fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 T9680961 M11323 I GRB (HIP 171 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16— 641(F) 11=-641(F) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 10/032015 BEFORE US12- Design valid for use only wilh M1TekV connectors, This design Is based only upon parameters shown. and Is for an Individual buiding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall MiTek• building design. Bracing Indicated Is to Prevent buckling of InclMdual truss web and/or chord members only. Additional temporary and permanent bracing 4s dlways ric}t�irurl for sU:A:ulfty nnrl 1,) I:xovont i:ofirq:+xc will IxWAI:do Ix rrxval Injury and p(A)olty dafcrcR;lo. Mr goncaol guldrgrco legarcarrg the 6904 Parke East Blvd.fabrication, storage, doiivery, erection and bracfng of trusses and tnrss systems, se.eANSI/TPI I Quality Criteria, DSB•89 and SCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 21814. lee Street. Suite 312. Alexandria. VA22314. Job Truss Truss Type Qty,I=e orch T9680962 M11323 J2 MONO TRUSS 8 l Chambers Truss, Fort Pierce, FL 1.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:xl?zSIzTbJCDIIrGPH 1 QukyuFU I-x5t1_QxXowcP45E5KjJTnUMM21NYljuxMxJyAnLySYQT -1-0-0 2-0-0 1-0-0 2.0.0 Scale =1:7.9 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (lot.) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) , -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 81b FT= 0°0 LUMBER- TOP CHORD 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Harz2=67(LC 8) Max Upljft3=-30(LC 8), 2= 131(LC 8), 4_ 3(LC 5) Max Grav3=37(LC 13), 2=143(LC 1), 4=29(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=4.2psh BCDL=3.Opsf; h=14ft; B=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i O WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED WW REFERANCE PAGE M11.7473 rev. 101032015 BEFORE USE - Design valid for use only wilh MiTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional fempormy and permanent bracing MiTek• vi always wquirrX1 for mol:4111y awl to prbVCnt Ix;morKN Injury CXK.S 1:40r.,On/ dr.1Tf1<Vjf . Hit ao-noral ouldonco to gllKGng Vic fabrication, storage, delivery; erection and bracing of trusses and truss systems- seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 M11323 MONO TRUSS LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 1.0.0 4-0-0 Scale = 1:11.2 3x4 = SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udefl Ud PLATES GRIP MT20 244/190 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa Weight: 14lb FT = 0% Code FBC2014/TP12007 (Matrix-M) w BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz 2=104(LC 8) Max Uplift3=-75(LC 8), 2=-171(LC 8), 4= 2(LC 8) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(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=3.0ps1; h=14f1; 13=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 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 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03,2015 BEFORE USE Design valid for use only with MITekm connectors. Thlsdesign is based only upon parametersshown, 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 Welk' design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing V always Taquirod for slat' iilty auKI 10 p0&A*, pcx;nrvrl Injury al pILTx;rTy drxntUf . krt grnf rai {fuidcclC4I(xJor"Fin 1 mr, 6904 Parke East Blvd.fabrtcaliom storage, delivery, erection and bracing of trusses and lrusssystems. seeANSI/TPII Huanty Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 21814. Lee Street. Suite 312, Alexandria. VA 22314. Job russ Truss Type y 62' Grond Carlton III with porch T9680964 M11323 AMONO TRUSS 8UF— i 7 640 Job Reference (motional A 19 2016 MiTek Industries Inc Mon Oct 1710.40.11 2016 Page 1 Chambers Truss, Fort Pierce, FL s pr ID:1P6jtz�7xSx_c fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH1_1Oav6FnozSLAWAzhkJnySYQo 1-p-p — 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 I Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 • Rep Stress Incr YES M 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=-117(LC 8), 2=-218(LC 8) Max Grav3=120(LC 1). 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 13=5211t; L=34ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opst 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 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE � Design valid for use only wllh MITek0 connectors. This design Is based only upon parameters shown, and is for art Individual building component not a iruss system. Before use, the building designer must verity the applicability of design parametes and properly Incorporale ih(s design Into the overall -building design. Bracing indicated Islo prevent buckttng of fndivfdual truss web and/or chord members only. Additional temporary and permanent txacfng MiTek• w aNrrrye rr;rtcnrod Ito MalAity and to I:xovcol aullr>tX;e with Ixs11:40- i ux r,ivri In7 ary curd proporty clamagc, tux grnoral gtridarrce tcLltacru g 1ho fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormalion available from Truss Plate Institute, 21814. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 M11323 lie MONO TRUSS 20 T96809GS 1.0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 I Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No-3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanicai Max Horz 2=180(LC 8) Max Uplift3— 160(LC 8), 2=-265(LC 8) Max Grav3=164(LC 1). 2=411(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Oct 1 10a% Scale = 1:17.7 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.10 4-7 >972 360 MT20 244/190 Vert(TL) -0.27 4-7 >350 240 Horz(TL) 0.01 2 n/a Na ' Weight: 26 lb FT = 0°6 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14ft; 13=52ft L=341t 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 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) °Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGEMII-7473 rev, 101012016 BEFORE USE - Design valid for use only WIti1 MITekO connectors. This design Is based only upon parameters shown. and is for an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design paramelers and properly Incorporate this design Into Ore overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW k; always wclurod for MolAity and to Im,vcrd c:otirq:rr with f#,.::Ii:dc I:-r�mrd inp.uy rxxf property dorw.u('. Hx grrrual addf.rrcr, rcgarrfirw thr; 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of humes and in=systems, se.eANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Thus Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job russ Truss Type Qty Ply 62' Grand Carlton III with porch T9680966 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1710:40:11 2016 Page 1 I D:Lcg54J?LLIEancmZr4Qb7W MyuFUF-PHEMdHYQgvXxjOgXH 1 _10avAingZSFR W AzhkJnySYQo 1.5-0 7-3-4 i--- 15-0 —I 73.4 3-11-12 Scale = 1:20.8 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(fL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(fL) 0.02 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 44 lb FT = 0%, LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=48210-11-5, 6=556/Mechanical Max Horz 2=244(LC 8) Max Uplift4=-207(LC 8), 2= 312(LC 8), 6— 277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7= 662/1072, 6-7= 662/1072 WEBS 3-7=0/309, 3-6=-1177/727 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34it; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) na 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F= 49, 8=-49), B=O(F=10, B=10)-to-5=-56(F= 18, B=-18) 0 WARNING - Vertly design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 1010312016 BEFORE USE ��- Deslgn valld for use only with MITekOconnectors. This design Is based only upon parameters shown. and Is for an IndlAdual bul[ding component, not a truss system. Before use. the building designer must verify the appllcablIlfy of design parameters and properly Incotporale this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• l; always Tequlrod for strtbSlty and to rxrvenl collalw'. with lxK b, rXA!X.,nal fripffy and lorry x;rty rtcttnc�}o, hx gonr*rtl guirtt:tnt..o rcgrt .fing lho fabrlcatlon, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tempe, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/16r' _. 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 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 (Drawings not to scale) .2 TOP CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. . PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer. erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 11. Plate type, size, orientation and location dimensions 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 puriins 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.