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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. FRe Cog, MiTek \��5�� `� Q��. a RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelT1a1F0annm10-4115 Lot/Block: Subdivision: 32�i 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# IT9680954 I Truss Name I- Date 1 I A 10/17/16 t2 I T9680955 J A5 1 10/17/16 13 I T9680956 I A6 1 10/17/16 1 14 I T9680957 J A7 1 10/17/16 1 j 5 1 T9680958 JAB 1 10/17/16 1 6 ! T9680959 JA9 1 10/17/16 7 1T9680960_ GRA 1 10/17/16 1 18 IT9680961 IGRB 1 10/17/16 19 I T9680962 JJ2 1 10/17/16 1 110 I T9680963 J J4 1 10/17/16 1 ill I T9680964 J J6 1 10/17/16 1 12 IT9680965 J J8 1 10/17/16 113 1 T9680966 I KJ8 j 10/17/16 1 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 182 9. STATE OF .44/Z 11 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 _..... -, .... —Mn ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQg1 rHM W rvchxpgcTUSEIMd6iD2IQGCyMy 1.0• 6.7-13 12.4-13 17-0.0 21-7�3 27-4.3 1-0.0 6-7-13 I— 5-9-0 4-7-3 T-- 4-7-3 I 5-9.0 I 6.7.13 1.0.0 4.00 12 04 = Scale = 1:59.2 2x3 II 4x6 = 3x8 = 4x6 = 4x5 = 3x8 = 2x3 II 4x5 = LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCDL TO Lumber DOL 1.25 TC 0.33 BC 0.55 Vert(LL) Vert(TL) 0.29 15 >999 360 -0.72 14-15 >567 240 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.54 I Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. REACTIONS. (Ib/size) 2=1362/0.8.0, 10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-832(LC 8),• 10=-832(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-260B/1669, 6-25=-2608/1669, 7-25=-2668/1672, 7-8=-2616/1565, 8-9— 2663/1558, 9-10=-3188/1833 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=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh Cat. 11; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = t 0.opsf. 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 up at 19-0-0 on top chord. The design/selection of such connection device(s) is the r4sponsibiiity of others. B) 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, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) Q WARNING- Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev. 1010312016 BEFORE USE Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and is for an individual building component, not a truss systern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design fnlo the overall buffdfng'deslgn. Bracing Indicated is to prevent bucktfng of individual truss web and/or chord members only. Addiflonal temporary and permanent bracingis T •�[` fabrlc Ilon, strire'd for orage. delivery, erand eelionundrbracing of trussv.1111es and truss ss systems. seeANSIITPI I QualityrCr�iteria, D B-89 nd1BCS1 Building Compornent 6�4 Pare East Blvd. Satiety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 AS IsPECIAL IA I , I T9680955 100 7_8_8 IU:2Li]scwwyY5hnGhXVARzUkuyuFUM-oIILyYSPZSX4m92_pLr8huZh1Zy4adbK'K (i-0-0' 7.8.5 I 10.6_� �— 1T°•° 20-4-a 26•4.0 2-9-15 6-5_ip '___1_ g-4.835-0- 5.11.8 7.8-0 1-0.0 Scale = 1:61.2 4.00 12 5x8 11 .- rz 3x10 = 2.00 12 Sx12 = 2x3 II 3x6 = —Ldgej --- r-6-u NG- 2-0.0 LOADIN=TOLumber TOLL rip DOL 125 CSI. DEFL. in ([cc) I/deft Ud PLATES GRIP TCDL DOL 1.25 TC 0.82 BC 087 Vert(LL) Vert(TL) 0.74 14 >553 360 MT20 244/190 BCLLess Incr YES WB 0.49 Horz(TL) -1.4813-14 >275 240 MT18HS 0.43 244/190 BCDL BC2014/TPI2007 (Matrix-M) 10 n/a n/a Weight: 154 lb FT = 0% LUMBER - TOP TOP CHORD 2x4 SP M 30 T CHORD 2x4 SP M TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. WEBS 2x4 SP `Except' . 3 BOT CHORD Rigid ceiling directly applied or 4-3-11 cc bracing. 6.14: 2x4 S SP M 30 WEBS 1 Row at midpi 6-14 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz 2=179(LC 7) Max Uplift2= 795(LC 8), 10— 812(LC 8) 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 five 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=3411; eave=6ft; Cat. II; Exp C; Encl., GCPI=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 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss A WARNING - Verily design Parametersand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1W3/2015 BEFORE USE "N. Design valid for use only with MliekO 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 pararnelers 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. Additlonal temporary and permanent bracing B ctil.rtys rCc:p,11rr1d 101 Stal:d111y rind to IAov4nt cOBa(xd: with Iirr..A:�ta I;rq.Airtrat Injury and IxopoVy darnago. Hit unnorol guirlonco rcgarc6ng It,. k' fabrication. slorage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 M11323 IA6 (SPECIAL T9600956 r.onu s Apr 19 2016 MiTek Industries, In, 8-11-11 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 Kmf xNJd 18-0-0 - 2 -8 25-11-15 34.0-1 8-11-11 7.0-5 2-0-0 2.4-5 5-7-7 8.0.1 4.00 12 Bx8 = 5x6 = 3x10 = 200 f12 5x6 = 2x3 11 3x6 = Scale: 3/16"=V LOADING (psf) SPACING- 2-0-0 CSI. C DEFL. TCLL 20.0 Plate Grip DOL 1.25 0.76 TCDL 7.0 Vert(LL) Lumber DOL in (loc) I/deft Ud PLATES GRIP 0.68 14 >601 360 MT20 1.25 BC 0.90 Vert(TL) BCLL 0.0 " Rep Stress Incr YES Wg 0.90 BCDL 10.0 Horz(TL) 244/190 1.13 14-17 >362 240 MT18HS 244/190 0.41 Code FBC2014/TPI2007 I (Matrix-M) 9 n/a Na LUMBER- ' Weight: 156 Ib FT = 0% TOP CHORD 2x4 SP M 30 'Except' BRACiNG- 3-5: 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. WEBS 2x4 SP No.3 *Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP 1\10.3 REACTIONS. (lb/size) 2=129B/0-8-0, 9=1326/0.8-0 .Max Harz 2=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=-1043/2141, 11-12=-1528/2799, 9-11— 1528/2799 WEBS 4-14=-487/484, 5-14— 1581/2900, 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; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14fh 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 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 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- VerlfY deelgn Paramelers and READ NOTES ON TRIS AND INCLUDED MITEKREFERANCE PAGEMI!•7473 rev, 10//03/2015 BEFORE USE Design valld for use only Will MITekED connectors. This design is based only upon parameters shown, and Is for an indlActual building component not a trussng system. Before use- the building designer must russ vedfy the appllcab0lty of design parameters and properly Incorporate This design Into the overallt- ay% _' ae.Y. ar't�:+lllyculctdtf, l;r�•virden10t Witfl rN I� a r i�br or chord members only. Addlflonal temporary atld permanent hracing Ign. fabrication, storage, delivery, erection and bracing or inrsses and lruss syslemsrseeANSI/TPI I Au IltyrCdferia, DSB•89 atnd BCSIr6uildin r�rCom ionenf �'�e�• Safety Information available from Truss Plate Institute, 218 N. Leo Sir_, Suite 312. Alexandria. VA 22314. 9 p 6904 Parke East Blvd. Tampa, FL 33610 1323 IA7 SPECIAL T9680057 8.0.1 8-10.10 5x10 = 4.00 12 5x6 = 5 3x10 = 2.00[12 5x12 = 2x3 II 45 = Scale = 1:62.3 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TCDL TC 0.77 DEFL. Vert(LL) in (loc) I/defl Ud PLATES 0.66 11 GRIP 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BC 0.88 WB Vert(TL) >623 360 1.40 10-11 >291 240 MT20 MT18HS 244/190 244/190 BCDL 10.0 Code FBC2014/TP12007 0.99 (Matrix-M) Horz(TL) 0.41 7 n/a n/a - LUMBER- --_- _�__ Weight: 147 lb FT = 0% TOP CHORD 2x4 SP M 30 BRACING- BOT CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. oc purlins. 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, 5-10— 166/455, 6-10=-636/444 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=52fh L=34fh eave=6ft; Cat. II; Exp C; Encl., GCPI=0.18; MWFRS (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 ANSUTPI 1 angle to grain formula. Building designer should verity 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 - Vetify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGEMII.7473 rev. 10103/2016 BEFORE USE. aDeruss systesign m. Be or ore use the bulkdlInn -designer must designonnectors. This 1I.h�s I�jcabpj upon d rnmefers shoum, and Is for an fndiWdual lwllding Component, not bu0d nfl design. Braclnfl indicated Is to prevent twcklln fl of Indfvid�ual truss web and/orc hO d membein e rs only Additional tem� p 1>e y Incorporate this design into the overall is oiway<; ax{ulu:d for skrY.dtlly grrU h� rvrnl collrgs�; with rx rspJo I;x•rsonal k,jury,, r, I prorx rty ruunrrgC. k �r gorwrai gWdr� rfr rry�rn tlr�trf �ranent bracing M''''e L• fabdcallon, storage, delivery- erection and bracing of inrsses and truss systems, seeANSI/iPll Auality Cdtedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Surety information ava table kam Truss Plate Insfif, de. 218 N. Lee Street Suite 312 Alexanclr"_ VA 22314. Tampa, FL 33610 -- Truss russ Type Oty Ply 62' Grand Cnriton III wnh porch 11323 A8 SPECIAL 1 1 T968095E Job Reference (optional)_ :hambers Truss, -orPierce, FL 7.640 s Apr 19 2016MiTek llndusiries, Inc. Mon Oct 17 10:40:07 2016 Page 1 11-0-0 A•R-a ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmMl2BW4skkNSAK2WNRwFLjWAOySY It 1.0-0 8 8.4 3-3-12 3-8-4 4 8-4 1-7-8 2.8-12-12 9-3.4 1.0.0 Scale =1:62.2 5x6 = 3x4 2x3 II 4x8 = = 4.00 12 4 20 5 6 21 7 I o 0 �2 1� 1 Ch 6 12 11 3x10'= 2.00 12 5x12 = 3x4 = 4x6 = Plate Offsets (X,Y)-- 9-10.4 1-7-8 12-0-0 --- f2:0-2-_2,0-0.7j[7:0-5-8 0-2-41, f9:0-2-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 7.0 Llate Grip OL umberDOL1.25 0TCDL BC' 0.87 Vert(TL)-13612-13 >301BCLL 240 0.69 Horz(TL) 0.39 9 n/a n/a MT18H5 244/190 BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 154lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 BOT CHORD 2x4 SP M 30 oc purling. 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 Uplift2— 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=34fh eave=6ft Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); LumberbOL=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 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. A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekV connectors. Tnls design Is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use. the bulldfng designer must verify the appllcabUlty of design parameters and property incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MOWIs akway,; u;rgafrrxl for s1rgAilly Crrld to prevent collcgxo , with I:-)%ff:do IxrwrKA Inytry and prolicrty drrru r:rgri, i fir general grNdrEnr..e n:garrtkra the fabricatiom storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPIi Qualify 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 1323 JA9 IHIP T9680959 t 7 bombers Truss, Fort Pierce, FL _ Job Reference (optional) 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:08 2016 Page 1 1.0. ID:_etClcxC3ixVV?huls?ypJyuFUK-?iZE?FWYO 9MswxybvRJOxHgpalHFr1B4U?'r3iSySY 6.7.15 75-� 14 (1 p D I 3-4-1 r_ -- 20-4-0 24-0.0 5 6-7-15 3.4-1 5.2-14 1—_ 5-1 2 _.f--- 3 8— ---I 3-4-1 1 1 3-7-15 --- —i 6-7•Y5 1.g-p Scale = 1:60.1 4.00 F 12 4x4 = 3r.4 = 2x3 II 4x8 = 4 22 5 6 91 1 3x5 = 3x8 = 11 12 " 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl TCDL 7.0 Plate Grip DOL Lumber DOL 1.25 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 BCLL 0.0 Rep Stress Incr YES BC 0.4.9 WB I Vert(TL) -0.42 13-15 >574 BCDL 100 (1d FBC 0.85 Horz(TL) 0.02 13 n/a 0 e 2014/TP12007 (Matrix-M) i LUMBER - TOP CHORD 2x4 SP M 30 BRACING- BOT CHORD 2x4 SP M 30 TOP CHORD WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8.0, 13=155410-8-0 Max Horz2— 109(LC 6) Max Uplift2=-441(LC 8), 9=-262(LC 8), 13=-904(LC 8) Max Grav2=709(LC 17), 9=420(LC 18), 13=1554(LC 1) 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=-260/229, 7-11= 156/325, 8-11=-387/359, 7-13=-762/448 Ud I PLATES GRIP 360 MT20 244/190 240 Na Weight: 156 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52fh L=34fh eave=6fh 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 pondillg. 4) This truss has been designed for a 10.0 psi 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. © WARNING- verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMY-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek®connecfors. IhIs design Is based only upon =,eleis hown, and is for an individual b uUding component, not ROMM"Mo Before use, the bWlding designer must verify theapplicab8lty of dters and property Incorporate this design Into the overall rJ8lra..r 11rgil,Itl�ty r�sd��sttn �ent oil rt,� vritt i f.un ,q �al.n rNir�irWlnbrfy dut'rr�r.>J' nfor Additio gW 1mporay andr'petrmanent bracing rage, delivery, erection and bracing of inrsses and Inrss systems, suallty Criteria, DSB-89 and SCSI Buildin 8on available from truss Plate Institute, 218 IV. Lee Street• Suite 312VA 223t4. 9 Component 6904 Parke East Blvd. Tampa, FL 33610 hN 1323 1 GRA I HIP T9680960 I D:—etC1 cxC3ixVV7huls7ypJyuFUK-Tv7cDbW A91 H DU4 W 89cyYx9pgDz6A_Cf DifCdEvySY1 4 8-0-0— 11-1-1 17-0.0 1-0-0 8-0-0 3.1-1 18.6.0 22-2.2 _ 26-0.0 34-0.0 35-0.9 i 0 5.10-15 1-6 3-8-2 3-9.14 r— 8.0.0 '1.0.0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED THIS COMPONENT IS TO BE USED IN PURLINS AS SPECIFIED. CONJUNCTION WITH A RIGID DIAPHRAGM. 44 = THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 % 6 _ I 17 600 4.00(12 4 3x6 19 3 = I 16 6x 21 �12 — B 8r3 El & 0 — 1 2 N 22 23 T t2 29 28 27 P6 25 24 O 3x5 = 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 8-0-0 11-1-1 I 18-6-0 26-0-0 8-D•0 _ 3-1-1 7-4.15 Plate Offsets (X Y)�[3:0-3-8.Edge] 21:0-3-8 Edge(24:0-3-8,0-3-0127:0-3-8.0-3-01 7.6.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.90 TCDL 7.0 Vert(LL) 0.10 24-35 >999 360 MT20 2441190 Lumber DOL 1.25 BC 0.44 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Vert(TL) -0.19 24-26 >987 240 Horz(TL) 0.02 22 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) n/a n/a - Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: WEBS 20 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-8.0. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 (Ib) - Max Harz 2=179(LC 7) Max UpliftBAll uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22=-646(LC 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_ 5B4/1206, 10-1 2=-584/1206, 12-13=-584/1206,13-15=-584/1206,15-16=-584/1205, 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=-772/440, 25-26=-393/630, 24-25- 393/630, 22-24= 1014/2010 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. II; Exp C; Encl., GCpi=0.18; MWFRS (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 puffin 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 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. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Standard 0j WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11.7473 rev. 101OZ2015BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer musi verify the appllcabUity of design parameters and property Incorpotate this design Into the overall building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Addiiional temporary and permanent bracing MiT�k• B; ($ways TOCIUircxl for atal,ttlly and to t:Hovofrl cnlir4:40 with4WAWA r I, rU_,nr.A kjerryrind IAgo ._,rty rharnrt(Tr,. For 3r nr lul akild nco ro0cgding liaz fabrication, storage• delivery, erection and bracing of trusses and in=systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Butiding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suile 312. Alexandria, VA 22314. Tampa, FL 33610 ob Truss Truss Type Qly Ply 62' Grand Carlton III tvilh porch Atli 7323 GRA HIP 1 T96B0960 1 �_ _, _ r _ _,1. Job Relerence (optional) r.b9u s Apr I V 201 b ml r eK lnausmas, Inc, man uct 17 10:40:09 2016 Page 2 ID :elC1exC3ixVV?huls?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz6A_CIDtfCdEVySYQq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pit) 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 (ib) Vert: 29_ 641(F) 24=-641(F) Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE ' Design valid for use only with MITek0 donnectors. This design 6 based orgy upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the appllcabflify of design parameters and properly incorporate this design Info the overall building design. Bracing Indlcated is to prevent budding of Individual buss web and/or chord members only. Addlllonal temporary and perrnanenl bracing MiTek• N; 01WO/S� a`/.lrAtrxl for s QUIlty sand to hur ,111 nAI0p *' will l:.x„ t1:4d lxatlorvul Injury Arid lxoixrly rktroacjo. Mr gonrxal 01*10n'10 n:ganTnfj lho fabrlcallon, storage, delivery, erection and bracing of trusses and Inrss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss —Truss Type Qty P y 62' Grand Carlton III wilh porch T9680961 Mt1323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S Apr IU 2UI6 MI I eK InaUSIrIeS, Inc. Mon Val 7 r 1 u:4u:uv zul o rage r ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbW A91 HDU4 W 89cyYx9piuz4F_CMDifCdEvySYQq 1.0• 8-0-0 13.8-0 17.0.0 20-4.0 26.0.0 ,_ 34.0-0 35.0.9 f1.0-03 8-0-0 �F-- 5.8.0 3-4-0-0i 3-4.0 ---i— 5-8-0 8-0.0 1.0-0 Scale = 1:60.1 5x8 MT18HS = 4x10 = 4.00 F12 2x3 II 06 = 2x3 II 3 23 4 5 6 7 24 SxB MT18HS = 16 15 14 13 12 11 4x5 — 3x6 II 4x6 = 600 = 6x10 = 46 = 3x6 II 4x5 — 8-0-0 13-8-0 20-4-0 26.0.0 34-0-0 8.0-0 5-8.0 68-0 5.8-0 8-00 Plate Onsets (X,Y)_[2:0-2-2,Edgej :0-5-4,0-2-81, f5:0-3-0,_Edgp],-,L8:O-5-4,0-2-8), (9:0-2-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.16 16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 I Verl(TL) -0.27 14-16 >912 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 4-14,7-13: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at mldpt 8-13, 6-13 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz 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=-126512545, 8-24=-126512545, 8-9=-692/331 BOT CHORD 2-16=-1655/3336, 15-16=-1676/3398, 14-15=-1676/3398, 12-13— 246/658, 11 -1 2=-246/658, 9-11= 225/595 WEBS 3-16=-402/1155, 3-14=-1431/700, 4-14=-847/699, 7-13=-886/720, 8-13=-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=14fh B=52ft L=34ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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 loads) 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. 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 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITekS 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 temporary and permanent bracing M iTek' 6 always P:gl.tirud Vx stol:dlffy and 10I.-ICV„ 11 rg6g:,t4, wilt) porWo ru,tu nol Injury and ploperty drlmagc. Wr (1„no0:11 gu;ra<Xp;o Icgarrfirx;I the fabrication, storage, delivery, erection and bracing of fniw.s and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety Information available from Truss Plate Inslitule, 218 N. Lee Street. Suite 312. Alexandria. VA22314. Tampa, FL 33610 r 0 Truss Truss Type Qty P y Con 62' Grond lon III whh porch T9680961 M41323 GRB HIP 1 1 Job Reference (o�tlonal 6namoers Truss, ron rTerce, rt. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16— 641(F) 11= 641(F) 7.640 s Apr 19,2016 MiTek Industries, Inc. Mon Oct 17 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4ra W BLWyuFUJ-x5h_OxXowcP45E5KjJTnUMMteNOUjfcMxJyAnLySYOp Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 101032016 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual buQding component, not �� a truss system. Before use, the building designer musf verify the applicability of design parameters and properly Incorporale this design Into U1e overall balding design. Bracing indicated Is to prevent buckling of Individual irussweb and/or chord members only. Additional lemporary and permanent bracing MiTek M olway& rr quited lot statAlly and to rxcvord ra4lCq:aX; with j'.x) IAr- pousonal Inj uryand Ibolx;rly darnrxJ0, tur gcncral gT,dgrn Ti:o u;UarrfirK,� iTu; fabticallon storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsOhde, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 off- cuss e Truss a �---- Typ Qty P y III Cowith porchM*1323 J2 MONO TRUSS 6T9660962 �62nfd tl JobRGneerennlonce (_p_ _ _ Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Ocl 17 10A0:10 2016 Page 1 I D:xt?zS IzTbJCDIIrGPH 1 QukyuFUI-x5h_QxxowcP45E5KjJTnUMM21NYljuxMxJyAnLySYQp -1-0-0 _,.,...�_ 2.0-00 1-0-0 2.0.0 3x4 = Scale = 1:7.9 -- 2.40 2.0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 ]nor YES WB 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: e lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. 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 Horz2=67(LC 8) Max Uplift3=-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 260 (Ib) 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=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-D 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 pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE111II-7473 rev. 1010312015 BEFORE USE � Design valid for use only with MITekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a In= system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" b, cdway-; rogkflrrxJ for 0abttlty rind to rxawxd CIAWIXA) with p: Wbio rx)rsonrtl Inpary, and Ixor->ny darnago, kar gonoail ijulda hco rrgar'Vo 1ho fabrication, storage. delivery, erection and bracing of trusses and truss systems, see.ANSI/fPl1 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 3361 D Jo Truss lugs Type Qty Ply 62' Grand Carllon III with porch 1CA11323 J4 I MONO TRUSS B 1 T9680963 Job Reference (optional) r.b4o s Apr 19 2015 Mu ek Industries, Inc. Mon Oct 17 10:40:10 2016 Page 1 I D: PDYLfd_5MdK4MSQTz?ZfRxyuFU H-x511_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp -0-0 4.0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 REACTIONS. (ib/size) 3=79/Mechanical, 2=229/0.8.0, 4=39/Mechanical Max Horz2=104(LC 8) Max Upllft3= 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. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 14lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purling. 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=4.2psh BCDL=3.Opsf; h=14f1; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMO-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITekbl 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 incorporafe this design Into the ovetall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• t, Aways trxlydrad for Malatlly and to prrwcrd collopu; will r>•:�'a:4o rK-ca7nrl1 Injuryand Ixoprny darrux3o. for 1:lonorai gruld,:y-tcc repau:UnU tiro' fabrlcatlom storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tnrss Male Insfifule, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 rUss y'�pe Qty Ply 62' Grand Conlon 7russ 6 MONO TRUSS 8 i T9680964U11323 ^� Job Reference optional ^0FC&. 7.640 s Apr 19 2016 MITek Industries, Inc. Mon Oct 17 10:40:11 2016 Page 1 ^ ^ I D:tP6jtz-j7xSx_cfXi4uz9yuFUG-PHEMdHYOgvXxjOgXH1_10av6FnozSLAWAzhkJnySYQo 1-0-0 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 j Vert(fL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 2 n/a . n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I 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 Horz 2=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 purllns. 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=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=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 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. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use orgy with Mflek& 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 Welding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW ralwayS ux'Awd for SI(IIAlBy and to Ixovr rd c(AloP:.o With p7SAb�le, poisorral Injury arrd propf"ny darfKrrJo. For grarofcli ado xwo roualrfing Mr.- fabilcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pay 62' Grand Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 Job Reference_(optional) Chambers Truss. Fort Pierce, FL ' 7.640 s Apr 19 2016 MiTek Industries. Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:1P6jtz-j7xSx_c_fXi4uzgyuFUG-PHEMdHYQgvXxjOgXH 1 _10av9TniOSLAW AzhkJnySYOo 8.0-0 T _i 1.0.0 8.0.0 Scale = 1:17.7 3x4 = 8-0-0 8-0-0 Plate Offsets (X,Y)= 2:0-1 2 Edge] _ LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 26lb FT=.0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; 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 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. Q WARNING- Verify design parameters and READ NOTES OM7711S AND INCLUDED MITEICREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE � Design valid for use only with MiTek61 conneclors. This design Is based only upon parameters shown, and is for on Individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• (; atY.'ay: rMiUip;r1 lur Mal'.Allty CU1d 10 prCVonl aillrQ',ta) Will r.KX„AAQ rK.1vind Ihjilfy ".1nd lxo w: ly rX.111logo. Wr {JQnolol gtodorlco, rrjardno 11{C tabricallon, storage, delivery, erection and bracing of trusses and truss sysfems, see.ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 KJ8 . .... MONO TRUSS 4 1 1.1 TOGS0966 • 1-5-0 i _ • /V-Y 7-3-4 --+.....�-�•••••_.•••-n.yc,.a, nvv f1L11RJ11yJT 11.3.0 3-11-12 Scale = 1:20.8 4 2.83 Fj2 3x4 3 2 7 6 3x4 = 2x3 II 5 3x4 = 7-3-4 7-3-4 I 11-3-0 LOADING (psf) SPACING- 2-0-0 CST. 3-11-12 TOLL 20.0 TCDL Plate Grip DOL 1.25 TC 0,26 I0 GRIP 7.0 BCLL 0.0 ' Lumber DOL 1.25 BC 0.26 ::=) 7VddPLATES MT20 244/190 BCDL 10.0 Rep Stress Incr Code FBC2014/TPI2007 NO WB 0.43 I (Matrix-M) LUMBER - Weight: 441b FT TOP CHORD 2x4 SP M 30 BRACING- BOT CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied 0-0 oc puriins. WEBS 2x4 SP No:3 BOT CHORD .or.6: Rigid ceiling directly appliedd of 9-0-4 oc tifaclHi : REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Harz 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 (lb) 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=34fh eave=6ft; Cat. II; Exp C; Encl., GCPI=0.18; MW FRS (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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277lb 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 CASES) 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 Inc�ease=�,?25 I Init: ,,,•,,. •; Hh.11glri`":�_:: au,. _..,,....;c a;c;cua—i.en, :late Inr: ease= a Uniform Loads (plf) Vert: 1-2-54 Trapezoidal Loads (pit) 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) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGEMII.7473 rev. 10/03,2015 BEFORE USE o 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 bulldlnp designer must vedty the appllcabfllly of design paramefers and property Incorporate this design Into the overall N1, bufldfnp deslpn. Bractnp Indlcaled Is 10 prevent twckllnp of lndlvldual truss web and/or chortl members only. Addlfli temporrny and permnnent braGnp t^,always rr.Kllsrrep for skd:VlltY and 10 pu>vr,•nl crific>[ ,r.• k11h lip:.A:dc gK.rsonal Enp.rry are:! lxorx:dy ekafOek3c. h,r prdiflonaai ;Irildc&rr:c u:pr,0�rinp iho MiTek� tabrk;aflon, storage, delivery, erecflon and braclnp of fnrsses and truss systems, seeANSI/TPI1 9uallty Cdferla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute• 218IV. Lee Sireel, State 3T2. Alexandda VA 223T4. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENWATION 13 /" Center plate r:on joint unless x, y offsets are indfiicated. Dimensions ame in ff-in-sixteenths. Apply plates tdo both sides of truss and. fully emb-ed teeth. O'171 1` For 4 x 2 orienthation, locate plates 0-'he" fronm outside edge of truss. This symbol indilicates the required directirion of slots in connector plotrtes. Plate location details available ilin MTek 20/20 software or upon request. PLATE SIZE The first dimensision is the plate 4 x 4 width measureed perpendicular to slots, Secondd dimension is the length parabllel to slots. LATERAL BRACING LOCATION Indicated by symnbol shown and/or by text in the braDcing section of the output. Use T or I I bracing if indicated. BEARING Indicates locatiorn where bearings (supports) occur:. Icons vary but reaction section 41ndicates joint number where beearings occur, Min size shown is ffor crushing only, Industry Standards: ANSI/TPI1: National Design Specificaction for Metal Plate Connected Wood TTruss Construction. DSB-89: Design Standard for Braci ing. BCSI: Building Component Safjety Information, Guide to Good Practice f for Handling, Installing & Bracing of Meatol Plate Connected Wood Trussess. Numberir@ System 6-4-8 1 dimesions shown in ff-in-sixteenths (4 awings not to scale) 2 3 TOP CHORDS r) Of O 2 U o- O r— JOINTS ARE GENERALLY NUMBREDAETTERED CLOCKWISE AROUND THE TRUSS STARTINW4 THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDEN➢B[ED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROV,r; & ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397,ESR-3282 0 C O 2 U o_ O Trusses are designed for wild loads in the plane of the truss unless otherwise shorn-. Lumber design values ardmraccordance with ANSI/TPI 1 section 6.3 These truss deigns rely on lumber values established by others. © 202:MiTek® All Rights Reserved Mibk' MITek Engineering Reference Stet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability-y bracing for truss system, e.g. diagonal or X-braccing, is always required. See BCSI, 2. Truss bracing must:tbe designed by an engineer. For wide truss spacing;;, individual lateral braces themselves may require braciring, or alternative Tor I bracing should be:,.-: considered, 3. Never exceed the :.design loading shown and never stock materials on k1nadequately braced trusses. 4. Provide copies of tlthis truss design to the building designer, erection sisupervisor, property owner and all other interested d:parbes. 5. Cut members to beear tightly against each other. 6. Place plates on eacch face of truss at each joint and embed fuCrlly. Knots and wane at joint locations are regulcated by ANSI/TPI 1. 7. Design assumes trusmes will be suitably protected from the environment in caccord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 195% at time of fabrication. 9. Unless expressly noteed. this design is not applicable for use with fire retardannt, preservative treated, or green lumber, 10. Camber is a non-struuctural consideration and is the responsibility of truss 91 fabricator. General practice is to comber for dead looad deflection, 11. Plate type, s¢e, orientitation and location dimensions indicated are minimaum plating requirements. 12. Lumber used shall bee of the species and size, and in all respects, equal::[ to or better than that specified. 13. Top chords must be sisheathed or purlins provided at spacing indicated onn design. 14. Bottom chords requiree lateral bracing at 10 ft. spacing, or less, if no ceiling is Onstalled, unless otherwise noted. 15. Connections not shovrwn are the responsibility of others. 16. Do not cut or alter trusiss member or plate without prior approval of an engineser. 17. Install and load verticcally unless Indicated otherwise. 18. Use of green or treateed lumber may pose unacceptable environmental, heolthh or performance risks. Consult with project engineer befdore use, 19. Review all portions of f1this design (front, back, words and pictures) before uuse. Reviewing pictures alone is not sufficient. 20. Design assumes manutafacture in accordance with ANSI/TPI 1 Quality Critderia,