Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TRUSS
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® '�� Z4� RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East B��llvl1d. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: 62' GRAND CTi�W 1110WITH PORCH Model: Lot/Block: Subdivision: 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 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, 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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date 1 IT116973761A 1 7/27/17 12 1 T116973771 A5 1 7/27/17 1 13 T11697378 1 A6 1 7/27/17 1 14 T11697379 1 A7 1 7/27/17 15 I T11697380 I A8 1 7/27/17 16 1 T11697381 1 A9 1 7/27/17 17 1 T11697382 1 GRA 1 7/27/17 18 1 T11697383 1 GRB 1 7/27/17 19 I T11697384 I J2 1 7/27/17 110 I T11697385 I J4 1 7/27/17 Ill I T11697386 I J6 1 7/27/17 112 I T11697387 I J8 1 7/27/17 113 I T11697388 1 KJ8 1 7/27/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building. design per ANSI/TPI 1, Chapter 2. E . A`e,'�' A. i. O G S • y � • No 39380 =-a: :I= �O:• STATE OF :�� Z. O R 1 O \�,�� ��r Fs .•., • G? ThomasSV Nalpy MITek U 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697376 Mi 1323 A COMMON 9 1 Job Reference o tional -r,.L I..,I��e�.le" Inn !twl j ii 77 r19:1t:41 2M7 Pa i Chambers Truss, Fort Pierce, FL ..._. ...- --. -' --.. -- . -- - - ID:a3B4P.KnnZweXyJ kSFBgyuFUN-6o1EuZGAMi82RVbrf6y7YlWe3l67HxlMQymQMHytwS0 1 0 0 6 7 13 12-4-13 17-0.0 21-7-3 27-4 3 34-0.0 35-0 Q 1-0-0 6-7-13 5.9-0 4-7-3 4-7-3 5-9-0 6-7-13 1.0-0 4.00 12 4x4 = �1 6 25 Scale = 1:59.2 17 '- 15 -" 14 IL 2x3 11 4x6 3x8 = 3x8 = 4x6 2x3 11 4x5 = 4x5 _ 6-7-13 12-4-13 21-7-3 27-4-3 34-0-0 6-7-13 5.9-0 9-2-7 5-9-0 6-7-13 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 163lb FT=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 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz2=179(LC 9) Max Uplift2=-832(LC 10), 10=-832(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1919, 3-4=-2663/1632, 4-5=-2616/1640, 5-24=-2668/1752, 6-24=-2608/1747, 6-25= 2608/1747, 7-25=-2668/1752, 7-8� 2616/1640, 8-9=-2663/1632, 9-10— 3188/1919 BOT CHORD 2-17= 1693/2972, 16-17=-1693/2972, 15-16= 1693/2972, 15-26= 967/1925, 26-27= 967/1925, 14-27=-967/1925, 13-14=-1693/2972, 12-13=-1693/2972, 1 D-12=-1693/2972 WEBS 6-14= 559/948, 7-14= 328/330, 9-14=-550/403, 6-15= 559/948, 5-15= 328/330, 3-15=-550/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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 30 lb up at 15-0-0, and 50 Ito down and 30 lb up 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 (pit) Vert: 1-6=-54, 6-11=-54, 18-21= 20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MR-7473 rev. 10/03l2015 BEFORE USE. Design valid for use only with MITeW connectors. This design is based only upon parameters shown. and Is for an Individual building component• not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse wf1h possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply 62' Grand Carlton III with porch T11697377 M11323 A5 SPECIAL 9 1 Job Reference (optional) k I d I Th J 127 09:15:41 2017 Pa e 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mire n ustrias, nc. u u g ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbrf6y7YIWXd116HyJMQymQMHytwSO 1-0 Q 7-8-5 10.6.4 17-0-0 20-4-8 26.4-0 34-0.0 35-0-0 1-0-0 7-8-5 2-9-15 6-5-12 3-4.8 5-11-8 7-8-0 Scale = 1:61.2 4.00 12 13 7[ 5x12 = 2x3 11 3x6 = 3x10 = 2.00 12 10-6-4 10.6-4 20-4-8 9-10.4 26-4-U 5-11-8 �4•u-u 7-8.0 Plate Offsets (X,Y)-- f2'0-2-2 0-0-7l f4'0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5402/3206, 3-4= 5047/2950, 4-5= 5005/2952, 5-6=-5093/3071, 6-7=-2352/1568, 7-8= 2330/1486, 8-9� 2383/1472, 9-10=-2979/1784 BOT CHORD 2-14=-2938/5142, 13-14� 1023/2054, 12-13= 1553/2765, 10-12= 1553/2765 WEBS 3-14= 342/317, 5-14= 297/321, 6-14= 1867/3265, 6-13=-261/514, 7-13=-259/252, 9-13= 634/444 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 4-2,10 oc bracing. 1 Row at midpt 6-14 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=52f; L=34ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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) 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 -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 MIrEK REFERANCE PAGE M➢-7473 rev. 10IM015 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 tnrss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply III with porchT11697378 M11323 A6 SPECIAL 1 1Referen F62GandCa.,11.onr (optional) -- .. d t I I Thu Jul 27 09:15 42 2017 Page 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 i e n us ras, no. 9 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-a_ bc5vGo70Gv3fAl DpTM4W 3jD9MuOKDVecV_UjytwS? 1-0- 8-11-11 16-0-0 18-0-0 20 4 8 25-11-15 34.0-0 5.0 -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8 0 -0-0 4.00 F12 3x10 = 2.00 F12 6xe = 5x6 = 20-4-8 5x6 = Scale: 3/16"=1' OIL I _o 11 _ 2x3 11 3x6 34-0-0 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 FBC2014lrP12007 CSI. TC 0.76 BC 0.90 WB 0.83 (Matrix-M) DEFL. in (loc) Vdefl Ud Vert(LL) 0.68 14 >601 360 Vert(TL) -1.13 14-17 >362 240 HOrz(TL) 0.41 9 n/a rVa PLATES MT20 MT18HS Weight: 156lb GRIP 244/190 244/190 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Upiift2=-796(LC 10), 9= 811(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 5374/3234, 3-4= 5240/3235, 4-5=-4981/2977, 5-6=-2255/1506, 6-7=-2312/1473, 7-8=-2320/1451, 8-9=-3010/1835 - BOT CHORD 2-14=-2960/5111, 13-14= 1169/2301, 12-13— 1098/2141, 11-12=-1604/2799, 9-11= 1604/2799 WEBS 4-14=-487/502, 5-14=-1654/2900, 5-13=-402/193, 6-13= 176/517, 8-12=-764/560, 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=34ft; eave=611; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interlor(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at 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 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. ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss ype Qty Ply 62' Grand Carlton III with porch T11697379 M11323 A7 � SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce,Fl. /.640tlA l ,al; ID:WSJgpGwalPpeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX_bdjbtrYjWIk1ftGFXQAytwS_ 4-0-0 000 25-11.15 34-0•0 5-0• 8-10-10 516 -11-15 -0.1 1-0-08.10-10 -06 5 �1 6 3x10 = enn� 2.00 12 6x10 MT18HS = 5x6 = SX12 = 2X3 11 Scale = 1:62.3 N I 'V f� In 6 4X5 = 10-6-4 14.0-0 20-4-8 25.11-15 34-0.0 10-6.4 3.5-12 6-4 8 5-7-7 8-0-1 Plate Offsets (X Y)-- (2:0-2-2 0-0-71 f4:G-5-0 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 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(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 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 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2= 149(LC 8) Max Uplift2=-795(LC 10), 7=-812(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 4-5=-2157/1487, 5-6=-2364/1533, 6-7=-2960/1830 BOT CHORD 2-11= 2981/5096, 10-11= 1552/2801, 9-10=-1593/2746, 7-9= 1593/2746 WEBS 3-11= 412/429, 4-11 =-1 41312588, 4-10=-810/448, 5-1 0=-1 741455, 6-10=-636/458 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 4-2-3 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=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERANCE PAGE MI1.7473 rev. 10/032015 BEFORE USE Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the bullding designer mast verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697380 M11323 AB SPECIAL 1 1 Job Reference o tional �� nolsaa inn ae�e 1 Chambers Truss, Fort Pierce, FL �-r,,--_,_....._.....___...__,..._. ...___._. I D: W SJgpGwal Ppeur6hk9UjG5yuFU L-2A9?I FHQuKOmgpIDNC_bdjbuZYjblpgftGFXQAytwS_ 1-0 8-8-4 12-0-0 15.8-4 20.4-8 22-0-0 24-8s 34.0-0 5.0 0-0 8 8 4 3-3-12 3 8.4 4 8-4 1-7 8 2-8-12 9-3.4 0-0 r)1 6 3x10 = 4.00 12 2.00 F12 5x6 = 3x4 = 2x3 11 4x8 = 20 5 6 21 7 2x3 12 11 5x12 = 3x4 4x6 = = Scale = 1:62.2 0 t2 Io w m 0 r; 10.6-4 9-10-4 1-7-8 12-" Plate Offsets MY) f2.0 2 2 0-0-71 f7.0-5-8 0-2-41 f9.0-2-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Horz(TL) 0.39 9 n/a n/a BCDL ' 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 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 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Uplift2— 794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4=-4970/3077, 4-20=-3801/2422, 5-20=-3801/2422, 5-6=-2464/1693, 6-21= 2472/1702, 7-21=-2472/1702, 7-8= 2492/1650, 8-9= 2808/1824 BOT CHORD 2-13=-3045/5078, 12-13=-1898/3180, 11-12=-1289/2331, 9-11=-1573/2593 WEBS 3-13=-389/401, 4-13=-961/1665, 5-13=-301l796, 5-12=-894/602, 7-12= 352/452, 7-11=-235/474, 8-11= 408/419. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 101=015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697381 M11323 A9 HIP 1 1 Job Reference (optional) .. I T6n.LJ 2709:15:449M7 Pan91 Chambers Truss, Fort Pierce,Fl. ,....•.a..v„��.., •••--_._.__.._...__.. ._a_. I D:_etCi cxC3ixVV?huls?ypJyuFUK-W NIN W bl3fdW dlzKQLEVgAxBBwy9gU DQo6w_4ycytwRz F1 0 Q 6 7 15 10-0-0 15-2-14 20-0-0 24-0-0 27-4-1 34-0-0 35-0-Q 1-0-0 6-7-15 3-4-1 5-2-14 5.1-2 3-8.0 6-7-15 rIt 6 3x5 = Offsets 4.00 12 4x4 = 3x4 2x3 11 4x8 = = 4 22 5 6 23 7 15 14 13 12 rr 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 Rep Stress Incr YES W B 0.85 HOrz(TL) 0.02 13 n/a rVa " BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 156 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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 8) Max Upiift2=-441(LC 10), 9=-262(LC 10), 13= 904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196/754, 3-4= 874/537, 4-22=-797/532, 5-22= 797/532, 5-6= 404/747, 6-23— 404/747, 7-23=-404/747, 7-8=-88/269, 8-9=-295/175 BOT CHORD 2-15_ 590/1091, 14-15=-64/316, 13-14=-64/316, 12-13=-245/289, 11-12=-245/289 WEBS 3-15=-349/348, 5-15=-271/615, 5-13=-1162/851, 6-13= 260/267, 7-11= 163/325, 8-11=-387/373, 7-13=-762/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 10/09/2015,eEFORE 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 huss system. Before use, the building designer must verify the appllcabi lty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always rectulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss runs Typo My Ply 62' Grand Carlton III with porch T11697362 M11323 GRA HIP 1 1 Job Reference (optional) . e.i no nn.. c.ec om1 oe..e I Chambers Truss, Fort VIOTCS, rL ,..,,.. ., .,r. .... ..... _..:..___...__, ..._. ...-_-. _. __.._.___.. I D:_etC1 cxC3ixVV?huls?ypJyuFUK-_ZHgxJhOxeUw7vcuyO3i8hBKM Wj DeuyLakeU2ytwRy 1-0 8-0-0 11-1-1 17-" 18.6.0 22-2-2 26.0.0 34.0.0 5-0- -0-0 B-0-0 3-1-1 5-10-15 1-6-0 3.8-2 3-9-14 8-0-0 -0-0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. t2 N 3 t2 0 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 3x5 = 6x8 = i wff 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 Stresslncr NO Code FBC2014/TP12007 CSI. TC 0.90 BC 0.44 WB 0.96 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) 0.10 24-35 >999 360 Vert(TL) -0.19 24-26 >987 240 Horz(TL) 0.02 22 n/a n1a PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. 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 joint(s) 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, 10-12= 584/1206, 12-13=-584/1206, 13-15=-584/1206, 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 =-1 51/268 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; 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 Ib 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 puffin 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 Ib 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). Continued on Daae 2 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111I1-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697382 M11323 GRA HIP 1 1 Job Reference (optional) cnamaers i russ, r•on rierce, rL I D:_etC1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxe Uw7vcuy03i8hBKMWjDeuyLakeU2ytwRy 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 =-1 26(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24=-641(F) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev. 1OM32015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A Mi prevent Is always required for stabiilty andto prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1T ek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Nexandda• VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 62' Grand Carlton III with porch T11697383 M11323 GRB HIP IQty 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ' • - P. 1 V �" 1 "" F. US r "" ` ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-Slr7xHKJAFm[NHT SfYIFMDOkmp1y5g5ZETBOVytwFix r1-0 Q 8-0-0 13 8-0 17.0.0 20.4.0 26.0.0 34-0-0 35-0-Q 11% 8-0-0 5-8-0 3-4-0 3-4-0 , 5-8-0 8-0.0 'Y-0-0 5x8 MT18HS= 4x10 = 4.00 12 2x3 I I 4x6 = 2x3 I I 3 23 4 5 6 7 24 5x8 MT18HS= Scale = 1:60.1 16 15 14 Id 12 11 4x5 — 3x6 II 4x6 = 6x10 = 6x10 = 4x6 = 3x6 II 4x5 — 26-0-0 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 CSI. TC 0.79 BC 0.57 W B 0.98 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0.16 16 >999 360 Vert(TL) -0.27 14-16 >912 240 Horz(TL) 0.07 9 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. 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 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= 1265/2545, 8-24=-1265/2545, 8-9=-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=-886J720, 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=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 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) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at a-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 (plf) Vert: 1-3=-54, 3-8=-131(F_ 77), 8-10= 54, 16-17=-20, 11-16=-49(F=-29), 11-20= 20 Continued on Dace 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek®.connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �� a truss system. Before use, the building designer must veflty the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697383 Mt 1323 GRB HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL r.ovu s npr is 20 io '. nn wuumues, u-u. g. I D:SrRaEyyrgO4M76G4raW BLWyuFUJ-Slr7xHKJAFmLXHToSfYI FM DOkmp1 y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16— 641(F) 11=-641(F) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/022015 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 muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697384 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-M 3x4 = 7.640 s Apr i a 20i6 mn ek ind-hies, inc. i nu Jui 2i 09:15raga ID:xl?zSIzTbJCD IIrG PH 1 QukyuFUI-Slr7xHKJAFmLXHToSfYI FM DYOmx3yK95ZETBOVytwRx 2-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.05 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 FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=2 1 /Mechanical Max Harz2=67(LC 10) Max Uplift3=-30(LC 10), 2— 131(LC 10), 4= 3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. 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., GCpi=0.18; MW FRS (directional) and C-C Intefior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord 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. ® WARNING - Verily 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 MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply=.ptional) III with porch T11697385 M11323 J4 MONO TRUSS 8 J 127 091547 2017 P i Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mil ek Industries, Inc. Thu u age I D:PDYLfd_5MdK4MSQTz7Zf RxyuFU H-xyOV8dKxxYuC9Q2?ON3XnZmiTAFQhnP FouDlZxytwRw 1-0-0 4-0-0 Scale = 1:11.2 3x4 = 4-" 4-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 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 n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 14 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz 2=104(LC 10) Max Uplift3= 75(LC 10), 2=-171(LC 10), 4= 2(LC 10) 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 Ito uplift at joint 4. 6) "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 MITEKREFERANCE PAGE MO-7473 rev. 101012015 BEFORE USE Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown. and Is for an Individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� Mi iT ek_ Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Grend'�Cafll.on III with porchT11697386 M11323 J6 MONO TRUSS 8 1b F602' Reoptional) .. 1,.,. T— I. 1 — AO.15•47 2017 PanD 1 Chambers Truss, Fort Pierce,Fl. �.o•0sAprivZvI��.�„a n,.."„ 11 •--.•-•••__.. ._,_. I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-xyOV8dKxxYuGgQ2?ON3XnZmdMABW hnP FouDIZxytwRw 1-0-0 1- 6.0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 TCDL 7.0 Lumber DOL 1.25 BC 0.42 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 (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 Horz 2=142(LC 10) Max Uplift3=-117(LC 10), 2= 218(LC 10) 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 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.04 4-7 >999 360 MT20 244/190 Vert(TL) -0.09 4-7 >790 240 Horz(TL) 0.00 2 n/a n/a Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. il; Exp C; Encl., GCpi=0.1 B; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MII-7473 rev. 1010=015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component• not �' a truss system. Before use. the building designer must verify the applicability of design parameters and 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 NTTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaffon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T11697387 M11323 JB MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i.ovvsAprraco.ory���en���o��„�n�,,,,�. ,„L �. �aa= I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-P8yuMzLZisO3nadBa4amKnJrKZRCOEfO t Yyl5NytwRv 1_g 0 8-0-0 Scale = 1:17.7 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 Incr YES WB 0.00 HOrz(fL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 26 lb FT = 0 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/Mechanical Max Horz2=180(LC 10) Max Uplift3— 160(LC 10), 2=-265(LC 10) 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puffins. 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=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C interjor(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {�p T eW Is always required for stability and to prevent collapse with possmle personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply=(optional) n III with porch T11697388 M11323 KJ8 MONO TRUSS 4 ,.a n7nn.. ceo nm7 o�..e� Chambers Truss, Fort Pierce, FL 1-5-0 7-3.4 r.64Osnpf 92016,v,ienmuusu,ee,,nc. ,,,U..0 �, �.., y,.. ID:Lcg54J?LuEancmZr4Qb7W MyuFUF-PByuMzLZis03nadBa4amKnJsZZZLQ8w01 Yyl5NytwRv Scale = 1:20.8 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Upllft4= 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 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat, II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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. 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 (pif) 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) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/032015 BEFORE USE Design valid for use only with Milek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �' a truss system. Before use,lhe building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indk�ated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sul le 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-'r14' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 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 (Drawings not to scale) 2 TOP CHORDS R 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 Engineering Reference Sheet: Mil-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. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.