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HomeMy WebLinkAboutTruss°D Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeko RE: m11324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: Tampa, FL33610-4115 Lot/Block: Subdivision: Address: UNKNOWN City: 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 27 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 No. Seal# Truss Name 1 Date 1 IT122725901A 10/16/17 18 T12272607 J8 10/16/17 12_LD2272591 I Ai 10/16/17 L19 _`T122726081JA 110/16/171 13 1 T12272592 1 A2 1 10/16/17 120 j T122726091 JEl ) 10/16/17 1LT12272593 I A3 1 10/16/17 121 I T12272610 1 JC 10/16/17 5 IT12272594IA4 10/16/17 122 1 T12272611 KJ5 10/16/171 6 T12272595 1 A6 1 10/16/17 123 1 T12272612 KJ8 10/16/1 7 1T12272596 B _ 10/16/17 124 1 T12272613 1 KJA 10/16/1 8 T12272597 1 B1-17 1 10/16/17 125 1 T12272614 1 KJB 1 10/16/1 19 ( T1 2272598 1 GRA 1 10/16/17126 1 T12272615 1 MV2 1 10/16/17 1 110 T12272599 1 GRB 1 10/16/17 127 1 T122726161 MV4 1 10/16/17 ill T12272600 1 GRC 1 10/16/171 12 IT12272601IJ1 �.10/16/17 1 113 I T12272602 I J2 1 10/16/17 1 14 IT12272603IJ3 1 10/16/17 1 15 IT12272604IJ4 10/16/17 116 I T12272605 I J5 10/16/17 17 I T12272606 I J6 1 10/16/17 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: 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. y ,. 0ii.x��� '�� - t"Rit, - M r F • i 0� _ 380 _ 00 STA E OF *4-6411O N A'L e Thomas A. Albanl PE No.39380. MITek USA, Inc. Ft. Cart 6634 6994 Parke East Blvd. Tampa Fl. 33610 Date: October 16,2017 Albani, Thomas 1 of 1 Job Truss Qty Ply 70' Carlton Elev D T12272590 m11124 A �TrussType COMMON 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.e4o s Aug lb zvr t Mi i ex mausrnes, inc. Mon Oci i o i i :r 4:ss zv i r Page! I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-o2C7xBu9O3rW cRCRfYvSsOtM8dKsvm5igdxe_ByStOa r1-0-Q 8-4-0 , 12-11-0 i7-6-0 22-1-0 , 26-8-0 35-0-0 36-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 �1 6 4.00 FIT 4x5 = Scale = 1:60.8 17 .- 15 14 12 4x5 = 2x3 II 4x6 = 3x8 = 2x3 li 4x5 = 3x8 = 4x6 = 8-4.0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Herz 2=-223(LC 8) Max Uplift2= 775(LC 10), 10=-775(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-3164/2027, 3-24=-3095/2039, 3-4=-2677/1777, 4-5=-2606/1788, 5-25=-2680/1878, 6-25=-2629/1901, 6-26= 2629/1901, 7-26=-2680/1878, 7-8— 2606/1768, 8-9= 2677/1777, 9-27= 3095/2039, 10-27=-3164/2027 BOT CHORD 2-17= 1759/2967, 16-17=-1759/2967, 15-16=-1759/2967, 15-28=-1049/1961, 28-29=-1049/1961, 14-29=-1049/1961, 13-14=-1759/2936, 12-13=-175912936, 10-12=-1759/2936 WEBS 6-14=-567/992, 7-14=-282/268, 9-14= 536/424, 6-15=-567/992, 5-15=-283/268, 3-15=-534/424 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Exterior(2) 12-8-6 to 17-6-0, Interior(1) 22-1-0 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 16, 13. 5) Plate(s) at joint(s) 16 and 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MiT09 connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property darnage. 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 , 70' Carlton Elev D 7.7 T72272591 ml liI24 Al SPECIAL 1 Job Reference (optional) enamuers Truss, i-on Tierce, rL /A4V SAV[3 io—, run urt muusnros, mc. / I .i vi —9, 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-G EmV8Xvn9NzN DbndDFQhOcQR_1 aOeF7rvHhBWbyStOZ rt-0-0 7-8-0 i 13-7-8 17-6-0 23-11-12 26-9-10 35-0-0 36-0-0 1-0-0 7 8-0 5-11-86-5-12 2-9-14 8-2-6 Scale = 1:61.8 4.00 12 Sx8 = 3x6 % 2x3 I 5x12 = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 7.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0, 10=1334/0-8-0 Max Horz2=223(LC 9) Max Uplift2=-833(LC 10), 10— 816(LC 10) DEFL. in (loc) Well Ud Vert(LL) 0.78 12 >538 360 Vert(fL) -1.7312-13 >243 240 Horz(TL) 0.44 10 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 159 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-3085/2236, 3-21— 3021/2253, 3-4= 2498/1935, 4-22=-2446/1941, 5-22=-2409/1949, 5-6=-2472/2055, 6-23=-5166/3916, 7-23=-5221/3903, 7-8= 5137/3782, 8-9=-5179/3779, 9-24=-5502/4051,10-24=-5574/4036 BOT CHORD 2-14=-1970/2875, 13-14=-1970/2875, 13-25=-1404/2117, 25-26=-1399/2125, 12-26— 1394/2141, 10-12=-3719/5307 WEBS 3-13=-634/453, 5-13= 293/335, 6-13=-296/541, 6-12= 2319/3328, 7-12=-303/371, 9-12=-392/347 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Exterior(2) 12-8-6 to 17-6-0, Interior(1) 22-3-10 to 31-2-6 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) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 6. 5) Plate(s) at joint(s) 4 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) at joint(s) 6 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=833, 10=816.. 11) "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 MITEKREFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only uponparameters 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 Mi%k' 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 s Truss Type Qty Ply 70' Carkon Elev D T12272592 m11t124 TA2 SPECIAL 1 1 Job Reference' o tional ,. AA.... ll..� 1c �1.1 A�9C 7(11'! Pnnc i Chambers Truss, Fort Pierce, FL s.,uy ,���,, ,.,,.o•. ,.,���...� ...-. ...-..--_. ._.... ..____.. . ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-kQKtMtvPwg5ErlMgmzxwxpyfwQw5NeX_BxQl21yStOY 1.0- 8-0.1 13-7-8 16-0-0 19-0-0 23-11-12 26-9-9 35-0-0 6-0- -0-0 8-0-1 5-7-7 2-4-8 3-0-0 4-11-12 2-9-13 8-2-7 -0-0 3x6 = 15 2X3 I 4.00 12 5X6 = 5X6 = 4X4 = 2.00 FIT Scale: 3/16°=1' 3x12 = 8-0-1 13-7-8 19-0-0 23-11-12 35-0-0 8-0-1 5-7-7 5-4-8 4-11-12 11-0-4 Plate Offsets (X Y) f2.0 1 10 0 0 0j [4:0-2-4 Edge) [8:0-3-0 0-3-4]fl0:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.25 12-21 >335 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 161 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0, 10=1335/0-8-0 Max Horz2=-205(LC 8) Max Uplift2=-833(LC 10), 10= 817(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-3118/1956, 3-22=-3008/1967, 3-4= 2433/1562, 4-5=-2425/1583, 5-6= 2462/1656, 6-7=-2607/1689, 7-8=-5109/3125, 8-9= 5135/3117, 9-23= 5495/3487, 10-23=-5565/3476 BOT CHORD 2-15= 1702/2901, 14-15=-1702/2901, 13-14=-1175/2253, 12-13=-2733/4919, 10-12=-3180/5295 WEBS 3-15=0/252, 3-14= 808/587, 5-13=-203/557, 6-13=-347/618, 7-13=-2747/1646, 7-12= 1055/1914, 9-12= 465/457 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except Qt=lb) 2=833, 10=817. 9) "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 11,1I1-7473 rev. 1010312015 BEFORE USE � Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T12272593 m11 y�24 A3 SPECIAL 1 i Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mil ek industries, Inc. Mon Oct 16 11:14:35 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVqugFK65o8MbAlaTyStOX 1-0 8-0-1 14.0.0 21-0-0 23-11-12 26-9.10 35-0-0 6-0 -0-0 8-0-Y s-11-15 7-0-0 2-11-12 2-9-14 8-2-6 -00 5x6 = 4-on 4x6 = RvR Scale = 1:62.9 t2 O 161 13 " 2x3 11 5x6 = 3x12 = 4x5 = 2.00 12 8-0-1 13-7-8 21-0-0 i 23-11-12 _ 35-0.0 R-n-1 5-7-7 7-4-a 2-11-12 11-0-4 Plate Offsets (X Y)-- (8:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.21 10-19 >347 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.42 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 158 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0, 8=1334/0-8-0 Max Horz2=-181(LC 8) Max Uplift2=-834(LC 10), 8= 816(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20— 3072/1947, 3-20= 3006/1958, 3-4=-2470/1649, 4-5=-3084/204115-6= 3225/2094, 6-7=-5097/3151, 7-21= 5498/3558, 8-21=-5568/3547 BOT CHORD 2-13=-1687/2851, 12-13=-1687/2851, 11-12=-1283/2335, 10-11=-2748/4870, 8-10=-3247/5298 WEBS 3-12= 690/474, 4-11=-479/955, 5-11=-345/702, 6-11=-2237/1326, 6-10=-1090/1891, 7-10=-516/510 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=12ft B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010372015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a 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 Welk' 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, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T12272594 mt 1,324 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVgpgFV650BMbAlaTyStOX 1-0- 6-5-8 12-0-0 17-8-4 23-0-0 2 -11- 2 26-9-9 35-0-0 6-0 -0-0 6-5-8 5-6-S 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 1-0-0 4.00 12 3x6 5x6 = 3x4 = 14 13 3X4 3x4 = 5x6 = 2.00 12 Sx8 =2x3 11 6 7 Scale = 1:62.9 3x12 = 8-8-2 13-7-8 17-6-0 23-11-12 35.0-0 8-8-2 4-11-6 3-10-8 6-5-12 11-0-4 Plate Offsets ()IY)-- f2:0-3-14 0-1-81 f6:0-4-0 0-2-3j i9'0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.72 11-12 >584 360 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.94 Vert(TL)-1.2011-20 >349 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 160lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 9=1336/0-8-0 Max Horz 2=-157(LC 8) Max Uplift2=-831(LC 10), 9=-818(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-3149/2100, 3-21=-3094/2113, 3-4— 2905/1951, 4-5=-2565/1803, 5-6=-3339/2294, 6-7= 5060/3236, 7-8— 5111/3235, 8-22= 5516/3643, 9-22=-5586/3632 BOT CHORD 2-14= 1853/2936, 13-14= 1432/2447, 12-13=-2010/3393, 11-12= 2386/4107, 9-11=-3329/5316 WEBS 3-14=-351/364, 4-14=-240/456, 4-13=-160/406, 5-13=-1117/691, 5-12= 139/464, 6-12= 857/437, 6-11= 1124/1981, 8-11=-528/512 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at jolnt(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing Surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=831, 9=818. 9) "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 PAGE M11--7473 rev. 10M3/2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply 70' Carhon Elev D T12272595 mt%324 A6 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.b4u s Aug 16 zui r Mi i ex mausiries, inc. Mon Oct i 6 i i J 4s7 2017 rage 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-hpSenZxgSHLy53W Cu0_OOE2?pEforfeHbFvs7vyStOW r1-0-Q 66-7 388-0 21--0 2 1-0 2844-1 i 35-0-0 --0 3-1 -7-15 -0-036 -7-15 34- 4.00 12 5x8 = 2x3 11 2x3 11 5x8 = 4 23 24 5 25 26 6 27 28 7 Scale = 1:61.8 N r CS 0 � Im 6 16 15 14 13 12 11 3x4 = 3x4 = 3x4 = 3x4 = 3x6 % 4x6 = 4x6 = 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.58 11-13 >445 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.90 13 >285 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 153 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1119/0-8-0, 14=369/0-8-0, 9=1210/0-8-0 Max Horz2=133(LC 9) Max Uplift2=-690(LC 10), 14=-216(LC 10), 9=-744(LC 10) Max Grav2=1119(LC 1), 14=440(LC 19), 9=1215(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2427/2216, 3-4=-2088/1872, 4-23=-2413/2208, 23-24=-2413/2208, 5-24=-2413/2208, 5-25=-2413/2208, 25-26=-2413/2208, 6-26= 2413/2208, 6-27=-2413/2208, 27-28=-2413/2208,7-28=-2413/2208,7-8=-2362/2100,8-9=-2639/2389 BOT CHORD 2-16=-1947/2257, 15-16=-1488/1949, 14-15— 1488/1949, 13-14=-1885/2413, 12-13=-1720/2226, 11-12=-1720/2226, 9-11=-2102/2449 WEBS 3-16= 407/543, 4-16=-161/272, 4-14= 539/804, 5-14=-514/583, 6-13= 238/314, 7-13=-224/323, 7-11=-265/369, 8-11=-317/459 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=12fh B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterior(2) 18-2-9 to 25-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=690, 14=216, 9=744. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 101012015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss 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 fabricatiom 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 Oty Ply 70' Canton Elev D T72272596 ml V24 B COMMON 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Mon Oct 16 11:14:38 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-9?00_vylDbTpiC5OS5VdZSaGde6_a93RgvfPfMyStOV -1-0-0 6-11-0 13-10-0 1-0-0 6-11.0 6-11-0 4x6 = Scale = 1:24.9 I6 0 3x5 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 7.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=511/0-8-0, 2=567/0-8-0 Max Horz2=93(LC 9) Max Uplift4=-294(LC 10), 2=-375(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-819/775, 3-4=-818/775 BOT CHORD 2-5=-609/726, 4-5=-609/726 WEBS 3-5= 14/271 3x5 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.05 5-8 >999 360 MT20 244/190 Vert(TL) -0.09 5-8 >999 240 Horz(TL) 0.01 4 n/a n/a Weight: 47 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-1 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=12fh B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 4=294, 2=375. 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 M1rEIVREFERANCE PAGE 11111--7473 rev. 10/03/P015 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 e k' Mi ig 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 City Ply 70' Carlton Elev D T12272597 m11,324 BH7 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_ybgKMgb?o0s5f7LH2NUJWZa2ZOyBoyStOU 15-6-0 21-6-0 1-0. 9-6-0 11-6-0 73-6-0 1 -0 0 17-6-0 19-6-0 21.0.0 23-6-0 25-6-0 28-0.0 35-0-0 0. 1-0-0 7.0-0 &6-0 2.0-0 2-0-0 s- 1.6-0 2.0-0 2-0.0 1-6.00-6- 2-0-0 2-0-0 2-6-0 7.0 TOP CHORD MUST BE BRACED BY END JACKS, Scale: 3/16°=1' ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4.00 12 4x6 = 12 14 16 3x6 5-� 9 19 4x6 43 8 22 44 Sx12 % q 6 3x4 24 5x12 3 11 26 15 18 0 27 42 21 45 a N 1 2 r 28 29 ,o N cal 1 m O 35 34 33 32 31 30 6 4x6 3x8 = 3x4 = 4x6 = 45 = 3x6 = 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets (X,Y)-- f24:0-3-0,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BCLL 0.0 ' Rep Stress incr YES WB 0.47 Horz(TL) 0.17 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11, 18, 15, 7, 23 REACTIONS. (lb/size) 2=1349/0-8-0, 28=1349/0-8-0 Max Horz2=-223(LC 8) Max Uplift2=-825(LC 10), 28= 825(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-42= 3169/2439, 3-42=-3067/2449, 3-4— 1176/925, 4-6=-1123/915, 6-43=-1106/917, 8-43=-1106/919, 8-9=-1110/951, 9-12=-1090/1003, 12-14=-1094/1064, 14-16= 1093/1064, 16-19— 1090/1002, 19-22= 1110/951, 22-44— 1106/919, 24-44=-1106/917, 24-26=-1123/915, 26-27=-1176/925, 27-45= 3068/2449, 28-45=-3170/2439, 3-5=-2261/1955, 5-7=-2264/1959, 7-10=-2264/1959, 10-11=-2264/1959, 11 -1 3=-2264/1959, 13-15=-2264/1959, 15-17= 2264/1959, 17-18— 2264/1959, 18-20= 2256/1955, 20-21= 2256/1955, 21-23=-2256/1955, 23-25=-2256/1955, 25-27=-2252/1950 BOT CHORD 2-35=-2167/2956, 34-35=-2176/2940, 33-34=-2176/2940, 32-33=-2536/3305, 31-32=-2177/2940, 30-31=-2177/2940, 28-30=-2168/2957 WEBS 3-33= 390/438, 1833=-458/467, 27-32= 385/414, 14-15— 396/426 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45fh L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 10-8-9, Exterior(2) 10-8-9 to 17-6-0, Interior(1) 24-3-7 to 31-2-6 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 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 100 lb uplift at joint(s) except Qt=lb) 2=825, 28=825. 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. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. ' Design valid for use oNy with MITekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must 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 iTe k' 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 T12272596 mt 1,324 GRA SPECIAL 1 1 �70'CarftonElevD Job Reference (optional) Chambers Truss, Fort Pierce, FL r.b40 s Hug ! 6 201 r Mi i ex mausiries, mc. Mon vci i o r i s i 4;39 2D r r eye I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7T02R6Jd6a2ZOyBoyStOU 1-0-0 4-1-8 5-71 8-2-13 9-8-8 13-10-0 14-10-0 1-o-o 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 2.37 F12 4x4 = 4x4 = 4x10 = 4x10 = 19 4 20 21 5 22 6 Scale = 1:27.4 N ICh 2x3 11 3x4 = 3x4 = 2x3 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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=770/0-8-0, 7=770/0-8-0 Max Horz 2=65(LC 7) Max Uplift2— 523(LC 8), 7= 523(LC 8) Max Grav2=789(LC 17), 7=789(LC 18) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1637/1097, 3-19=-1654/1137, 4-19=1636/1125, 4-20=-1619/1110, 20-21=-1619/1110, 5-21= 1619/1110, 5-22=-1636/1123, 6-22= 1654/1131, 6-7= 1637/1053 BOT CHORD 2-12=-989/1522, 12-23=-984/1524, 11-23=-984/1524, 10-11=-1085/1619, 10-24=-939/1524, 9-24_ 939/1524, 7-9=-945/1522 3x4 = PLATES GRIP MT20 244/190 Weight: 58 lb FT = 0% Structural wood sheathing directly applied or 5-8-5 oc purlins. Rigid ceiling directly applied or 7-1-6 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=523, 7=523. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0, 113 lb down and 146 lb up at 5-7-3, 60 lb down and 129 lb up at 5-11-0, 60lb down and 129 lb up at 7-11-0, 113 lb down and 146 lb up at 8-2-13, and 85 lb down and 124 lb up at 8-10-0, and 63 lb down and 139 lb up at 9-8-8 on top chord, and 6 lb down and 7 lb up at 4-1-8, 18 lb down and 15 lb up at 5-0-0, 33 lb down at 5-7-3, 39 lb down at 5-11-0, 39 lb down at 7-11-0, 33 lb down at 8-2-13, and 18 lb down and 15 lb up at 8-10-0, and 6 lb down and 7 lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5— 54, 5-6_ 54, 6-8=-54, 13-16= 20 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 01-7473 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 buliding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCS1 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 city Ply 70' Carlton Elev D - T12272598 m11324 GRA SPECIAL 1 1 Job Reference (optional) Chambers I russ, For[ Fierce, FL r.ofry s rwy I aua 1-1—muuau1as, nic,1111L Iv- uu.c ID:_kfiGGA6bx7j2Syl HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7T02R6Jd6a2ZOyBoyStOU LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=7(B) 4=-64(B) 5=-64(B) 6=7(B) 12=-6(B) 11= 35(B) 10=-35(B) 9=-6(B) 19= 28(B) 20— 60(B) 21=-60(B) 22=-28(B) 23=-18(B) 24=-18(B) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03&015 BEFORE USE. Design valid for use only with MTek®.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 BCS1 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 70' CarRon Elev D T12272599 mt 1324 GFIB SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug i 6 20 i 7 Mi I ek hiduu4ius, 4- ivivit Uui 16 11 i Y 9e i I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRml2zTkH DBWjEyStOT 1-0 5-0-0 10-3-0 15-6.0 21-6-0 26-2.0 28-10 35-0-0 6-0- -0-0 5-0-0 5-3-0 5-3-0 6-0-0 4-8-0 1-11-0 6-11-0 1-0-0 4.00 FIT 48 = 3x4 = 3x6 = 2x3 II 2x3 11 4x4 = 44 = Scale: 3/16"_V 18 36 37 17 38 16 39 5x6 - 4041 42 14 4313 12 3x4 = 2x3 I 3x4 = 3x6 = 3x4 =3x6 = 3x4 = 3x4 = 5-0-0 10-3-0 15-6-0 21-6-0 28-1-D 35-0-0 5-0-0 5-3-0 5-3-0 6.0-0 6-7-0 6-11-0 Plate Offsets (X Y)-- (3:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.17 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 15 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 146lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 4-15 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2= 546(LC 8), 15=-835(LC 8), 14=-542(LC 8), 10=-328(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=803(LC 17), 15=1303(LC 1), 14=906(LC 1), 10=531(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1684/1053, 3-25= 13841936, 25-26=-1384/936, 4-26=-1384/936, 4-27=-288/567, 27-28=-288/567, 28-29=-288/567, 5-29= 288/567, 5-30=-288/567, 6-30=-288/567, 6-31=-288/567, 31-32=-288/567, 32-33=-288/567, 7-33= 288/567, 7-34=-288/567, 34-35=-288/567, 8-35=-288/567, 8-9=-616/296, 9-10= 644/276 BOT CHORD 2-18=-907/1561, 18-36=902/1574, 36-37=-902/1574, 17-37= 902/1574, 17-38= 838/1384, 16-38=-838/1384, 16-39= 838/1384, 39-40=-838/1384, 15-40= 838/1384, 15-41= 567/412, 41-42=-567/412, 42-43=-567/412, 14-43=-567/412, 13-14= 125/571, 12-13=-125/571, 10-12=-147/549 WEBS 3-18=0/306, 4-17=0/349, 4-15=-2031/1286, 6-15=-504/480, 7-14=-430/408, 8-14=-978/572 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=121t; B=45ft L=50ft; 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) 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 546 lb uplift at joint 2, 835 lb uplift at joint 15 , 542 lb uplift at joint 14 and 328 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 lb down and 129 lb up at 11-0-12, 100 lb down and 129 lb up at 13-0-12, 100 lb down and 129 lb up at 15-0-12, 100 lb down and 129 lb up at 17-0-12, and 100 lb down and 129 lb up at 19-0-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 83 lb down at 5-0-0, 39 lb down at 7-0-12, 39 lb down at 9-0-12, 39 lb down at 11-0-12, 39 lb down at 13-0-12, 39 lb down at 15-0-12, 39 lb down at 17-0-12, and 39 lb down at 19-0-12, and 39 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AD Standard WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE " Design valid for use only with MRek® 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 design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Ptate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply 70' Carkon Elev D T12272599 m11324 GRB SPECIAL 1 1 Job Reference (optional) cnamuers i russ, ton tierce, r-L /.09u s Aug Io — I IWI r eK Inuuslries, Inc. ivion — I o r --v - it ruye e ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-507mPazYlCjXyWFnZWX5etgadRml2zTkHDBWjEyStOT 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=-54, 8-9=-54, 9-11=-54, 19-22=-20 Concentrated Loads (lb) Vert: 3=-160(F) 18=-45(F) 25= 60(F) 26=-60(F) 27= 60(F) 29=-60(F) 30— 60(F) 31=-60(F) 32=-60(F) 33=-60(F) 36=-13(F) 37=-13(F) 38=-13(F) 39=-13(F) 40=-13(F) 41=-13(F)42= 13(F)43=-13(F) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTekO 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 miss system% 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 Carlton Elev DT12272600 mt1324 GRC HIP 1 1b E' Reference (optional) Chambers Truss, Fort Pierce, FL r.64u s Aug 16 2017 MI I ex Industries, Inc. Mon Oct 16 11 [14:41 2017 rage I ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Zah8cw_AW WrOZggz7D2KA4Chvr1 unLGtWtt3GhyStOS 1-0- 8-0-0 13-8-0 17-6-0 21.4-0 27-0-0 35-0-0 6-0- -0-0 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 -0-0 5x8 MT18HS = 4.00 12 2x3 11 3x8 = 3x6 = 2x3 11 3 23 24 25 426 27 285 6 729 30 31 32 5x8 MT18HS = Scale=1:61.8 N 01 r2 0 16 33 15 14 34 35 36 37 13 3812 39 11 3x5 % 2x3 11 3x6 = 6x10 = 6x10 = 3x6 = 2x3 11 3x5 8-0-0 13-8-0 21-4-0 I 27-0-0 35-0.0 8-0.0 5-8-0 7-8-0 5-8-0 I 8-0-0 Plate Offsets (X Y)-- f2:0-3-14 0-1-81 f3:0-5-4 0-2-81,f8:0-5-4,0-2-81,f9:0-3-14,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >680 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 REACTIONS. (lb/size) 2=449/0-8-0, 14=3518/0-8-0, 9=1218/0-8-0 Max Horz2= 109(LC 6) Max Uplift2- 323(LC 8), 14- 2093(LC 8), 9=-780(LC 8) Max Grav2=458(LC 17), 14=3518(LC 1), 9=1220(LC 18) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 157 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 1 Row at micipt 3-14, 5-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-317/187, 3-23=-1062/1902, 23-24- 1062/1902, 24-25=-1062/1902, 4-25=-1062/1902, 4-26=-1062/1902, 26-27=-1062/1902, 27-28=-1062/1902, 5-28=1062/1902, 5-6=-1918/1207, 6-29=-1918/1207, 7-29= 1918/1207, 7-30=-1918/1207, 30-31= 1918/1207, 31-32- 1918/1207, 8-32=-1918/1207, 8-9= 2666/1597 BOT CHORD 16-33=-164/271, 15-33=-164/271, 14-15= 164/271, 14-34=-154/251, 34-35=-154/251, 35-36=-154/251, 36-37=-154/251, 37-38=-154/251, 13-38=154/251, 12-13= 1397/2496, 12-39=-1397/2496, 11-39=-1397/2496, 9-11 =-1 388/2466 WEBS 3-16=-171/645, 3-14=-2381/1445, 4-14=-646/592, 5-14= 2622/1675, 5-13=-1101/2042, 7-13- 599/556, 8-13- 645/411, 8-11==169/645 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=12fh B=45ft; L=50ft; eave=6ft Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 323 lb uplift at joint 2, 2093 lb uplift at joint 14 and 780 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)182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12, 107 lb down and 173 lb up at 12-0-12, 107 lb down and 173 lb up at 14-0-12, 107 lb down and 173 lb up at 16-0-12, 107 lb down and 173 lb up at 16-11-4, 107 lb down and 173 lb up at 18-11-4, 107 lb down and 173 lb up at 20-11-4, 107 lb down and 173 lb up at 22-11-4, and 107 lb down and 173 lb up at 24-11-4, and 182 lb down and 312 lb up at 27-0-0 on top chord, and 411 lb down and 242 lb up at 8-0-0, 79 lb down and 1 lb up at 10-0-12, 79 lb down and 1 lb up at 12-0-12, 79 lb down and 1 lb up at 14-0-12, 79 lb down and 1 lb up at 16-0-12, 79 lb down and 1 lb up at 16-11-4, 79 lb down and 1 lb up at 18-11-4, 79 lb down and 1 lb up at 20-11-4, 79 lb down and 1 lb up at 22-11-4, and 79 lb down and 1 lb up at 24-11-4, and 411 Ito down and 242 lb up 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE MII--7473 rev. 10/032016 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 temporaryand 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 DT12272600 m11324 GRC HIP 1 1b L'Carltonlilev Reference (optional) Chambers Truss, Fort Fierce, FL ID: kfiGCA6bx7j2SylH DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvrl unLGtW tt3GhyStOS NOTES- 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= 54, 8-10= 54, 17-20— 20 Concentrated Loads (lb) Vert: 3=-126(B) 6� 107(B) 8=126(13) 15— 50(B) 16=-411(B) 11=-411(B) 12=-50(B) 23=-107(B) 25— 107(B) 26=-107(B) 27=-107(B) 28=-107(B) 29=-107(B) 30— 107(B) 32= 107(B) 33=-50(B) 34= 50(B) 35= 50(B) 36=50(B) 37=-50(B) 38= 50(B) 39= 50(B) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use. the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall bulding 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/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, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Carhon Elev DT12272601 m11324 J1 MONO TRUSS 2 1tb E' Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mrfek Industries, Inc. Mon Oct 16 11:14:42 2017 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZjll_dFXG W_fOlXddo7yStOR -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(fL) -0.00 5 >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/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Harz2=48(LC 10) Max Uplift3- 5(LC 7), 2=-127(LC 10), 4=-2(LC 7) Max Grav3=12(LC 15), 2=113(LC 1), 4=11(LC 3)- FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 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=12ft; B=45f1; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas 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 5 lb uplift at joint 3, 127 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. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/0302015 BEFORE USE ' Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. 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 Mew Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 D T12272602 m11324 J2 MONO TRUSS 4 1 �70'CarftonElev Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:42 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZj II_dFXg W_fOlXddo7yStOR 1-" 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TO 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 FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 10) Max Uplift3=-30(LC 10), 2=-131(LC 10), 4= 3(LC 7) Max Grav3=40(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 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=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 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. A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MlTek® connectors. This design is basedonly 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 M iTek' 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 musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6-004 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply D T12272603 ml 1324 J3 MONO TRUSS 2 �70'CarftonElev 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Aug 16 2011 MI I eK Industries, Inc. Mon Oct 16 1 i n4*s Lul / rage I ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV19NfgdFRvAzBMAKZyStOQ 1-0-0 3-0-0 3x4 = Scale = 1:9.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verl(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress )nor YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 11lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz2=85(LC 10) Max Uplift3=-53(LC 10), 2=-149(LC 10), 4=-3(LC 10) Max Grav3=64(LC 15), 2=184(LC 1), 4=44(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 3-0-0 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=12ft; B=45ft L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas 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 53 lb uplift at joint 3, 149 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 107032015 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 bullding 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/TPI1 Quallty 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 70' Carlton Elev D T72272604 m11324 J4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:43 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Vzpvl cOR2755p_zM Ee5oGVl6ufp1 FRvAzBMAKZyStOQ 1-0-0 14-0-0 Scale = 1:11.2 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 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 FB02014/TP12007 (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 puriins. 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=227/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Uplift3=-75(LC 10), 2= 170(LC 10), 4= 3(LC 10) Max Grav3=86(LC 15), 2=227(LC 15), 4=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=1211t; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, 170 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � 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. Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply D T12272605 m11324 JS MONO TRUSS 11 1 �70'Carftonlils%, ' Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.64U S AUg I li 2Ur t Mi 1 eK Industries, ine. Mon Oct h 6 11:14:43 2Uh7 rage h ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV124fnPFRvAzBMAKZyStOQ 1-0-0 ' 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.04 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/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz2=123(LC 10) Max Uplift3_ 96(LC 10), 2=-194(LC 10) Max Grav3=109(LC 15), 2=276(LC 15), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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=12ft; 13=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 96 lb uplift at joint 3 and 1,94 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 ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 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, seeAN51/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 70' Carhon Elev D T12272606 mt1324 J6 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 1W1I uk 111Uusi i—, h u. rv1u11 vu 1 v i 1. i 4:44 cv 1 i aga I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-zgNHFyO3pRDyQ7YYoMcl ojg8f36C_u9JCr6js?yStOP -1.0-0 6-0-0 1-0-0 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.85 TCDL 7.0 Lumber DOL 1.25 BC 0.43 BOLL 0.0 ' Rep Stress Incr YES WB 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=118/Mechanical, 2=316/0-8-0, 4=53/Mechanical Max Horz2=140(LC 10) Max Uplift3=-115(LC 10), 2=-215(LC 10) Max GraV3=129(LC 15), 2=319(LC 15), 4=88(LC 3) FORCES. ((b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.5 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.05 4-7 >999 360 MT20 244/190 Vert(TL) -0.08 4-7 >831 240 Horz(TL) 0.00 2 n/a n/a Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=12ft; B=45f1; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 215 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcatlon, 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 Insfttufe. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carkon Elev D T12272607 ml1324 JB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-0-0 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 7.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Harz 2=178(LC 10) Max Uplift3=-158(LC 10), 2= 261(LC 10) Max Grav3=175(LC 15), 2=411(LC 15), 4=119(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 S Aug 16 2017 MI I eK IntlUslnes, Inc. Mon Oct 16 11 n 4:44 2ul t Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-z9NHFyO3pRDyQ7YYoMc 1 ojgEY393_u9JCr6js?ySt0P 8-0_0 8-0-0 Scale = 1:17.7 DEFL. In (loc) I/defl L/d PLATES GRIP Vert(LL) 0.10 4-7 >899 360 MT20 244/190 Vert(TL) -0.21 4-7 >440 240 Horz(TL) 0.01 2 n/a n/a Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 3 and 261 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 MITEK REFERANCE PAGE MI1-7473 rev. 10/0372015 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 MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom 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. Tamps, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T12272608 m11324 JA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:45 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SLxfSl1 halLp2H7IM37GLwNUsSX_jLPTRVrHPSyStOO 1-0-0 2-4-3 Scale = 1:8.5 3x4 = 2-43 2-4-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 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 FBC2014/TP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purllns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical, 2=154/0-8-0, 4=25/Mechanical Max Horz 2=73(LC 10) Max Uplift3=-38(LC 10), 2=-136(LC 10), 4=-4(LC 10) Max Grav3=47(LC 15), 2=154(LC 1), 4=33(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3, 136 lb uplift at joint 2 and 4 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must 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 M iTek' 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 InstiluTe, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carkon Elev D T12272609 m]1324 JB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-2-5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 7.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=107/Mechanical, 2=300/0-8-0, 4=51/Mechanical Max Horz2=114(LC 10) Max Uplift3=-99(LC 10), 2=-222(LC 10), 4=-1(LC 10) Max Grav3=1 07(LC 1), 2=300(LC 1), 4=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. /.64U S Aug 16 zui / Milk Inausmes, Inc. Mon Oct 1 b 11 :14:4b 2017 rage 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SLxfSi 1 halLp2H71M37GLwNHMSP6jLPTRVrH PSyStOO 5-5-11 1 5-5-11 - Scale = 1:12.9 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.06 4-7 >999 360 MT20 244/190 Vert(TL) -0.06 4-7 >999 240 Horz(TL) -0.00 2 n/a n/a Weight: 19 lb FT = o BRACING - TOP CHORD Structural wood sheathing directly applied. 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) 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 99 lb uplift at joint 3, 222 lb uplift at joint 2 and 1 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 MITEKREFERANCE PAGE Mll--7473 rev. 10/03,2016 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 M iTe k' 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, DSR-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 70' Cerhon Elev D T12272610 m;1324 JC MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MITek Industries, Inc. Mon Oct 16 11:14:45 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-SLxfSl l halLp2H71M37GLwN UsSY-jLPTRVrHPSyStOO 1-0-0 1-1-4 Scale = 1:6.3 3x4 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >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/TP12007 (Matrix-M) Weight: 5lb FT=0 LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=12/Mechanical, 2=115/0-8-0, 4=8/Mechanical Max Harz2=50(LC 10) Max Uplift3=-7(LC 7), 2= 126(LC 10), 4=-3(LC 7) Max Grav3=14(LC 15), 2=115(LC 1), 4=13(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 1-1-4 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=12ft; 13=45fh L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 7 lb uplift at joint 3, 126 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. 0 WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 0I-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 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 Type city, Ply D T12272611 m11324 KJ5 MONO TRUSS 1 1 �70'Carfton@ev Job Reference o floral Chambers Truss, Fort Pierce, FL 1-5-0 3x4 = 3-11-0 2.83 12 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:46 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVt8wdusrDSoecfgbgxuyStON Scale: 3/4"=1' 7-0-2 7.0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.12 4-7 >659 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014IfP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=179/Mechanical, 2=264/0-11-5, 4=78/Mechanical Max Harz 2=109(LC 8) Max Uplift3=-167(LC 8), 2=-206(LC 8) Max Grav3=184(LC 13), 2=264(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12ft B=45ft; L=50ft; 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 167 lb uplift at joint 3 and 206 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3= 95(F= 20, B=-20), 5=0(F=10, 13=10)-to-4= 35(F= 8, B= 8) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mnekb 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 70' Carfton Elev D T12272612 m11324 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:46 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVtBweGsr2SjYcf9bgxuyStON -1-51 7-2-7 11-3-0 1-5-0 7-2-7 4-0-9 Lx3 I I 3x4 = 3x4 = 7-2-7 3-10-5 -224 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 0.20 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.09 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 44lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical, 2=479/0-11-5, 5=389/Mechanical Max Horz2=178(LC 8) Max Uplift4= 94(LC 8), 2=-339(LC 8), 5=-213(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-826/510, 10-11= 806/492, 3-11=-776/448 BOT CHORD 2-13=-508/784, 13-14=-508/784, 6-14=-508/784, 6-15=-5087784, 5-15= 508/784 WEBS 3-6=0/270, 3-5=-859/557 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft; B=45fh L=50fh eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 339 lb uplift at joint 2 and 213 lb uplift at joint 5. 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) 38 lb down and 61 lb up at 2-11-0, 38 lb down and 61 lb up at 2-11-0, 8 lb down and 106 lb up at 5-8-15, 8lb down and 106 lb up at 5-8-15, and 42 lb down and 145 lb up at 8-6-14, and 42 lb down and 145 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 11 lb down and 31 lb up at 5-8-15, 11 lb down and 31 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom 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: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-5(F=-3, B=-3) 12=-83(F— 42, 6=-42) 13=14(F=7, B=7) 14= 21(F= 11, B= 11) 15=-50(F=-25, B=-25) Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a 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/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 70' Carfton Elev D T12272613 m11324 KJA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-2-9 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Uct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSgNGCZBEumupKNTKyStOM 6-0-4 6-0-4 Scale = 1:13.9 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 20 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=131/Mechanical, 2=204/0-9-11, 4=57/Mechanical Max Harz2=97(LC 8) Max Uplift3= 124(LC 8), 2= 159(LC 8) Max Grav3=135(LC 13), 2=204(LC 1), 4=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50fh 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 20.0psf 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 124 lb uplift at joint 3 and 159 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-3=-81(F= 14, B=-14), 5=0(F=10, B=10)-to-4= 30(F=-5, B=-5) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3M Nexandita. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply Carrion Elev DT12272514 mi1324 KJB MONOTRUSS 2 7b E' Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi feK Industnes, Inc. Mon UM 16 11:14:47 2017 Pagel I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSrdGDRBEumupKNTKyStOM 1-2-9 4.11.9 1-2-9 4-11-9 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=90/Mechanical, 2=161/0-9-11, 4=40/Mechanical Max Horz2=75(LC 8) Max Uplift3=-82(LC 8), 2=-139(LC 8) Max Grav3=90(LC 1), 2=161(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1 °=1' PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 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=12ft; B=45ft; L=50ft; eave=6ft Cat. ll; 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 82 lb uplift at joint 3 and 139 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3=-67(F= 7, 13=-7), 5=0(F=10, 13=10)-to-4=-25(F= 2, B=-2) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an individual building component. not a 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/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12272615 m11324 MV2 VALLEY 1 1 �70'CarftonElevD Job Reference (optional) Chambers Truss, Fort Pierce, FL 2-0-0 3x4 7.640 S Aug 16 2017 MI I eK industries, Inc. Mon Oct 16 1 in 4:4s 2u1 i rage 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-swco4J3ZsgkOvlsJ 1 BgzzZ? 1 Agacwh8v7T4x?nyStOL 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=41/2-0.0, 2=3012-0-0, 3=11/2-0-0 Max Horz 1=21(LC 10) Max Upliftl= 20(LC 10), 2=-30(LC 10) Max Grav 1=42(LC 15), 2=32(LC 15), 3=22(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. 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=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint 2. 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 MITEKREFERANCE PAGE 114111-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a 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/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 T12272616 mj1324 MV4 VALLEY 1 1 �7o'CarftonElevD Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.640 S Aug 16 2W t MI I eK m0uslries, Inc. Mon Ocl 16 11:14:46 20i r rage 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-swco4J3ZsgkOvlsJ l BgzzZ?yOgYlwh8v7T4x?nyStOL 3x4 % 3x4 II Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 12lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-0-0, 3=109/4-0-0 Max Horz 1=56(LC 10) Max Upliftl=-54(LC 10), 3=-72(LC 10) Max Grav1=112(LC 15), 3=117(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (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=1211; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. 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 ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance 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 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. 0-1/19, For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in M7ek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/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) I 2 3 TOP CHORDS r) c O U a- O 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: MII-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 1 W. 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.