Loading...
HomeMy WebLinkAboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: ml 1324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN 'Project Name: m11324 Model;Tampa, FL336104115 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. I Seal# I Truss Name Date No. I Seal# Truss Name I Date 1 IT122725901A 10/16/17 18 IT12272607IJ8 10/16/17 12 I T12272591 I Al 110/16/17 119 I T12272608 I JA 110/16/17 13 I T12272592 I A2 110/16/17 120 I T12272609 I JB 110/16/17 14 I T12272593 I A3 1 10/16/17 121 I T12272610 I JC 110/16/17 15 I T12272594 I A4 110/16/17 122 I T12272611 I KJ5 110/16/17 16 I T12272595 I A6 110/16/17 123 I T12272612 I KJ8 110/16/17 17 I T12272596 I B 110/16/17 124 I T12272613 I KJA 110/16/17 18 I T12272597 I BH7 110/16/17 125 I T12272614 I KJB 110/16/17 19 I T12272598 I GRA 110/16/17 126 I T12272615 I MV2 110/16/17 110 I T12272599 I GRB 110/16/17 127 I T12272616 I MV4 110/16/17 Ill I T12272600 I GRC 110/16/17 I I I I ,Y ,. •,••"' _ •. I I 112 I T12272601 I J1 110/16/17 113 I T12272602 I J2 110/16/17 114 I T12272603 I J3 110/16/17 115 I T12272604 I J4 110/16/17 116 I T12272605 I J5 110/16/17 117 I T12272606 I J6 110/16/17] e orr•� 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 ANSIITPI 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. tN1 A S qCe . ENS' 39380 � �'.• S TAT E OF : 1JJ .O �IIIIIt Thomas A. Marl PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2017 Albani, Thomas 1 of 1 Truss Truss Type City Ply T12272590 �ob 11324 A COMMON 10 1 �70'CatftonFlevl) Job Reference (optional) Cambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:33 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-o2C7xBu9O3rWcRCRfYvSsOIM8dKsvm5igdxe_ByStOa r1-0-0 8-4-0 , 12-11-0 17-6-0 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 4x5 = 4.00 12 4x5 = 17 "' 15 "' 14 — 12 2x3 11 4x6 = 3x8 = 3x8 = 2x3 I I 4x6 = Scale = 1:60.8 4x5 = 1 N Ich 6 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/defl Ud 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/TPI2007 (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 Harz 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=-2606/1788, 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— 1759/2936, 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: 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) -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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib 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=10.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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, , Ply D T12272591 ml 1324 Al SPECIAL 9 1 �70'CarftonElev Job Reference (optional) VamDers iruss, ron rlerce, t- I -'sr 9,o cam,rry ten umusii—,!I— o v, i ., vi ye, I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-GEmV8Xvn9NzN DbndDFQhOcQR_1 aOeF7rvHhBW byStOZ r1-0-0 7-8-0 13-7-8 17-6-0 23-11-12 i 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 1-0-0 O1 6 4.00 12 5x8 = Scale = 1:61.8 3x6 % 2x3 I 5x12 = 3x12 = 2.00 12 7-8-0 5-11-8 10-4-4 11-0-4 Plate Offsets (X Y)-- f2'0-3-14 0-1-81 f8:0-3-0 Edgel fl O: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 0.86 Vert(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.73 12-13 >243 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 10 n/a n/a BCDL 10.0. Code FBC2014ITP12007 (Matrix-M) Weight: 159 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 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 `Except` WEBS 1 Row at midpt 6-12 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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; Vu111=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12it B=45ft; L=50ft; eave=bit 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 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 =1 O.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 Qt=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. WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MI1ek6 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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' Carkon Elev D T72272592 m11324 A2 SPECIAL 1 1 Job Reference (optional) Qhambers Truss, Fort Pierce, FL 7.540 s Aug t b Leal t Mi r ex industries, inc. noon vct t o i i:14:35 2Ur r Paget I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-kQKtMtvPwg5ErlMgmzxwxpyfwQw5NeX_8xQ121 yStOY 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 10 8-0-1 5-7-7 2-4-8 3-0.0 4-11-12 2%-13 8-2-7 -0-0 3x6 = 4.00 12 Sx6 = 4x4 = 15 2x3 11 5x6 = 2.00 F12 Scale: 3/16°=V 3x12 = 8-0-1 13-7-8 19-0-0 23-11-12 35-" 8 0-1 5-7-7 5-411 4-11-12 11-0-4 Plate Offsets (X Y)-- f2:0-1-10 0-0-01 f4:0-2-4 Edgel (8:0-3-0 0-3-41 f10:0-1-15 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) 0.74 12 >571 360 MT20 2441190 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 FBC2014frP12007 (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 (Ib) 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; Vuit=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) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Extefior(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 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=833, 10=817. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 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 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/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 rIJo Truss Truss Type Qty Ply 70' Carhon Elev D T12272593 m11324 A3 SPECIAL ' 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL f.64u s Aug 16 2u1 r mi r eK mausiries, Inc. mon uct 16 11:14:56 zui t rage 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVqugFK65o8MbAIaTyStOX 10 8-0-1 14-0.0 21-0-0 23-11-12 26-9-10 35-0-0 6-0 -0-0 8-0-1 5-11-15 7-0-0 2-11-12 2-9-14 8-2-6 -0-0 �1 6 5x6 = 4.00 4x6 = R.A Scale =1:62.9 2x3 II 5x6 = 3x12 = 4x5 = 2.00 F12 8-0-1 13-7.8 21-0-0 23-11-12 35-0-0 o n• G I I A_O 7_i i_i�J 11- N 1 0 16 6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 MT20 244/19D 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 FBC2014ITP12007 (Matrix-M) Weight: 158 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=1364/0-8-0, 8=1334/0-8-0 Max Horz2=-181(LC 8) Max Uplif12=-834(LC 10), 8=-816(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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=-3084/2041, 5-6=-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, 7-1 0=-516/51 0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6fh 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 Joint(s) 8 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=834, 8=816. 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 MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, 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 MiTe 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 Elev D�m11324 FCaefonr A41T12272594 ence (optional) Chambers Truss, Fort Pierce, FL /.641.1 S Aug r b Zul f mr i eK mausiries, inc. mon ucr r b i 1:i 4:ao zur r rage i " ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CcuFZDw2h_DSTvx0KgT9U 1 VgpgFV65O8MbAlaTyStOX 7.0- 6-5 8 12-0-0 17-8-4 23-0-0 2 -11- 2 26-9-9 35-M 6-0 -0-0 6-5-8 5-G-8 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 -0-0 �1 6 3x6 4.00 F12 5x6 = 3x4 = 5x8 — 2x3 11 14 13 3x4 3x4 = 5x6 = 2.00 F12 Scale = 1:62.9 3x12 = Oiml_P1 6 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 (X Y)-- 12:0-3-14 0-1-8) f6:0-4-0 0-2-3) j9:0-1-15 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.20 11-20 >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 FBC2014/TP12007 (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 puriins. 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 Horz2= 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=12fh 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 & MWFRS 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) 9 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 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 MITEK REFERANCE PAGE MII-7473 rev. 10/OZ2015 BEFORE USE. ' Design valld 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 avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 JobTruss Truss Type city, Ply Ilf T12272595 ml1324 A6 HIP 1 1b E'CartionElevD Reference (optional) P hambers Truss, Fort Pierce, FL 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:37 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-hpSenZxgSHLy53W Cu0_OOE2?pEforfeHbFvs7vySIOW r1-0 0 6-7-15 10-0-0 13-8-0 21-4-0 25 2-0 28-4-1 35-0-0 36-0-0 1-0-0 6-7-15 3-4-1 3, 7 8-0 3-8-0 3-4-1 6-7-15 1-0-0 �1 6 Scale = 1:61.8 5x8 = 2x3 11 2x3 11 5x8 = 4.00 12 4 23 24 5 25 26 6 27 28 7 16 75 14 13 12 11 3x4 = 3x4 = 3x4 = 3x4 = 3x6 % 4x6 = 4x6 = 3x6 10-0-0 13.8.0 21-4-0 25-0 0 35-0-0 10-0-0 3-8-0 7-8-0 3-8-o 10-0-0 N n C6 0 I� 6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid 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 FBC2014ITP12007 (Matrix-M) Weight: 153lb 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=-1947/2287, 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=12ft; B=45ft L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (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 Qt=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. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Beforeuse, 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 stabllIfy 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' Carhon Elev D T12272596 m11324 B COMMON 3 1 Job Reference (optional) C hambers Truss, Fort Pierce, FL r.b4u s Aug lb zui r Mi i ex mausrnes, inc. Mon Oci i 6 i m 4:36 20 i r rage i I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-9?00_vylDbTpiC5OS5VdZSaGde6_a93RgvfPfMyStOV 1-0-0 6-11-0 13-10-0 1-0-0 6-11-0 6-11-0 4x6 = 3x5 = 2x3 11 Scale = 1:24.9 3x5 = N Io Plate Offsets (X Y)-- 12:0-0-6 Edgel j4:0-0-6 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 47lb 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 9-1-1 oc bracing. 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. (lb) -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 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=1211; B=45fh L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=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 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 Qt=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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 buliding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l 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 Truss Truss Type Qty Ply 70' Carhon Elev D11324 T12272597 �ob BH7 80STON HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MIIeK Industries, Inc. Mon Uct 16 11:14:39 2011 Page 1 ' I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7LH2NUJWZa2ZOyBoyStOU 15-6-0 21.6-0 r1-ag 7•ao 9-s-o 11-s-o 13-6-01 - 0 17-6-0 19-6-0 21-ao 23-s-o 2ss-0 2e-0 0 3s0 0 36-0- 1-ao 7-0-0 2-s-o z-ao 2-0-o s- 1-s-o 2.0-0 2•00 1-6-00-6- aao z-ao 2.6-o 7-ao 1-0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale: 3/16°=1' ROOF DIAPHRAGM, OR PROPERLY CONNECTED //PURLINS AS SPECIFIED. 3x6 35 ov 33 32 "' 30 4x6 = 3x8 = 3x4 = 4x6 = N 28 29 ,2 N Io 4x6 = 7-0-0 14-0-0 21-0 2 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 Edgel 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 Ib 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 Horz 2=-223(LC 8) Max Uplift2= 825(LC 10), 28=-825(LC 10) FORCES. (lb) - 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=-11231915, 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, 11-13- 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=12fh 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 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 & MWFRS 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 purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MfTek® 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 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 muss 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 I russ Truss Type Oty , Ply 70' Cartoon Elev D T12272598 ml 1324 GRA SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU -1-0-0 4-1-8 5-71 8-2-13 9-8-8 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 1-0-0 Scale = 1:27.4 2.37 F12 4x4 = 4x4 = 4x10 = 4X10 = 19 4 20 21 5 22 6 2x3 11 3x4 = 3x4 = 2x3 11 3x4 = 3x4 = 4-1-8 5-7-3 8-2-13 8-8-8 13-10-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 MT20 244/190 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 FBC2014fTP12007 (Matrix-M) Weight: 58 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Horz2=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./Max. 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 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 ib up at 5-0-0, 113 lb down and 146 lb up at 5-7-3, 60 Ib down and 129 lb up at 5-11-0, 60 lb 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 7lb 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 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M1I--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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k° 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, DSE-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 Oty, Ply 70' Carhon Elev D T12272598 m11324 GRA SPECIAL i 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:39 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU 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) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 10703/2015 BEFORE USE. Design valid for use only with MIT6k@) 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 Welk` Is always required for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, 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' Carhon Elev D T12272599 m11324 GRB SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:40 2017 Page 1 • ID: _kfiGCA6bxTj2Sy1 H DXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRml2zTkH D8Wj EyStOT O 5-0-0 10-3-0 15-6-0 21-6-0 26-2-0 28-1-0 35-0-0 6-0 -0-0 5-0-0 5-3-0 6-0-0 4-8-0 1-11-0 6-11-0 -0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 4.00 12 4x8 = 3x4 = 3x6 = 2x3 11 2x3 11 4x4 4x4 = Scale: 3/16"=1' 18 36 37 17 38 16 39 15 4041 42 14 4313 12 2x3 i 5x6 = 3x4 = 3x4 = 3x4 = 3x4 = . 3x6 = 3x6 = 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/fP12007 CSI. DEFL. in (loc) I/defl Ud TC 0.40 Vert(LL) 0.11 17-18 >999 360 BC 0.37 Vert(TL) -0.1717-18 >999 240 WE 0.49 Horz(TL) 0.04 15 n/a n/a (Matrix-M) PLATES GRIP MT20 244/190 Weight: 146lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 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 (lb) or less except when shown. TOP CHORD- 2-3=-1684/1053, 3-25- 1384/936, 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=12fh B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 CASE( Standard WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 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 aril/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 fabricatlon, 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 70' Carlton Elev D T72272599 ml 1324 GRB SPECIAL 1 1 Job Reference (optional) Chambers I russ, 1-on Fierce, hL —v s-91v aui,1-ien inuusuea, ii v. rvivu vu, v i.. i Y."v ava U. I D:_kfiGCA6bx7i2Sy1 H DXFw7ye3KX-507mPazylgXyW FnZW X5etgadRml2zTkHDB Wj EyStOT 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information 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 T12272600 m11324 GRC HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S AUg lf5 2ul i mi I BK Inausines, Inc. Mon UCt 1 b 1in 4:41 zul t Page 1 ID:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Zah8ew-AW W rOZggz7D2KA4Chvr1 unLGtW tt3Ghybi0S 11-0-0 8-0-0 13-8-0 17-6-0 + 21-4-0 27-0-0 35-0-0 36-0-0 1-0-0 8_" 5-8-0 3_10-0 3-10-0 5-8-0 8-0-0 1-0-0 3x5 5x8 MT18HS = 5x8 MT18HS = 4.00 F12 2x3 I I 3x8 = 3x6 = 2x3 11 3 23 24 25 426 27 285 6 729 30 31 32 8 do 10 04 00 30 of 2x3 11 3x6 = 6x10 = 6x10 = 3x6 = 2x3 11 Scale = 1:61.8 3x5 N N 0 N Im 0 8-0-0 13-8-0 21-4.0 27-0-0 35-0-0 8-0-0 5-8-0 7-8-0 5-8-0 8-0-0 t 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 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >680 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO W B 0.78 Horz(TL) 0.06 9 . n/a n/a BCDL, 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 157lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 3-14, 5-14 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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= 139712496, 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 =-1 69/645 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=12ft; B=4511; 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) 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 lb down and 242 lb up Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design volld for use only with MiTek® connectors. This design is ixased only upon parametersshown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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' Carlton Elev D T12272600 ml 1324 GRC HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL L64U S AU9 10 ear i mi I eK InausrrlBs, Inc. man Vcl 1 a r i: i o:91 ZU 1 / raga z ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Zah8cw_AWWrOZggz7D2KA4Chvr1unLGtWtt3GhystOS 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 (pit) 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(B) 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 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/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 I Oty , Ply 70' Carlton Elev D T12272601 ml 1324 J1 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i.o4u s Aug io zui r Mr i ek mausuies, inc. Mon Out i o i 1:14A2 2017 ruyu I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZjII_dFXGW_fOlXddo7yStOR 1-0.0 3x4 = Scale =1:6.2 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl 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: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=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. 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 lost 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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MI►EK REFERANCE PAGE 11111-7473 rev. 101032016 BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of deslgn 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 I aty, Ply 70' Carhon Elev D T12272602 m11324 J2 MONO TRUSS 4 1 Jab 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 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1mFWgG?oHgzFBgOAhxaZjll_dFXgW_fOlXddo7yStOR 1-0-0 2-0-0 Scale = 1:7.9 3x4 = 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 Vert(LL) -0.00 7 >999 360 MT20 244/190 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/TPI2007 (Matrix-M) Weight: 8lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Harz2=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. 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 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. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1­7473 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 QN. Ply 70' CarNon Elev D T12272603 m11324 J3 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MI I ek Industries, Inc. Mon Uct 16 11:14:43 wi / vage 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Vzpvl cOR2755p_zM Ee5oGV19NfgdFRvAzBMAKZyStOQ 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 Vert(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 Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=3 1 /Mechanical Max Harz2=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. 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. 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 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. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must 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 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city. Ply D T12272604 m11324 J4 MONO TRUSS 4 1 �70'CarftonElev Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MI lek Industries, Inc. Mon Oct 16 11:14:43'Lu1 / rage 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEeSoGVl6ufpl FRvAzBMAKZyStOQ 1-0-0 4-" V l7 3x4 = Scale =1:11.2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.34 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=227/0-8-0, 4=39/Mechanical Max Harz 2=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. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cal. 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 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. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 10/032015 BEFORE USE. " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 wgh possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, 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 --- T12272605 m11324 JS MONO TRUSS 11 1 �70'CarftonElevl) Job Reference (optional) Chambers Truss, Fort Pierce, FL r.b4U S AU9 1 b ZV 1 r Mi I ex industries, Inc. Mon Oct 16 11 :14:43 zoi ! rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGVI24fnPFRvAzBMAKZyStOQ 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/TPI2007 (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 Horz 2=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: 17 lb 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=451t; L=501t; 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 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 194 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 - Verity design parameters and READ NOTES ONTHIS AND INCLUDED MrTEKREFERANCE PAGE Mll--7473 rev. 10/03P1015 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 siabllity 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 Criferla, 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' Carhon Elev D T12272606 m11324 J6 MONO TRUSS 4 i Job Reference (optional) Chambers Truss, Fort Pierce, FL r.b4u s Aug 1 b 20i r Mi i ek mausrnes, inc. Mon Oci i b i r: i 4A4 2017 raga r I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-z9N H Fy03pRDya7YYoMc1 ojg8f36C_ugJCr6js?yStOP -1-0-0 6-0-0 1-0-0 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a 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 Upl1ft3=-115(LC 10), 2=-215(LC 10) Max Grav3=129(LC 15), 2=319(LC 15), 4=88(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.5 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING- i TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=45ft; L=50ft; eave=6ft; Cat. ll; 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 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 T72272607 ml 1324 is MONO TRUSS 11 �70'CarftonElevD 1 Job Reference (optional) Chambers Truss, Port Pierce, FL 1-0-0 3x5 = 7.640 s Auy ro 20 i r rvu i — muu.Mvs, mu- Mun wGt aya , I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-z9N HFy03pRDyQ7YYoMcl ojgEY393_u9JCr6is?yStOP 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.10 4-7 >899 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 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 REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Horz2=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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = o BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=50fh eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C E.xterior(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 tit 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 Ib uplift at joint 3 and 261 lb uplift at joint 2. 6) "Semi -rigid pltchbreaks 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 Mr/EK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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 I Qty Ply D T12272608 m11324 JA MONO TRUSS 2 1 �70'CarftonElev Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:45 2017 Page 1 ID: _kfiGCA6bx7j2Sy1 H DXFw7ye3KX-SLxfSl1 halLp2H7IM37GLWN UsSX-jLPTRVrH PSySt00 1-0-0 2.4-3 3x4 = Scale = 1:8.5 2-4-3 2-4-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) 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/TPI2007 (Matrix-M) Weight: 9lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. 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 Harz2=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 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 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. A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 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 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 MoTek' 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 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 I Qty, Ply 70' Carlton Elev D T12272609 m11324 JB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-2-5 3x4 = 7.640 S Aug 16 2017 Mi I ek industries, Inc. Mon Oct 16 1 i n it:4b 20 r Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-SLxfSl1 haILp2H71M37GLwN HMSP6jLPTRVrH PSyStOO 5-5-11 5-5-11 Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.06, 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 19 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical, 2=300/0-8-0, 4=51/Mechanical Max Horz 2=1 14(LC 10) Max Uplift3=-99(LC 10), 2=-222(LC 10), 4=-1(LC 10) Max Grav3=107(LC 1), 2=300(LC 1), 4=80(LC 3) FORCES. (lb) - 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=12ft B=45ft; L=50ft; eave=6ft; Cat. Il; 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 MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use. the building designer must 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 MiTe 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 70' Carkon Elev D JJob T12272610 m11324 JC MONO TRUSS 2 1 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:_MiGCA6bx7j2Syl H DXFw7ye3KX-SLxfS11 halLp2H71M37GLwN UsSY_ j LPTRVrHPSySt00 1.0-0 1-1-4 3x4 = Scale = 1:6.3 1-1-4 1-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/dell 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 rl/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD. Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical, 2=115/0-8-0, 4=8/Mechanical Max Horz2=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. 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 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlom storage., delivery, erection and bracing of trusses and tnrss 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' Cariton Elev D T12272611 ml 1324 KJ5 MONO TRUSS i 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-5-0 3x4 = 7.640 s AU9 16 2017 MI I eK InUUstries, Ine. Mon Oct 16 11:14:46 zUl / Yage 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-wYV1 fe2JK2TggRixwmeVt8wdusrDSoecf9bgxuyStON 3-11-0 7.0-2 3-11-0 3-1-2 2.83 F12 Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=179/Mechanical, 2=264/0-11-5, 4=78/Mechanical Max Horz2=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. 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=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, B=10)-to-4= 35(F= 8, B= 8) Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 miss 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 I Qty. Ply Elev D T12272612 ml1324 KJ8 MONO TRUSS 2 1 �70'Carfton Job Reference (optional) Chambers I russ, ron r'IefOe, FL ,.— S M 9 10 —I / ... tlF Illueillltli, ..— ." V , o I I, i .Yo i r.v. , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVtBweGsr2SjYcf9bgxuyStON 1 15-0 ' 727 14-09 3x4 = �y 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 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) DEFL. In (loc) 'I/defl Ud PLATES GRIP Vert(LL) 0.05 6-9 >999 360 MT20 244/190 Vert(TL) -0.09 6-9 >999 240 Horz(TL) 0.01 5 n/a n/a Weight: 44 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. 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= 508/784, 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=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 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 Lip 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 (plf) 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, B= 42) 13=14(F=7, B=7) 14— 21(F=-11, B=-11) 15=-50(F=-25, B=-25) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 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 M iTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/1'PI 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 T12272613 ml 1324 KJA MONO TRUSS 2 1 �70'CarftonElev Job Reference (optional) Chambers Truss, Fort Pierce, FL -P-9 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 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 CSI. DEFL. in (loc) Well 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/TP12007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=131/Mechanical, 2=204/0-9-11, 4=57/Mechanical Max Horz 2=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. 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=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 124 lb uplift at joint 3 and 159 Ito 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 (pit) Vert: 2=0(F=27, B=27)-to-3= 81(F=-14, 8= 14), 5=0(F=10, B=10)-to-4= 30(F=-5, B=-5) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03&015 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. Additlonal 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 puss systems, seeANSI/TPI I Quality Crlteda, 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 ml1324 KJB MONO TRUSS 2 1b C'CarhonElevDT12272614 Reference (optional) Chambers Truss, Fort Pierce, FL 1-2-9 3x4 = /.b4U s Aug 16 2Ul r Mi r ek moUSiries, Inc. Mon vci 16 il;14A7 2017 Faye i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TUgkQLSrdGDRBEumupKNTKyStOM 4-11-9 4-11-9 Scale: 1 °=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.D8 Vert(TL) -0.02 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/TPI2007 (Matrix-M) Weight: 17lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. NOTES- 1) 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. 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 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 (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-3=-67(F=-7, B=-7), 5=0(F=10, B=10)-to-4=-25(F= 2, B— 2) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MO-7473 rev. f 0/03/2015 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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, seeANSIJTPII 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 Elev DT12272615 ml 1324 MV2 VALLEY 1 1b ['Carhon Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 7.640 S Aug 16 zui t MI I ek Incusuies, Inc. Mon Ocr 16 11:14:48 201 r rage 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-swco4J3ZsgkOvlsJIBgzzZ?1Agacwh8v7T4x?nySt0L 4.00 12 Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 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 FBC2014/TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=41/2-0-0, 2=30/2-0-0, 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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. 11; Exp C; Enci., 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) 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 ANSIlTPI 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. O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 guidance regarding the 6904 Parke East Blvd. fabricatiom storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 3 1 Z Alexandria, VA 22314, Job Truss Truss Type Qt t Ply T12272616 ml 1324 MV4 VALLEY 1 1 �70'Garltonrlev[) Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 4-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:48 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-swco4J3ZsgkOvlsJ 1 BgzzZ?yOgYlwh8v7T4x?nyStOL 3x4 11 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/TP12007 (Matrix) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD 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 Gravl=112(LC 15), 3=117(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.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) 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 MITEKREFERANCE PAGE 114I1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must 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!Tek7 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 l 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 Numbering System JA General Safety Notes 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 a' For 4 x 2 orientation, locate plates 0-1r,b" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 of O U a O f3 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 0 C O S U a- O 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 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or 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.